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HomeMy WebLinkAboutRigorous Structural Analysis ReportTa s ails a" M0RRIS0N HERSHFIELD Ms. Denise Correa Morrison Hershfield Corporation T-Mobile 1455 Lincoln Parkway, Suite 500 1300 Concord Terrace Suite #200 Atlanta, GA 30346 Sunrise, FL 33323 (770) 379-8500 Date: October 13, 2014 Subject: Rigorous Structural Analysis Report Site ID: A2P0045B FILE COPY Site Name: Spain Tower Carrier: T-Mobile Carrier Site ID: A2P0045B Carrier Site Name: Microwave Sery Co. Site Address: 6189 N. Federal Highway, Fort Pierce, St. Lucie County, FL 34946 Site Coordinates: Latitude: 27.546370 N, Longitude: 80.368600 W Tower Description: 480 ft — Guyed Tower Morrison Hershfield Project Number: TMB-003 / 7140041 Dear Ms. Correa,t, Morrison Hershfield Corporation has carried -.out a structural analysis of the above referenced structure for the existing and proposed antenna and equipment :noted in Table 2. This rigorous analysis has been performed in accordance with the 2010 Florida Building. Code based upon an ultimate 3-second gust wind speed of 160 mph converted to a nominal 3-second gust wind speed-of.:124 mph per section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1-.1. This analysis is subject to the assumptions noted. Our analysis demonstrates that the existing -tower and foundation ARE in conformance (tower at 104.2% and foundation at 73.4%) with the requirements of the above noted standards under the effects of loading described, provided the guy wires have been —re —tension per attached table. We at Morrison Hershfield Corporation appreciatethe opportunity of providing our continuing professional services to you and T-Mobile. If you have.any questions or need further assistance on this or any other projects please give us a call. Sincerely, Morrison Hershfield Corporation G. Lance Cooke, P.E. (FL License No. 68787) Senior Engineer Certificate of Authorization # 8508 `'l,.• v�ree G E N`S'AI .51% 0.0.. * 'V Q 6i 78 tr STATE OF ` Morrison Hershfield Job Number. TMB-003 Project Number. 7140041 INTRODUCTION October 13, 2014 Page 2 This tower is a 480-ft guyed tower designed by Pirod, Inc. in May of 1998. The tower was originally designed for a wind speed of 100 mph with no radial ice per RS-222-D. This rigorous structural analysis was performed in accordance with the requirements of the 2010 Florida Building Code based upon an ultimate 3-second gust wind speed of 160 mph converted to a nominal 3-second gust wind speed of 124 mph per section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1.1 Exposure Category C and Risk Category II were used in this analysis. The structural analysis was based on the following documentation: Table 1 Documentation Document Description Source Tower Design Pirod, dated 5/6/1998 Client Foundation Mapping pp 9 FDH Engineering, Project # 09-02196E Client N 1, dated 3/5/2009 Geotechnical Evaluation Report FDH Engineering, Project # 09-02196E Client G1, dated 3/18/2009 Previous Structural Analysis Caltrop Telecom, Project # 120-618.01, Client dated 2/22/2013 Previous Structural Analysis Caltrop Telecom, Project # 120-547.03, Client dated 9/5/2012 Previous Structural Analysis Paul J. Ford and Company, Project # Client 68412-0035, dated 8/2/2012 Previous Structural Analysis Caltrop Telecom, Project # 120-547.03, Client dated 7/26/2012 Previous Structural Analysis KCI Technologies, Job # 1002018T, Client dated 6/25/2002 Mount Letter Caltrop Telecom, Project # 12-561.43, Client dated 9/26/2012 Modification Drawings Caltrop Telecom, Project # 120-618.01, Client dated 2/21/2013 Modification Drawings Caltrop Telecom, Project # 120-547.03, Client dated 9/5/2012 Modification Drawings KCI Technologies, Job # 1002018, Client dated 5/27/2002 Modification Drawings Tower Engineering Professional, dated Client 3/10/1998 Proposed Loading RFDS, dated 6/30/2014 Client 1.0 ANALYSIS LOADING The existing and proposed antennas, transmission lines, and other equipment considered in this analysis were provided by the client and are noted in Table 2. Table 2 — Antenna Loads Elev. ft QTY. Antenna/Appurtenance Description Carrier QTY. TX -Lines Notes ***PROPOSED*** 210 3 Andrew DBXNH-6565E-A2M Panel Antenna T-Mobile 3 Andrew 3C-TMAT1321 B78-21 A TMA 3 Nokia FXFC RRU Job Number. TMB-003 Project Number. 7140041 October 13, 2014 Page 3 Elev. ft QTY. Antenna/Appurtenance Description Carrier QTY. TX -Lines Notes ***EXISTING*** 442.0 1 Andrew DB224-E Omni Antenna Unknown 1 7/8" 3 1 2' Standoff Mount 441.5 1 10' Dipole Antenna w/ 1' Standoff Mount 1 7/8" 422.5 1 10' Dipole Antenna w/ 1' Standoff Mount - - 410.0 1 10' Omni Antenna 1 1-5/8" 1 5' Standoff Mount 406.0 1 10' Dipole Antenna w/ 1' Standoff Mount - - 373.0 1 18' 8-Bay Dipole Antenna 1 7/8" 1 2' Standoff Mount 370.5 1 20' 4-Bay Dipole Antenna 1 7/8" 1 2' Standoff Mount 356.0 1 4' Omni Antenna 1 7/8' 1 Standoff Mount 350.0 1 12' Omni Antenna 1 1-5/8" 1 1' Standoff Mount 337.0 1 12' Omni Antenna - - 1 1' Standoff Mount 317.0 1 Dielectric R55247 Antenna 1 1-5/8" 1 2' Standoff Mount 287.5 2 Yagi Antenna 1 1/2" 226.0 6 Scala AP17-1900/090D Panel Antenna Wireless 12 1-5/8" 3 CSS X7-665 Panel Antenna 3 Sector Frame Mount 206.5 3 RFS APXV18-206517S-C Panel Antenna T-Mobile 1 12 1.5" 1-5/8" 2 3 Nokia FXFB RRU 6 RFS APX1 7DWV-1 7DWVS-A20 Panel Antenna 3 Nokia FRIG RRU 1 Nokia COVP 3 Sector Frame Mount 195.0 6 Kathrein 800-10122 Panel Antenna AT&T Mobility 18 2 2 �' 1-5/8" 7/8" 3/8" 3 3 Kathrein 800-10764 Panel Antenna 12 Kathrein 860-10025 RCU 6 RFS ATM 19801712-0 TMA 6 RFS FDGW5504-3C-3 Diplexers 6 Ericsson RRUS-11 RRU 1 Raycap DC6-48-60-18-8F Squid 7a, Job Number. TMB-003 Project Number., 7140041 October 13, 2014 Page 4 Elev. ft QTY Antenna/Appurtenance Description Carrier QTY. TX -Lines Notes *EXISTING''** 195.0 3 Sector Frame Mount AT&T Mobility 172.0 3 RFS APXV9ERR18-C Panel Antenna Sprint 3 39mm 3 9 RFS ACU-A20-N 12 Ericsson RRUS-11 RRU 3 Ericsson RRUS A2 Module 3 RFS IBC1900HG-1 Combiner 3 Ericsson 800 ESMR Filter 3 Sector Frame Mount 116.5 1 3' Yagi Antenna Unknown 1 3/8 1 2' Standoff Mount 104.5 1 6' Parabolic Grid Dish 1 1/4" 97.5 1 1 6' Parabolic Grid Dish 1 1/2" Notes: 1) , Proposed loading is in addition to the remaining existing loading at the same elevation. Proposed equipment will utilize the existing mount. 2) (3) RFS APXV18-206517S Panel Antenna and (3) Nokia FXFB RRU shall be removed prior installation of the proposed loading. 3) Existing loading to remain on the tower. ANALYSIS PROCEDURE tnxTower Version 6.1.4.1, a commercially available analysis software package, was used to create a three- dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is attached at the end of this report. 2.0 ASSUMPTIONS The analysis provided by Morrison Hershfield is based on the theoretical capacity of the structure and is not a condition assessment of the tower. Morrison Hershfield has not performed an engineering inspection of the tower and the analysis was completed based on information supplied by the client. Morrison Hershfield has not made any independent determination of the accuracy of the information provided. 1) Tower and structures were built in accordance with the manufacturer's specifications and the applicable ANSI/TIA/EIA standard. 2) The tower and structures have been maintained in accordance with the manufacturer's specification. 3) The tower is assumed to be in good condition and capable of supporting its full design capacity. 4) The foundation was properly designed and constructed for the original design loads. 5) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Table 2. 6) All existing/proposed antennas and antenna mounts are assumed to be adequate for the existing/proposed loads. Analysis of these antennas and antenna mounts is considered to be outside of the scope of this analysis. Morrison Hershfield has not performed an analysis of the existing/proposed antennas or antenna mounts. 7) Existing loading was taken from the structural analysis by Caltrop Telecom, Project # 120-618.01, dated 2/22/2013, and is considered to be correct. 8) Proposed loading was taken from the RFDS, dated 6/30/2014, and is considered to be correct. WA I Job Number. TMB-003 October 13, 2014 Project Number. 7140041 Page 5 If any assumptions are not valid or have been made in error, this analysis is invalid. Morrison Hershfield Corporation should be notified to determine the effect on the structural integrity of the tower. 3.0 SUMMARY OF RESULTS The following tables summarize the location and utilized percentage of available capacity for each component of the tower. With consideration to the appropriate safety factors, 100% represents the full capacity of the component. Percentages below 100% indicate available capacity and conformance of the component. Percentages between 100% and 105% indicate an acceptable capacity. Percentages above 105% indicate an overstressed situation requiring structural modification to ensure conformance with the applicable codes and standards. Based on our analysis results, the tower and foundation are within capacity to support the loads under the current loading scenario. Table 3 - Tower Section Capacity Section Elevation Component Size % Pass No. ft Type Capacity Fail T1 480 - 460 Leg 1 1/2 20.5 Pass T2 460 - 440 Leg 2 30.9 Pass T3 440 - 420 Leg 2 27.8 Pass T4 420 - 400 Leg 2 1 /2 19.5 Pass T5 400 - 380 Leg 2 1/4 35.2 Pass T6 380 - 360 Leg 2 48.0 Pass T7 360 - 340 Leg 2 44.1 Pass T8 340 - 320 Leg 2 48.1 Pass T9 320 - 300 Leg 2 50.1 Pass T10 300 - 280 Leg 2 74.1 Pass T11 280 - 260 Leg 2 1/4 59.1 Pass T12 260 - 240 Leg 2 1/4 54.1 Pass T13 240 - 220 Leg 2 1/4 56.1 Pass T14 220 - 200 Leg 2 1/4 85.0 Pass T15 200 - 192.5 Leg 2 1/4 71.4 Pass T16 192.5 - 180 Leg 2 1 /4 76.7 Pass T17 180 - 160 Leg 2 1/2 59.9 Pass T18 160 - 140 Leg 2 1/2 63.3 Pass T19 140 - 120 Leg 2 1/2 71.0 Pass T20 120 - 100 Leg 2 1/2 65.1 Pass T21 100 - 80 Leg 2 1 /2 64.9 Pass T22 80 - 60 Leg 2 1 /2 72.7 Pass T23 60 - 40 Leg 2 1 /2 73.3 Pass T24 40 - 20 Leg 2 1 /2 76.1 Pass T25 20 - 4.67 Leg 2 1/2 74.0 Pass T26 4.67 - 0 Leg 2 1/2 66.2 Pass T1 480 - 460 Diagonal 1/2 12.3 Pass T2 460 - 440 Diagonal 5/8 22.8 Pass T3 440 - 420 Diagonal 9/16 23.6 Pass T4 420 - 400 Diagonal 3/4 14.7 Pass T5 400 - 380 Diagonal 7/8 27.3 Pass T6 380 - 360 Diagonal 3/4 13.7 Pass T7 360 - 340 Diagonal 3/4 34.3 Pass T8 340 - 320 Diagonal 3/4 14.4 Pass T9 320 - 300 Diagonal 3/4 31.3 Pass T10 300 - 280 Diagonal 3/4 44.7 Pass T11 280 - 260 Diagonal 3/4 32.3 Pass T12 260 - 240 Diagonal 3/4 27.9 Pass T13 240 - 220 Diagonal 3/4 33.0 Pass I Vfl Job Number: TMB-003 October 13, 2014 Project Number. 7140041 Page 6 Section Elevation Component Size % Pass No. ft Type Capacity Fail T14 220 - 200 Diagonal 3/4 60.7 Pass T15 200 - 192.5 Diagonal 3/4 66.1 Pass T16 192.5 - 180 Diagonal 3/4 104.2 Acceptable T17 180 - 160 Diagonal 3/4 46.6 Pass T18 160 - 140 Diagonal 3/4 81.4 Pass T19 140 - 120 Diagonal 3/4 90.5 Pass T20 120 - 100 Diagonal 3/4 47.1 Pass T21 100 - 80 Diagonal 3/4 61.2 Pass T22 80 - 60 Diagonal 3/4 64.9 Pass T23 60 - 40 Diagonal 3/4 61.5 Pass T24 40 - 20 Diagonal 3/4 26.8 Pass T25 20 - 4.67 Diagonal 3/4 50.6 Pass T26 4.67 - 0 Diagonal 3/4 26.7 Pass T16 192.5 - 180 Horizontal 3/4 16.4 Pass T2 460 - 440 Secondary Horizontal 3/4 8.5 Pass T15 200 - 192.5 Secondary Horizontal 3/4 62.4 Pass T1 480 - 460 Top Girt 3/4 0.4 Pass T2 460 - 440 Top Girt 3/4 0.7 Pass T3 440 - 420 Top Girt 3/4 3.5 Pass T4 420 - 400 Top Girt 3/4 0.9 Pass T5 400 - 380 Top Girt 1 7.4 Pass T6 380 - 360 Top Girt 1 2.8 Pass T7 360 - 340 Top Girt 1 3.0 Pass T8 340 - 320 Top Girt 1 8.8 Pass T9 320 - 300 Top Girt 1 0.6 Pass T10 300 - 280 Top Girt 1 8.5 Pass T11 280 - 260 Top Girt 1 12.2 Pass T12 260 - 240 Top Girt 1 1.7 Pass T13 240 - 220 Top Girt 1 1.0 Pass T14 220 - 200 Top Girt 1 3.5 Pass T15 200 - 192.5 Top Girt 1 5.1 Pass T17 180 - 160 Top Girt 1 20.7 Pass T18 160 - 140 Top Girt 1 6.4 Pass T19 140 - 120 Top Girt 1 10.0 Pass T20 120 - 100 Top Girt 1 7.0 Pass T21 100 - 80 Top Girt 1 2.5 Pass T22 80 - 60 Top Girt 1 11.0 Pass T23 60 - 40 Top Girt 1 12.3 Pass T24 40 - 20 Top Girt 1 2.5 Pass T25 20 - 4.67 Top Girt 1 4.0 Pass T26 4.67 - 0 Top Girt 1 78.7 Pass T1 480 - 460 Bottom Girt 7/8 0.9 Pass T2 460 - 440 Bottom Girt 7/8 7.5 Pass T3 440 - 420 Bottom Girt 7/8 0.7 Pass T4 420 - 400 Bottom Girt 7/8 5.5 Pass T5 400 - 380 Bottom Girt 1 2.1 Pass T6 380 - 360 Bottom Girt 1 1.9 Pass T7 360 - 340 Bottom Girt 1 9.4 Pass T8 340 - 320 Bottom Girt 1 0.8 Pass T9 320 - 300 Bottom Girt 1 8.2 Pass T10 300 - 280 Bottom Girt 1 12.7 Pass T11 280 - 260 Bottom Girt 1 2.0 Pass T12 260 - 240 Bottom Girt 1 1.6 Pass T13 240 - 220 Bottom Girt 1 12.5 Pass T14 220 - 200 Bottom Git 1 3.6 Pass T16 192.57180 Bottom Girt 1 15.0 Pass WAAll- Job Number. TMB-003 October 13, 2014 Project Number. 7140041 Page 7 Section Elevation Component Size % Pass No. ft Type Capacity Fail T17 180 - 160 Bottom Girt 1 5.9 Pass T18 160 - 140 Bottom Girt 1 23.8 Pass T19 140 - 120 Bottom Girt 1 9.2 Pass T20 120 - 100 Bottom Girt 1 1.8. Pass T21 100 - 80 Bottom Girt 1 11.8 Pass T22 80 - 60 Bottom Girt 1 12.9 Pass T23 60 - 40 Bottom Girt 1 3.5 Pass T24 40 - 20 Bottom Girt 1 3.1 Pass T25 20 - 4.67 Bottom Girt 1 28.4 Pass T26 4.67 - 0 Bottom Girt 1 12.3 Pass T1 480 - 460 Mid Girt 3/4 0.2 Pass T2 460 - 440 Mid Girt 3/4 1.8 Pass T3 440 - 420 Mid Girt 3/4 1.7 Pass T4 420 - 400 Mid Girt 3/4 1.8 Pass T5 400 - 380 Mid Girt 1 1.6 Pass T6 380 - 360 Mid Girt 1 1.2 Pass T7 360 - 340 Mid Girt 1 1.0 Pass T8 340 - 320 Mid Girt 1 1.5 Pass T9 320 - 300 Mid Girt 1 1.3 Pass T10 300 - 280 Mid Girt 1 1.6 Pass T2 460 - 440 Guy A@440.125 13/16 61.2 Pass T5 400 - 380 Guy A@397.25 11/16 62.3 Pass T8 340 - 320 Guy A@339.667 11/16 66.6 Pass T11 280 - 260 Guy A@279.667 3/4 69.3 Pass T14 220 - 200 Guy A@220 11/16 86.0 Pass T17 180 - 160 Guy A@179.667 13/16 75.9 Pass T19 140 - 120 Guy A@137.333 13/16 68.4 Pass T22 80 - 60 Guy A@70.3333 13/16 58.0 Pass T2 460 - 440 Guy B@440.125 13/16 48.0 Pass T5 400 - 380 Guy B@397.25 11/16 51.8 Pass T8 340 - 320 Guy B@339.667 11/16 53.2 Pass T11 280 - 260 Guy B@279.667 3/4 58.0 Pass T14 220 - 200 Guy B@220 11/16 73.7 Pass T17 180 - 160 Guy B@179.667 13/16 64.9 Pass T19 140 - 120 Guy B@137.333 13/16 60.4 Pass T22 80 - 60 Guy B@70.3333 13/16 50.9 Pass T2 460 - 440 Guy C@440.125 13/16 57.1 Pass T5 400 - 380 Guy C@397.25 11/16 59.3 Pass T8 340 - 320 Guy C@339.667 11/16 63.3 Pass T11 280 - 260 Guy C@279.667 3/4 68.4 Pass T14 220 - 200 Guy C@220 11/16 86.4 Pass T17 180 - 160 Guy C@179.667 13/16 76.5 Pass T19 140 - 120 Guy C@137.333 13/16 69.0 Pass T22 80 - 60 Guy C@70.3333 13/16 57.1 Pass T2 460 - 440 Top Guy Pull- 1 1/4 10.4 Pass Off@440.125 T5 400 - 380 Top Guy Pull- 1 1/4 10.2 Pass Off@397.25 T8 340 - 320 Top Guy Pull- 1 1/4 12.2 Pass Off@339.667 T11 280 - 260 Top Guy Pull- 1 1/4 17.0 Pass Off@279.667 T14 220 - 200 Top Guy Pull-Off@220 1 1/4 17.4 Pass T17 180 - 160 Top Guy Pull- 1 1/4 28.7 Pass Off@ 179.667 T19 140 - 120 Top Guy Pull- 1 1/4 33.1 Pass Job Number. TMB-003 October 13, 2014 Project Number., 7140041 Page 8 Section Elevation Component Size % Pass No. ft Type Capacity Fail Off@137.333 T22 80 - 60 Top Guy Pull- 1 1/4 33.0 Pass Off@70.3333 T5 400 - 380 Torque Arm 2 1/4 12.0 Pass Top@397.25 T5 400 - 380 Torque Arm 2 1/4 20.0 Pass Bottom@397.25 Summary Leg (T14) 85.0 Pass Diagonal (T16) 104.2 Acceptable Horizontal (T16) 16.4 Pass Secondary Horizontal (T15) 62.4 Pass Top Girt (T26) 78.7 Pass Bottom Girt (T25) 28.4 Pass Mid Girt (T2) 1.8 Pass Guy A (T14) 86.0 Pass Guy B (T14) 73.7 Pass Guy C (T14) 86.4 Pass Top Guy Pull -Off (T19) 33.1 Pass Torque Arm Top (T5) 12.0 Pass Torque Arm Bottom (T5) 20.0 Pass Bolt Checks 5.1 Pass RATING = 104.2 Acceptable Table 4 — Capacity of Additional Components Component Capacity (%) Pass/Fail Tower Spread Footing 73.4 Pass Guy Anchor Foundation Uplift 57.1 Pass Guy Anchor Foundation Shear 42.2 Pass 4.0 RECOMMENDATIONS 1. All assumptions made in this analysis should be carefully reviewed. Morrison Hershfield should be contacted for any discrepancies so that a full assessment may be made to validate the results of this analysis. ATTACHMENTS: Tower Profile, Program Output, Coax Sketch, Addition Calculations, and RFDS. N d to N K N N Z t7 Z ' Cl C N N 'O O a0 u) N N ul o N n N 12 a N � Z N r N A � N m a v r N N r N �- N r 4 z M M ~ N K N ^ 4 z m N z n � w ¢ 0 m ¢ Z < n � n N f N W v CM1 n v ¢ m m n U d m ❑ w ¢ i z 0 ct m d z d i M ' N N a Z N Z d 4 p N to K n z 3 W rn F F z � w LL < m c � - m d y V1 J J❑❑ F L M= 0) 12IL it 480.0 It 460.0 R 440.0 R AN 420.0 R C C 400.0 It 380.0 ft 360:0 It 340.0 R !i is e 320.0 R 300.0 R +Ii 280.0 R v es 260.0 It 240.0It Q 220.0 It I • \ 200.0 It 192.5 ft I I 1800ft 6` 1600ft 1400ft 13j16 1200ft 100.0 It 80.0 ft 70.3 It 13�7fi 60.0 R 40.0 ft 20.0 ft 4.7 ft 0.0 ft 4K'*-j 358 K (Axial) 1 Idp-R (Torque) R=250.00 R=250.00 ft PLAN DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION Flash Beacon Lighting 480 FRIG 206.5 OB224-E 442 FRIG 206.5 2' Standoff Mount 442 FRIG 206.5 10'Dipole 441.5 (2)ATM19801712-0 195 'I'Standoff Mount 441.5 (2) ATM19801712-0 195 19 Dipole 422.5 (2)ATMI9801712-0 195 1' Standoff Mount 422.5 (2) FDGW5504/3C-3 195 19 Whip 410 (2) FDGW5504/3C-3 195 5' Standoff Mount 410 (2) FDGW5504/3C-3 195 19 Dipole 406 (2) RRUS-11 195 1' Standoff Mount 406 (2) RRUS-11 195 18' Dipole 373 (2) RRUS-11 195 2' Standoff Mount 373 DC6-48.60-18-8F 195 29 Dipole 370.5 Sector Mount 195 2' Standoff Mount 370.5 Sector Mount 195 N Whip 356 Sector Mount 195 5' Standoff Mount 356 (2) 800-10122 w/ pipe mount 195 12' Whip 350 (2) 800-10122 w/ pipe mount 195 l' Standoff Mount 350 (2) 800-10122 w/ pipe mount 195 12' Whip 337 800-10764 w/ pipe mount 195 'I' Standoff Mount 337 800-10764 w/ pipe mount 195 R55247 317 800-10764 w/ pipe mount 195 2' Standoff Mount 317 (4) 860-10025 195 Yagi Antenna (6') 287.5 (4) 860-10025 195 Flash Beacon Lighting 242 (4) 860-10025 195 Sector Mount 226 (4) RRUS-11 172.5 Sector Mount 226 (4) RRUS-11 172.5 Sector Mount 226 (4) RRUS-11 172.5 (2) AP17-1 9001090D wl Mount Pipe 226 RRUS A2 Module 172.5 (2) AP17-19001090D w/ Mount Pipe 226 RRUS A2 Module 172.5 (2) AP17-1900/090D w/ Mount Pipe 226 RRUS A2 Module 172.5 X7-665 w/ pipe mount 226 800 ESMR 172.5 X7-665 w/ pipe mount 226 800 ESMR 172.5 X7-665 w/ pipe mount 226 800 ESMR 172.5 DBXNH-6565B-A2M w/ pipe mount 210 IBC1900HG-1 172.5 DBXNH-6565B-A2M w/ pipe mount 210 IBC1900HG-1 172.5 DBXNH-6565B-A2M w/ pipe mount 210 IBC1900HG-1 172.5 3C-TMAT1321 B78-21ATMA 210 Sector Mount 172.5 3C-TMAT1321B78-21ATMA 210 Sector Mount 172.5 3C-TMAT1321 B78-21ATMA 210 Sector Mount 172.5 FXFC 210 (3) APXV9ERR18-C w/ pipe mount 172.5 FXFC 210 (3) APXV9ERR18-C w/ pipe mount 172.5 FXFC 210 (3) APXV9ERR18-C w/ pipe mount 172.5 COW 206.5 - (4)ACU-A20-N 172.5 Sector Mount 206.5 (4)ACU-A20-N 172.5 Sector Mount 206.5 (4)ACU-A20-N 172.5 Sector Mount 206.5 2' Standoff Mount 116.5 (2) APXI 7DWV-1 7DWVS-A20 w/ pipe mount 206.5 Yagi Antenna (a) 116.5 6' Grid Dish 104.5 (2)APXI7DWV-17DWVS-A20 w/ pipe mount 206.5 6'Grid Dish 97.5 (2)APXI7DWV-17DWVS-A20 w/ pipe mount 206.5 SYMRnL LIST MARK SIZE I MARK I SIZE A N.A. I D 16 @ 2.23333 B SR 3/4 E 7 @ 2.33278 C 4 @ 2.05556 F 4 @ 1.11222 / MATERIAL STRENGTH GRADE Fy Fu I GRADE I F A572-50 150 ksi 65 ksi A36 136 ksi 58 Morrison Hershfield 0b` TUB-003 / 7140041 VIA1455 Lincoln Parkway, Suite 500 Pm1eo1:A2Poo45B/Spain Tower Atlanta, GA Client: T-Mobile Drawn by: SAC onsulting Engineers Phone: 770-379-8500 code: TIA-222-G Date: 10/13/1� NTSI N N Q Q N N m Z a Z N N N << a th N N M r m K v N � lY N r Q Z ` d' N r N y LL' N N r of Q z M N r fY uNi N � 4 Z N N 4 � N z g a: N N n ¢ � ry V N � r N ¢ Q Z N N 0 h v Q m N U m ❑ ai ¢ z Q z 3 o: N 4 i z g 0: N � 4 ^till d M Cl OI 4 N 3 N C � Z C w LL e N � th C N N N C C N }j al o N J J❑❑ H� m= N H lL it 480.0 f 460.0 f 440.0 f 420.0 f 400.0 f 380.0 f 360.0 f 340.0 f 320.0 f 300.0 f 280.0 f 260.0 f 240.0 f 220.0 f 200.0 f 192.5 f 180.0 f 160.0 f 140.0 f 120.0 f 100.0 f 80.0 f 70.3 f 60.0 f 40.0 f 20.0 f 4.7 f 0.0 f 4 1 R=250.00 ft SIZE F Fu 58 ksi FIA-222-G Standard. 6K BL ALL REACTIONS ARE FACTORED PFFIA Morrison Hershfield TMB-003 / 7140041 1455 Lincoln Parkway, Suite 500 P`Of1"AW0045B/Spain Tower W Atlanta, GA Client: T-Mobile Drawn by: SAC onsulting Engineers Phone: 770-379-8500 Code: TIA-222-G Date:10/13/14 timTimer Job Page TMB-003 / 7140041 1 of 17 Morrison Hershfield Project Date 1455 Lincoln Parkway, suite 500 A2P0045B / Spain Tower 13:29:17 10/13/14 Atlanta, GA Client Designed by Phone: 770-379-8500 T-Mobile SAC FAX.- 770-379-8501 Tower Input Data The main tower is a 3x guyed tower with an overall height of 480.00 ft above the ground line. The base of the tower is set at an elevation of 0.00 ft above the ground line. The face width of the tower is 2.00 ft at the top and tapered 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 124 mph. Structure Class H. Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. Deflections calculated using a wind speed of 60 mph. Pressures are calculated at each section. Safety factor used in guy design is 1. Stress ratio used in tower member design is 1. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification l Use Code Stress Ratios 1 Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) Add IBC .6D+W Combination Options Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate 4 Use Clear Spans For Wind Area J Use Clear Spans For KL/r 4 Retension Guys To Initial Tension 4 Bypass Mast Stability Checks 4 Use Azimuth Dish Coefficients 4 Project Wind Area of Appurt. 4 Autocalc Torque Arm Areas 4 SR Members Have Cut Ends Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Use TIA-222-G Tension Splice Capacity Exemption Treat Feedline Bundles As Cylinder Use ASCE 10 X-Brace Ly Rules 4 Calculate Redundant Bracing Forces Ignore Redundant Members in FEA SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation 4 Consider Feedline Torque 4 Include Angle Block Shear Check _ ` Poles � Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets ft=- T ow,e. r Job Page TMB-003 / 7140041 2 of 17 Morrison Hershfield Project Date 1455 Lincoln Parkway, Suite 500 A2P0045B / Spain Tower 13:29:17 10/13/14 Atlanta, GA Client Designed by Phone: 770-379-8500 T-Mobile SAC FAX 770-379-8501 Wind 180 Q 0 IP9A Wind 90 0 Leg C Z Leg E G`A G Face C C'vye Wind 0 Corner & Starmount Guyed Tower tnxTow er Job TMB-003 / 7140041 Page 3 of 17 Morrison Hershfield Project Date 1455 Lincoln Parkway, Suite 500 A2P0045B / Spain Tower 13:29:17 10/13/14 Client Designed by Atlanta, GA Phone: 770-379-8500 T-Mobile SAC FAX.• 770-379-8501 Wind 180 Guy C Face Guyed Tower Section Geometry Tower Tower Assembly Description Section Number Section Section Elevation Database Width of Length Sections T1 480.00-460.00 2.00 1 20.00 T2 460.00-440.00 2.00 1 20.00 T3 440.00-420.00 2.00 1 20.00 T4 420.00-400.06 2.00 1 20.00 T5 400.00-380.00 2.00 1 20.00 T6 380.00-360.00 3.75 1 20.00 T7-T10 360.00-280.00 4.00 4 20.00 T11-T14 280.00-200.00 4.00 4 20.00 T15 200.00-192.50 4.00 1 7.50 T16 192.50-180.00 4.00 1 12.50 T17 180.00-160.00 4.00 1 20.00 T18-T24 160.00-20.00 4.00 7 20.00 T25 20.00-4.67 4.00 1 15.33 T26 4.67-0.00 4.00 1 4.67 t,nx,,,T4wer Job Page 4 17 TMB-003 / 7140041 of Morrison Hershfield Project Date 1455 Lincoln Parkway, Suite 500 A2P0045B / Spain Tower 13:29:17 10/13/14 Atlanta, GA Client Designed by Phone: 770-379-8500 T-Mobile SAC FAX.• 770-379-8501 Tower Section Geometry cont'd Tower Section Tower Elevation ft Diagonal Spacing ft Bracing Type Has KBrace End Panels Has Horizontals Top Girt Offset in Bottom Girt Offset in Tl 480.00-460.00 1.65 X Brace No No 1.5000 1.5000 T2 460.00-440.00 1.65 X Brace No Yes 1.5000 1.5000 T3 440.00-420.00 1.65 X Brace No No 1.5000 1.5000 T4 420.00-400.00 1.65 X Brace No No 1.5000 1.5000 T5 400.00-380.00 2.33 X Brace No No 4.0000 12.0000 T6 380.00-360.00 2.33 X Brace No No 4.0000 12.0000 T7-T10 360.00-280.00 2.33 X Brace No No 4.0000 12.0000 Tl 1-T14 280.00-200.00 2.46 X Brace No No 4.0000 0.0000 T15 200.00-192.50 2.06 X Brace No Yes 4.0000 12.0000 T16 192.50-180.00 2.23 X Brace No Yes 4.0000 12.0000 T17 180.00-160.00 2.33 XBrace No No 4.0000 12.0000 T18-T24 160.00-20.00 2.33 X Brace No No 4.0000 12.0000 T25 20.00-4.67 2.33 X Brace No No 4.0000 12.0000 T26 4.67-0.00 1.11 X Brace No No 4.0000 12.0000 Tower Section Geometry cont'd Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Size Grade Type Size Grade ft 71 480.00-460.00 Solid Round 1 1/2 A572-50 Solid Round 1/2 A36 (50 ksi) (36 ksi) T2 460.00-440.00 Solid Round 2 A572-50 Solid Round 5/8 A36 (50 ksi) (36 ksi) T3 440.00-420.00 Solid Round 2 A572-50 Solid Round 9/16 A36 (50 ksi) (36 ksi) T4 420.00-400.00 Solid Round 2 1/2 A572-50 Solid Round 3/4 A36 (50 ksi) (36 ksi) T5 400.00-380.00 Solid Round 2 1/4 A572-50 Solid Round 7/8 A36 (50 ksi) (36 ksi) T6 380.00-360.00 Solid Round 2 A572-50 Solid Round 3/4 A36 (50 ksi) (36 ksi) T7-T10 Solid Round 2 A572-50 Solid Round 3/4 A36 360.00-280.00 (50 ksi) (36 ksi) Tl 1-T14 Solid Round 2 1/4 A572-50 Solid Round 3/4 A36 280.00-200.00 (50 ksi) (36 ksi) T15 Solid Round 2 1/4 A572-50 Solid Round 3/4 A36 200.00-192.50 (50 ksi) (36 ksi) T16 Solid Round 2 1/4 A572-50 Solid Round 3/4 A36 192.50-180.00 (50 ksi) (36 ksi) T17 Solid Round 2 1/2 A572-50 Solid Round 3/4 A36 180.00-160.00 (50 ksi) (36 ksi) T18-T24 Solid Round 2 1/2 A572-50 Solid Round 3/4 A36 160.00-20.00 (50 ksi) (36 ksi) T25 20.00-4.67 Solid Round 2 1/2 A572-50 Solid Round 3/4 A36 (50 ksi) (36 ksi) T26 4.67-0.00 Solid Round 2 1/2 A572-50 Solid Round 3/4 A36 (50 ksi) (36 ksi) WxT16', er Job TMB-003 / 7140041 Page5 of 17 Morrison Hershfield Project Date 1455 Lincoln Parkway, Suite 500 A2P0045B / Spain Tower 13:29:17 10/13/14 Atlanta, GA Client Designed by Phone: 770-379-8500 T-Mobile SAC FAX.• 770-379-8501 Tower Section Geometry cont'd Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt Elevation Type Size Grade Type Size Grade ft Tl 480.00-460.00 Solid Round 3/4 A572-50 Solid Round 7/8 A572-50 (50 ksi) (50 ksi) T2 460.00-440.00 Solid Round 3/4 A572-50 Solid Round 7/8 A572-50 (50 ksi) (50 ksi) T3 440.00-420.00 Solid Round 3/4 A572-50 Solid Round 7/8 A572-50 (50 ksi) (50 ksi) T4 420.00-400.00 Solid Round 3/4 A572-50 Solid Round 7/8 A572-50 (50 ksi) (50 ksi) T5 400.00-380.00 Solid Round 1 A572-50 Solid Round 1 A572-50 (50 ksi) (50 ksi) T6 380.00-360.00 Solid Round 1 A572-50 Solid Round 1 A572-50 (50 ksi) (50 ksi) T7-T10 Solid Round 1 A572-50 Solid Round 1 A572-50 360.00-280.00 (50 ksi)' (50 ksi) Tl 1-T14 Solid Round 1 A572-50 Solid Round 1 A572-50 280.00-200.00 (50 ksi) (50 ksi) T15 Solid Round 1 A572-50 Solid Round A572-50 200.00-192.50 (50 ksi) (50 ksi) T16 Solid Round A572-50 Solid Round 1 A572-50 192.50-180.00 (50 ksi) (50 ksi) T17 Solid Round 1 A572-50 Solid Round 1 A572-50 180.00-160.00 (50 ksi) (50 ksi) T18-T24 Solid Round 1 A572-50 Solid Round 1 A572-50 160.00-20.00 (50 ksi) (50 ksi) T25 20.00-4.67 Solid Round 1 A572-50 Solid Round 1 A572-50 (50 ksi) (50 ksi) T26 4.67-0.00 Solid Round 1 A572-50 Solid Round 1 A572-50 (50 ksi) (50 ksi) Tower Section Geometry cont'd Tower No. Mid Girt Mid Girt Mid Girt Horizontal Horizontal Horizontal Elevation of Type Size Grade Type Size Grade Mid ft Girts Tl 480.00-460.00 1 Solid Round 3/4 A572-50 Solid Round A572-50 (50 ksi) (50 ksi) T2 460.00-440.00 1 Solid Round 3/4 A572-50 Solid Round A572-50 (50 ksi) (50 ksi) T3 440.00-420.00 1 Solid Round 3/4 A572-50 Solid Round A572-50 (50 ksi) (50 ksi) T4 420.00-400.00 1 Solid Round 3/4 A572-50 Solid Round A572-50 (50 ksi) (50 ksi) T5 400.00-380.00 1 Solid Round 1 A572-50 Solid Round A572-50 (50 ksi) (50 ksi) T6 380.00-360.00 1 Solid Round 1 A572-50 Solid Round A572-50 (50 ksi) (50 ksi) T7-T10 1 Solid Round 1 A572-50 Solid Round A572-50 360.00-280.00 (50 ksi) (50 ksi) T16 None Solid Round A36 Solid Round 3/4 A572-50 192.50-180.00 (36 ksi) (50 ksi) WxTawe Job TMB-003 / 7140041 Page 6 of 17 Morrison Hershfield Project Date 1455 Lincoln Parkway, Suite 500 A2P0045B / Spain Tower 13:29:17 10/13/14 Atlanta, GA Client Designed by Phone: 770-379-8500 T-Mobile SAC FAX.• 770-379-8501 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 T2 460.00-440.00 Solid Round 3/4 T15 Solid Round 3/4 A572-50 Solid Round A36 (50 ksi) (36 ksi) A572-50 Solid Round A36 200.00-192.50 (50 ksi) (36 ksi) Tower Section Geometry cont'd Tower Elevation ft Leg Connection Type Leg Bolt Size No. Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. in in in in in in in T1 Sleeve DS 0.6250 5 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 480.00-460.00 A325X A325N A325N A325N A325N A325N A325N T2 Sleeve DS 0.6250 5 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 460.00-440.00 A325X A325N A325N A325N A325N A325N A325N T3 Sleeve DS 0.6250 5 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 440.00-420.00 A325X A325N A325N A325N A325N A325N A325N T4 Sleeve DS 0.6250 5 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 420.00-400.00 A325X A325N A325N A325N A325N A325N A325N T5 Sleeve DS 0.6250 5 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 400.00-380.00 A325X A325N A325N A325N A325N A325N A325N T6 Sleeve DS 0.6250 5 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 380.00-360.00 A325X A325N A325N A325N A325N A325N A325N T7-T10 Sleeve DS 0.6250 5 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 360.00-280.00 A325X A325N A325N A325N A325N A325N A325N Tl 1-T14 Sleeve DS 0.6250 5 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 280.00-200.00 A325X A325N A325N A325N A325N A325N A325N T15 Sleeve DS 0.6250 5 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 200.00-192.50 A325N A325N A325N A325N A325N A325N A325N T16 Sleeve DS 0.6250 5 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 192.50-180.00 A325N A325N A325N A325N A325N A325N A325N T17 Sleeve DS 0.6250 5 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 180.00-160.00 A325N A325N A325N A325N A325N A325N A325N T18-T24 Sleeve DS 0.6250 5 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 160.00-20.00 A325N A325N A325N A325N A325N A325N A325N T25 20.00-4.67 Sleeve DS 0.6250 5 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 A325N A325N A325N A325N A325N A325N A325N T26 4.67-0.00 Sleeve DS 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 A325N A325N A325N A325N A325N A325N A325N tnxTowe " Job TMB-003 / 7140041 Page7 of 17 Morrison Hershfield Project Date 1455 Lincoln Parkway, Suite 500 A2P0045B / Spain Tower 13:29:17 10/13/14 Client Designed by Atlanta, GA Phone: 770-379-8500 T-Mobile SAC FAX.- 770-379-8501 Guy Data Guy Guy Guy Initial % Guy Guy L. Anchor Anchor Anchor End Elevation Grade Size Tension Modulus Weight Radius Azimuth Elevation Fitting Adj. Efficiency ft K ksi plf ft (t o ft % 440.125 BS A 13/16 8.00 10% 24000 1.390 505.20 250.00 0.0000 0.00 100% B 13/16 8.00 10% 24000 1.390 505.20 250.00 0.0000 0.00 100% C 13/16 8.00 10% 24000 1.390 505.20 250.00 0.0000 0.00 100% 397.25 EHS A 11/16 5.00 10% 19000 1.000 467.75 250.00 0.0000 0.00 100% B 11/16 5.00 10% 19000 1.000 467.75 250.00 0.0000 0.00 100% C 11/16 5.00 10% 19000 1.000 467.75 250.00 0.0000 0.00 100% 339.667 BS A 11/16 5.80 10% 24000 0.990 420.05 250.00 0.0000 0.00 100% B 11/16 5.80 10% 24000 0.990 420.05 250.00 0.0000 0.00 100% C 11/16 5.80 10% 24000 0.990 420.05 250.00 0.0000 0.00 100% 279.667 BS A 3/4 6.80 10% 24000 1.180 373.29 250.00 0.0000 0.00 100% B 3/4 6.80 10% 24000 1.180 373.29 250.00 0.0000 0.00 100% C 3/4 6.80 10% 24000 1.180 373.29 250.00 0.0000 0.00 100% 220 BS A 11/16 7.54 13% 24000 0.990 330.93 250.00 0.0000 0.00 100% B 11/16 7.54 13% 24000 0.990 330.93 250.00 0.0000 0.00 100% C 11/16 7.54 13% 24000 0.990 330.93 250.00 0.0000 0.00 100% 179.667 BS A 13/16 5.60 7% 24000 1.390 305.85 250.00 0.0000 0.00 100% B 13/16 5.60 7% 24000 1.390 305.85 250.00 0.0000 0.00 100% C 13/16 5.60 7% 24000 1.390 305.85 250.00 0.0000 0.00 100% 137.333 BS A 13/16 5.60 7% 24000 1.390 283.09 250.00 0.0000 0.00 100% B 13/16 5.60 7% 24000 1.390 283.09 250.00 0.0000 0.00 100% C 13/16 5.60 7% 24000 1.390 283.09 250.00 0.0000 0.00 100% 70.3333 BS A 13/16 8.00 10% 24000 1.390 257.28 250.00 0.0000 0.00 100% B 13/16 8.00 10% 24000 1.390 257.28 250.00 0.0000 0.00 100% C 13/16 8.00 10% 24000 1.390 257.28 250.00 0.0000 0.00 100% Guy Data cont'd Guy Mount Torque -Arm Torque -Arm Torque -Arm Torque -Arm Torque -Arm Torque -Arm Size Elevation Type Spread Leg Angle Style Grade Type ft ft o 440.125 Comer 397.25 Torque Arm 8.00 30.0000 Wing A36 Solid Round 2 1/4 (36 ksi) 339.667 Comer 279.667 Comer 220 Corner 179.667 Comer 137.333 Comer 70.3333 Corner Guy Data cont'd Guy Diagonal Diagonal Upper Diagonal Lower Diagonal Is Pull -Off Pull -Off Type Pull -Off Size Elevation Grade - Type Size Size Strap. Grade ft 440.13 A572-50 Solid Round Yes A36 Solid Round 1 1/4 (50 ksi) (36 ksi) 397.25 A572-50 Solid Round Yes A36 Solid Round 1 1/4 (50 ksi) (36 ksi) 339.67 A572-50 Solid Round Yes A36 Solid Round 1 1/4 (50 ksi) (36 ksi) 279.67 A572-50 Solid Round Yes A36 Solid Round 1 1/4 tnxT wer Job Page8 TMB-003 / 7140041 of 17 Morrison Hershfield Project Date 1455 Lincoln Parkway, Suite 500 A2P0045B / Spain Tower 13:29:17 10/1.3/14 Atlanta, GA Client Designed by Phone: 770-379-8500 T-Mobile SAC FAX.- 770-379-8501 Guy Diagonal Diagonal Upper Diagonal Lower Diagonal Is Pull -Off Pull -Off Type Pull -Off Size Elevation Grade Type Size Size Strap. Grade (50 ksi) (36 ksi) 220.00 A572-50 Solid Round Yes A36 Solid Round 1 1/4 (50 ksi) (36 ksi) 179.67 A572-50 Solid Round Yes A36 Solid Round 1 1/4 (50 ksi) (36 ksi) 137.33 A572-50 Solid Round Yes A36 Solid Round 1 1/4 (50 ksi) (36 ksi) 70.33 A572-50 Solid Round Yes A36 Solid Round 1 1/4 (50 ksi) (36 ksi) Guy -Tensioning Information Temperature At Time OjTensioning OF 20F 40F 60F 80F 100F 120F Guy H V Initial Intercept Initial Intercept Initial Intercept Initial Intercept Initial Intercept Initial Intercept Initial Intercept Elevation Tension Tension Tension Tension Tension Tension Tension El-; Jt F K ft K ft K ft K Jt K Jt K Jt K Jt 440.125 A 248.85 440.13 8.786 19.52 8.521 20.11 8.259 20.73 8.000 21.38 7.745 22.06 7.493 22.77 7.246 23.52 B 248.85 440. 13 8.786 19.52 8.521 20.11 8.259 20.73 8.000 21.38 7.745 22.06 7.493 22.77 7.246 23.52 C 248.85 440.13 8.786 19.52 8.521 20.11 8.259 20.73 8.000 21.38 7.745 22.06 7.493 22.77 7.246 23.52 397.25 A 247.72 397.25 5.504 19.20 5.334 19.79 5.166 20.42 5.000 21.07 4.837 21.75 4.677 22.47 4.520 23.22 B 247.72 397.25 5.504 19.20 5.334 19.79 5.166 20.42 5.000 21.07 4.837 21.75 4.677 22.47 4.520 23.22 C 247.72 397.25 5.504 19.20 5.334 19.79 5.166 20.42 5.000 21.07 4.837 21.75 4.677 22.47 4.520 23.22 339.667 A 247.69 339.67 6.616 12.88 6.340 13.43 6.068 14.02 5.800 14.65 5.537 15.33 5.280 16.05 5.029 16.83 B 247.69 339.67 6.616 12.88 6.340 13.43 6.068 14.02 5.800 14.65 5.537 15.33 5.280 16.05 5.029 16.83 C 247.69 339.67 6.616 12.88 6.340 13.43 6.068 14.02 5.800 14.65 5.537 15.33 5.280 16.05 5.029 16.83 279.667 A 247.69 279.67 8.028 10.04 7.611 10.58 7.201 11_17 6.800 11.82 6.409 12.52 6.029 13.29 5.663 14.13 B 247.69 279.67 8.028 10.04 7.611 10.58 7.201 11.17 6.800 11.82 6.409 12.52 6.029 13.29 5.663 14.13 C 247.69 279.67 8.028 10.04 7.611 10.58 7.201 11.17 6.800 11.82 6.409 12.52 6.029 13.29 5.663 14.13 220 A 247.69 220.00 8.943 5.99 8.470 6.32 8.004 6.69 7.540, 7.10 7.083 7.55 6.632 8.05 6.191 8.62 B 247.69 220.00 8.943 5.99 8.470 6.32 8.004 6.69 7.540 7.10 7.083 7.55 6.632 8.05 6.191 8.62 C 247.69 220.00 8.943 5.99 8.470 6.32 8.004 6.69 7.540 7.10 7.083 7.55 6.632 8.05 6.191 8.62 179.667 A 247.69 179.67 7.422 8.62 6.774 9.43 6.164 10.34 5.600 11.37 5.067 12.54 4.614 13.74 4.214 15.01 B 247.69 179.67 7.422 8.62 6.774 9.43 6.164 10.34 5.600 11.37 5.067 12.54 4.614 13.74 4.214 15.01 C 247.69 179.67 7.422 8.62 6.774 9.43 6.164 10.34 5.600 11.37 5.067 12.54 4.614 13.74 4.214 15.01 137.333 A 247.69 137.33 7.752 7.10 6.981 7.87 6.260 8.77 5.600 9.79 5.009 10.92 4.468 12.22 4.035 13.51 B 247.69 137.33 7.752 7.10 6.981 7.87 6.260 8.77 5.600 9.79 5.009 10.92 4.468 12.22 4.035 13.51 C 247.69 137.33 7.752 7.10 6.981 7.87 6.260 8.77 5.600 9.79 5.009 10.92 4.468 12.22 4.035 13.51 70.3333 A 247.69 70.33 11.088 4.13 10.027 4.57 8.994 5.09 8.000 5.72 7.060 6.48 6.192 7.38 5.416 8.43 B 247.69 70.33 11.088 4.13 10.027 4.57 8.994 5.09 8.000 5.72 7.060 6.48 6.192 7.38 5.416 8.43 C 247.69 70.33 11.088 4.13 10.027 4.57 8.994 5.09 8.000 5.72 7.060 6.48 6.192 7.38 5.416 8.43 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face Allow Component Placement Face Lateral # # Clear Width or Perimeter Weight or Shield 7�pe Offset Offset Per Spacing Diameter Leg ft in (Frac 1799 Row in in in plf 1-5/8" A No Ar (CaAa) 226.00 - 4.00 0.0000 0.4 12 2 0.7500 1.9800 1.04 7/8" A No Ar (CaAa) 442.00 - 0.00 0.0000 0.33 1 1 0.7500 1.1100 0.54 7/8" A No Ar (CaAa) 441.50 - 0.00 0.0000 0.3 1 1 0.7500 1.1100 0.54 1-5/8" A No Ar (CaAa) 410.00 - 4.00 0.0000 0.27 1 1 0.7500 1.9800 1.04 7/8" A No Ar (CaAa) 373.00 - 0.00 0.0000 0.24 1 1 0.7500 1.1100 0.54 1-5/8" B No Ar (CaAa) 206.50 - 4.00 0.0000 0.4 12 2 0.7500 1.9800 1.04 1.535" B No Ar (CaAa) 206.50 - 0.00 0.0000 0.48 1 1 0.5000 1.9800 1.04 7/8" B No Ar (CaAa) 370.50 - 0.00 0.0000 0.33 1 1 0.7500 1.1100 0.54 7/8" B No Ar (CaAa) 356.00 - 0.00 0.0000 0.3 1 1 0.7500 1.1100 0.54 1/4" B No Ar (CaAa) 104.00 - 0.00 0.0000 0 1 1 0.2600 0.2600 0.11 1/2" B No Ar (CaAa) 97.50 - 0.00 0.0000 0.03 1 1 0.5800 0.5800 0.25 3/8" B No Ar (CaAa) 116.50 - 0.00 0.0000 0.16 1 1 0.4400 0.4400 0.08 1/2" B No Ar (CaAa) 287.50 - 0.00 0.0000 0.25 1 1 0.5800 0.5800 0.25 1-5/8" C No Ar (CaAa) 195.00 - 4.00 0.0000 0.25 18 6 0.7500 1.9800 1.04 t'nxToPWL'N Job TMB-003 / 7140041 Page9 of 17 Morrison Hershfield Project Date 1455 Lincoln Parkway, Suite 500 A2P0045B / Spain Tower 13:29:17 10/13/14 Atlanta, GA Client Designed by Phone: 770-379-8500 T-Mobile SAC FAX.• 770-379-8501 Description Face Allow Component Placement Face Lateral # # Clear Width or Perimeter Weight or Shield Type Offset Offset Per Spacing Diameter Leg ft in (Frac FW) Row in in in plf 7/8" C No Ar (CaAa) 195.00 - 0.00 0.0000 0.07 2 1 0.5000 1.1100 0.54 3/8" C No Ar (CaAa) 195.00 - 0.00 0.0000 0.04 2 1 0.4400 0.4400 0.08 39 mm C No Ar (CaAa) 172.00 - 4.00 3.0000 0.45 3 1 0.7500 1.9800 1.04 1-5/8" C No At (CaAa) 350.00 - 4.00 3.0000 0.5 1 1 0.7500 1.9800 1.04 1-5/8" C No Ar (CaAa) 317.00 - 4.00 5.0000 0.5 1 1 0.7500 1.9800 1.04 Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft 0 ft f ft, K ft ft Flash Beacon Lighting C None 0.0000 480.00 No Ice 2.70 2.70 0.05 Flash Beacon Lighting C None 0.0000 242.00 No Ice 2.70 2.70 0.05 DB224-E C From Leg 2.00 0.0000 442.00 No Ice 3.15 3.15 0.03 0.00 0.00 2' Standoff Mount C From Leg 1.00 0.0000 442.00 No Ice 0.94 1.41 0.03 0.00 0.00 10' Dipole A From Leg 1.00 0.0000 441.50 No Ice 2.00 2.00 0.02 0.00 0.00 1' Standoff Mount A From Leg 0.50 0.0000 441.50 No Ice 0.36 0.36 0.03 0.00 0.00 10' Dipole C From Leg 1.00 0.0000 422.50 No Ice 2.00 2.00 0.02 0.00 0.00 1' Standoff Mount C From Leg 0.50 0.0000 422.50 No Ice 0.36 0.36 0.03 0.00 0.00 10' Whip B From Leg 5.00 0.0000 410.00 No Ice 3.00 3.00 0.03 0.00 0.00 5' Standoff Mount B From Leg 2.50 0.0000 410.00 No Ice 2.24 5.32 0.12 0.00 0.00 10' Dipole A From Leg 1.00 0.0000 406.00 No Ice 2.00 2.00 0.02 0.00 0.00 1' Standoff Mount A From Leg 0.50 0.0000 406.00 No Ice 0.36 0.36 0.03 0.00 0.00 18' Dipole B From Leg 2.00 0.0000 373.00 No Ice 4.00 4.00 0.05 0.00 0.00 2' Standoff Mount B From Leg 1.00 0.0000 373.00 No Ice 0.94 1.41 0.03 0.00 0.00 20' Dipole C From Leg 2.00 0.0000 370.50 No Ice 4.00 4.00 0.05 0.00 0.00 2' Standoff Mount C From Leg 1.00 0.0000 370.50 No Ice 0.94 1.41 0.03 0.00 tnxTI we Job TMB-003 / 7140041 Page 10 of 17 Morrison Hershfield Project Date 1455 Lincoln Parkway, Suite 500 A2P0045B / Spain Tower 13:29:17 10/13/14 Client Designed by Atlanta, GA Phone: 770-379-8500 T-Mobile SAC FAX.- 770-379-8501 Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment o Placement ft CAA,, Front ft, CAAA Side ft, Weight K 0.00 4' Whip C From Leg 5.00 0.0000 356.00 No Ice 0.60 0.60 0.01 0.00 0.00 5' Standoff Mount C From Leg 2.50 0.0000 356.00 No Ice 2.24 5.32 0.12 0.00 0.00 12' Whip A From Leg 1.00 0.0000 350.00 No Ice 3.60 3.60 0.04 0.00 0.00 1' Standoff Mount A From Leg 0.50 0.0000 350.00 No Ice 0.36 0.36 0.03 0.00 0.00 12' Whip A From Leg 1.00 0.0000 337.00 No Ice 3.60 3.60 0.04 0.00 0.00 1' Standoff Mount A From Leg 0.50 0.0000 337.00 No Ice 0.36 0.36 0.03 0.00 0.00 R55247 B From Leg 2.00 0.0000 317.00 No Ice 16.88 16.88 0.20 0.00 0.00 2' Standoff Mount B From Leg 1.00 0.0000 317.00 No Ice 0.94 1.41 0.03 0.00 0.00 Yagi Antenna (6') B From Leg 1.00 0.0000 287.50 No Ice 1.80 1.80 0.01 0.00 0.00 Sector Mount A From Leg 1.50 0.0000 226.00 No Ice 16.28 10.62 0.47 0.00 0.00 Sector Mount B From Leg 1.50 0.0000 226.00 No Ice 16.28 10.62 0.47 0.00 0.00 Sector Mount C From Leg 1.50 0.0000 226.00 No Ice 16.28 10.62 0.47 0.00 0.00 (2) AP17-1900/090D w/ A From Leg 3.00 0.0000 226.00 No Ice 4.36 3.51 0.03 Mount Pipe 0.00 0.00 (2) AP17-1900/090D w/ B From Leg 3.00 0.0000 226.00 No Ice 4.36 3.51 0.03 Mount Pipe 0.00 0.00 (2) AP17-1900/090D w/ C From Leg 3.00 0.0000 226.00 No Ice 4.36 3.51 0.03 Mount Pipe 0.00 0.00 X7-665 w/ pipe mount A From Leg 3.00 0.0000 226.00 No Ice 8.75 6.77 0.07 0.00 0.00 X7-665 w/ pipe mount B From Leg 3.00 0.0000 226.00 No Ice 8.75 6.77 0.07 0.00 0.00 X7-665 w/ pipe mount C From Leg 3.00 0.0000 226.00 No Ice 8.75 6.77 0.07 0.00 0.00 t,nI XI 'bWG' Job TMB-003 / 7140041 Page 11 of 17 Morrison Hershfield Project Date 1455Lincoln Parkway, 'Suite 500 A2P0045B / Spain Tower 13:29:17 10/13/14 Atlanta, GA Client Designed by Phone: 770-379-8500 T-Mobile SAC FAX.- 770-379-8501 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft o ft fig ft-' K ft ft Sector Mount A From Leg 2.00 0.0000 206.50 No Ice 16.28 10.62 0.47 0.00 0.00 Sector Mount B From Leg 2.00 0.0000 206.50 No Ice 16.28 10.62 0.47 0.00 0.00 Sector Mount C From Leg 2.00 0.0000 206.50 No Ice 16.28 10.62 0.47 0.00 0.00 (2) A From Leg 4.00 0.0000 206.50 No Ice 10.17 5.15 0.09 APXI7DWV-17DWVS-A20 0.00 w/ pipe mount 0.00 (2) B From Leg 4.00 0.0000 206.50 No Ice 10.17 5.15 0.09 APXI7DWV-17DWVS-A20 0.00 w/ pipe mount 0.00 (2) C From Leg 4.00 0.0000 206.50 No Ice 10.17 5.15 0.09 APXI7DWV-17DWVS-A20 0.00 w/ pipe mount 0.00 FRIG A From Leg 3.75 0.0000 206.50 No Ice 2.92 1.10 0.06 0.00 0.00 FRIG B From Leg 3.75 0.0000 206.50 No Ice 2.92 1.10 0.06 0.00 0.00 FRIG C From Leg 3.75 0.0000 206.50 No Ice 2.92 1.10 0.06 0.00 0.00 COVP C From Leg 3.75 0.0000 206.50 No Ice 1.22 0.68 0.01 0.00 0.00 (2) 800-10122 w/ pipe mount A From Leg 4.00 0.0000 195.00 No Ice 8.02 6.82 0.10 0.00 0.00 (2) 800-10122 w/ pipe mount B From Leg 4.00 0.0000 195.00 No Ice 8.02 6.82 0.10 0.00 0.00 (2) 800-10122 w/ pipe mount C From Leg 4.00 0.0000 195.00 No Ice 8.02 6.82 0.10 0.00 0.00 800-10764 w/ pipe mount A From Leg 4.00 0.0000 195.00 No Ice 6.43 4.58 0.06 0.00 0.00 800-10764 w/ pipe mount B From Leg 4.00 0.0000 195.00 No Ice 6.43 4.58 0.06 0.00 0.00 800-10764 w/ pipe mount C From Leg 4.00 0.0000 195.00 No Ice 6.43 4.58 0.06 0.00 0.00 (4) 860-10025 A From Leg 3.75 0.0000 195.00 No Ice 0.16 0.14 0.00 0.00 0.00 (4) 860-10025 B From Leg 3.75 0.0000 195.00 No Ice 0.16 0.14 0.00 0.00 0.00 (4) 860-10025 C From Leg 3.75 0.0000 195.00 No Ice 0.16 0.14 0.00 0.00 tnx `U -,e; ` Job TMB-003 / 7140041 Page 12 of 17 Morrison Hershfield Project Date 1455 Lincoln Parkway, Suite 500 A2P0045B / Spain Tower 13:29:17 10/13/14 Atlanta, GA Client Designed by Phone: 770-379-8500 T-Mobile SAC FAX.- 770-379-8501 Description Face or Leg Offset 7, pe Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment o Placement ft CAAA Front ft, CAAA Side ft, Weight K 0.00 (2) ATM19801712-0 A From Leg 3.75 0.0000 195.00 No Ice 1.12 0.58 0.02 0.00 0.00 (2) ATM19801712-0 B From Leg 3.75 0.0000 195.00 No Ice 1.12 . 0.58 0.02 0.00 0.00 (2) ATM19801712-0 C From Leg 3.75 0.0000 195.00 No Ice 1.12 0.58 0.02 0.00 0.00 (2) FDGW5504/3C-3 A From Leg 3.75 0.0000 195.00 No Ice U2 0.21 0.01 0.00 0.00 (2) FDGW5504/3C-3 B From Leg 3.75 0.0000 195.00 No Ice 0.52 0.21 0.01 0.00 0.00 (2) FDGW5504/3C-3 C From Leg 3.75 0.0000 195.00 No Ice 0.52 0.21 0.01 0.00 0.00 (2) RRUS-I 1 A From Leg 3.75 0.0000 195.00 No Ice 2.94 1.25 0.06 0.00 0.00 (2) RRUS-I I B From Leg 3.75 0.0000 195.00 No Ice 2.94 1.25 0.06 0.00 0.00 (2) RRUS-I 1 C From Leg 3.75 0.0000 195.00 No Ice 2.94 1.25 0.06 0.00 0.00 DC6-48-60-18-8F C From Leg 1.00 0.0000 195.00 No Ice 1.60 1.60 0.03 0.00 0.00 Sector Mount A From Leg 2.00 0.0000 195.00 No Ice 16.28 10.62 0.47 0.00 0.00 Sector Mount B From Leg 2.00 0.0000 195.00 No Ice 16.28 10.62 0.47 0.00 0.00 Sector Mount C From Leg 2.00 0.0000 195.00 No Ice 16.28 10.62 0.47 0.00 rrrr**� 0.00 Sector Mount A From Leg 2.00 0.0000 172.50 No Ice 16.28 10.62 0.47 0.00 0.00 Sector Mount B From Leg 2.00 0.0000 172.50 No Ice 16.28 10.62 0.47 0.00 0.00 Sector Mount C From Leg 2.00 0.0000 172.50 No Ice 16.28 10.62 0.47 0.00 0.00 (3) APXV9ERRI8-C w/ pipe A From Leg 4.00 0.0000 172.50 No Ice 8.50 7.50 0.10 mount 0.00 0.00 (3) APXV9ERRI8-C w/ pipe B From Leg 4.00 0.0000 172.50 No Ice 8.50 7.50 0.10 mount 0.00 0.00 (3) APXV9ERRI8-C w/ pipe C From Leg 4.00 0.0000 172.50 No Ice 8.50 7.50 0.10 tnxTowe Job Page TMB-003 / 7140041 13 of 17 Morrison Hershfield Project Date 1455 Lincoln Parkway, suite 500 A2P0045B / Spain Tower 13:29:17 10/13/14 Atlanta, GA Client Designed by Phone: 770-379-8500 T-Mobile SAC FAX 770-379-8501 Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment o Placement ft CAAA Front ft, CAAA Side fry Weight K mount 0.00 0.00 (4) ACU-A20-N A From Leg 3.75 0.0000 172.50 No Ice 0.14 0.08 0.00 0.00 0.00 (4) ACU-A20-N B From Leg 3.75 0.0000 172.50 No Ice 0.14 0.08 0.00 0.00 0.00 (4) ACU-A20-N C From Leg 3.75 0.0000 172.50 No Ice 0.14 0.08 0.00 0.00 0.00 (4) RRUS-I I A From Leg 3.75 0.0000 172.50 No Ice 2.94 1.25 0.06 0.00 0.00 (4) RRUS-II B From Leg 3.75 0.0000 172.50 No Ice 2.94 1.25 0.06 0.00 0.00 (4) RRUS-11 C From Leg 3.75 0.0000 172.50 No Ice 2.94 1.25 0.06 0.00 0.00 RRUS A2 Module A From Leg 3.75 0.0000 172.50 No Ice 1.87 0.42 0.02 0.00 0.00 RRUS A2 Module B From Leg 3.75 0.0000 172.50 No Ice 1.87 0.42 0.02 0.00 0.00 RRUS A2 Module C From Leg 3.75 0.0000 172.50 No Ice 1.87 0.42 0.02 0.00 0.00 800 ESMR A From Leg 3.75 0.0000 172.50 No Ice 0.49 0.20 0.01 0.00 0.00 800 ESMR B From Leg 3.75 0.0000 172.50 No Ice 0.49 0.20 0.01 0.00 0.00 800 ESMR C From Leg 3.75 0.0000 172.50 No Ice 0.49 0.20 0.01 0.00 0.00 IBC 1900HG-1 A From Leg 3.75 0.0000 172.50 No Ice 1.38 0.41 0.02 0.00 0.00 IBC1900HG-1 B From Leg 3.75 0.0000 172.50 No Ice 1.38 0.41 0.02 0.00 0.00 IBC1900HG-1 C From Leg 3.75 0.0000 172.50 No Ice 1.38 0.41 0.02 0.00 0.00 Yagi Antenna (3') C From Leg 1.50 0.0000 116.50 No Ice 1.14 1.14 0.01 0.00 0.00 2' Standoff Mount C From Leg 0.75 0.0000 116.50 No Ice 0.94 1.41 0.03 0.00 0.00 DBXNH-6565B-A2M w/ A From Leg 4.00 0.0000 210.00 No Ice 8.63 7.07 0.07 pipe mount 0.00 tnxT ow,e-r Job Page TMB-003 / 7140041 14 of 17 Morrison Hershfield Project Date 1455 Lincoln Parkway, Suite 500 A2P0045B / Spain Tower 13:29:17 10/13/14 Atlanta, GA Client Designed by Phone: 770-379-8500 T-Mobile SAC FAX.- 770-379-8501 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft o ft ft' ft, K ft ft 0.00 DBXNH-6565B-A2M w/ B From Leg 4.00 0.0000 210.00 No Ice 8.63 7.07 0.07 pipe mount 0.00 0.00 DBXNH-6565B-A2M w/ C From Leg 4.00 0.0000 210.00 No Ice 8.63 7.07 0.07 pipe mount 0.00 0.00 3C-TMAT1321B78-21A A From Leg 3.75 0.0000 210.00 No Ice 0.74 0.29 0.01 TMA 0.00 0.00 3C-TMAT1321B78-21A B From Leg 3.75 0.0000 210.00 No Ice 0.74 0.29 0.01 TMA 0.00 0.00 3C-TMAT1321B78-21A C From Leg 3.75 0.0000 210.00 No Ice 0.74 0.29 0.01 TMA 0.00 0.00 FXFC A From Leg 3.75 0.0000 210.00 No Ice 4.17 1.70 0.07 0.00 0.00 FXFC B From Leg 3.75 0.0000 210.00 No Ice 4.17 1.70 0.07 0.00 0.00 FXFC C From Leg 3.75 0.0000 210.00 No Ice 4.17 1.70 0.07 0.00 0.00 Dishes Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or 7}pe Type Horz Adjustment Beam Diameter Area Leg Lateral Width Vert ft o o ft ft ft-, K 6' Grid Dish B Grid From 1.00 0.0000 104.50 6.00 No Ice 14.17 0.10 Leg 0.00 0.00 6' Grid Dish B Grid From 1.00 0.0000 97.50 6.00 No Ice 14.17 0.10 Leg 0.00 0.00 Section Capacity Table Section Elevation Component Size %Capacity Pass No. .ft Type Fail TI 480 - 460 Leg l 1/2 20.5 Pass T2 460 - 440 Leg 2 30.9 Pass T3 440 - 420 Leg 2 27.8 Pass T4 420 - 400 Leg 2 1/2 19.5 Pass T5 400 - 380 Leg 2 1/4 35.2 Pass T6 380 - 360 Leg 2 48.0 Pass T7 360 - 340 Leg 2 44.1 Pass T8 340 - 320 Leg 2 48.1 Pass tnxT Tower' Job Page15 TMB-003 / 7140041 of 17 Morrison Hershfield Project Date 1455 Lincoln Parkway, Suite 500 A2P0045B / Spain Tower 13:29:17 10/13/14 Atlanta, GA Client Designed by Phone: 770-379-8500 T-Mobile SAC FAX.• 770-379-8501 Section Elevation Component Size %Capacity Pass No. .ft Type Fail T9 320 - 300 Leg 2 50.1 Pass T10 300 - 280 Leg 2 74.1 Pass Tl l 280 - 260 Leg 2 1/4 59.1 Pass T12 260 - 240 Leg 2 1/4 54.1 Pass T13 240 - 220 Leg 2 1/4 56.1 Pass T14 220 - 200 Leg 2 1/4 85.0 Pass T15 200 - 192.5 Leg 2 1/4 71.4 Pass T16 192.5 - 180 Leg 2 1/4 76.7 Pass T17 180 - 160 Leg 2 1/2 59.9 Pass T18 160 - 140 Leg 2 1/2 63.3 Pass T19 140 - 120 Leg 2 1/2 71.0 Pass T20 120 - 100 Leg 2 1/2 65.1 Pass T21 100 - 80 Leg 2 1/2 64.9 Pass T22 80 - 60 Leg 2 1/2 72.7 Pass T23 60 - 40 Leg 2 1/2 73.3 Pass T24 40 - 20 Leg 2 1/2 76.1 Pass T25 20 - 4.67 Leg 2 1/2 74.0 Pass T26 4.67 - 0 Leg 2 1/2 66.2 Pass Tl 480 - 460 Diagonal 1/2 12.3 Pass T2 460 - 440 Diagonal 5/8 22.8 Pass T3 440-420 Diagonal 9/16 23.6 Pass T4 420 - 400 Diagonal 3/4 14.7 Pass T5 400 - 380 Diagonal 7/8 27.3 Pass T6 380 - 360 Diagonal 3/4 13.7 Pass T7 360 - 340 Diagonal 3/4 34.3 Pass T8 340 - 320 Diagonal 3/4 14.4 Pass T9 320 - 300 Diagonal 3/4 31.3 Pass T10 300 - 280 Diagonal 3/4 44.7 Pass Tl 1 280 - 260 Diagonal 3/4 32.3 Pass T12 260 - 240 Diagonal 3/4 27.9 Pass T13 240 - 220 Diagonal 3/4 33.0 Pass T14 220 - 200 Diagonal 3/4 60.7 Pass T15 200 - 192.5 Diagonal 3/4 66.1 Pass T16 192.5- 180 Diagonal 3/4 104.2 Acceptable T17 180 - 160 Diagonal 3/4 46.6 Pass T18 160 - 140 Diagonal 3/4 81.4 Pass T19 140 - 120 Diagonal 3/4 90.5 Pass T20 120 - 100 Diagonal 3/4 47.1 Pass T21 100 - 80 Diagonal 3/4 61.2 Pass T22 80 - 60 Diagonal 3/4 64.9 Pass T23 60 - 40 Diagonal 3/4 61.5 Pass T24 40 - 20 Diagonal 3/4 26.8 Pass T25 20 - 4.67 Diagonal 3/4 50.6 Pass T26 4.67 - 0 Diagonal 3/4 26.7 Pass T16 192.5 - 180 Horizontal 3/4 16.4 Pass T2 460 - 440 Secondary Horizontal 3/4 8.5 Pass T15 200 - 192.5 Secondary Horizontal 3/4 62.4 Pass Tl 480 - 460 Top Girt 3/4 0.4 Pass T2 460 - 440 Top Girt 3/4 0.7 Pass T3 440 - 420 Top Girt 3/4 3.5 Pass T4 420 - 400 Top Girt 3/4 0.9 Pass T5 400 - 380 Top Girt 1 7.4 Pass T6 380 - 360 Top Girt 1 2.8 Pass T7 360 - 340 Top Girt 1 3.0 Pass T8 340 - 320 Top Girt 1 8.8 Pass T9 320 - 300 Top Girt 1 0.6 Pass T 10 300 - 280 Top Girt 1 8.5 Pass T l l 280 - 260 Top Girt 1 12.2 Pass T12 260 - 240 Top Girt 1 1.7 Pass T13 240 - 220 Top Girt 1 1.0 Pass T14 220 - 200 Top Girt 1 3.5 Pass tn�Te'we' Job TMB-003 / 7140041 Page 16 of 17 Morrison Hershfield Project Date 1455 Lincoln Parkway, Suite 500 A2P0045B / Spain Tower 13:29:17 10/13/14 Atlanta, GA Client Designed by Phone: 770-379-8500 T-Mobile SAC FAX.- 770-379-8501 Section Elevation Component Size %Capacity Pass No. ft Type Fail T15 200 - 192.5 Top Girt 1 5.1 Pass T17 180 - 160 Top Girt 1 20.7 Pass T18 160 - 140 Top Girt 1 6.4 Pass T19 140 - 120 Top Girt 1 10.0 Pass T20 120 - 100 Top Girt 1 7.0 Pass T21 100 - 80 Top Girt 1 2.5 Pass T22 80 - 60 Top Girt 1 11.0 Pass T23 60 - 40 Top Girt 1 12.3 Pass T24 40 - 20 Top Girt 1 2.5 Pass T25 20 - 4.67 Top Girt 1 4.0 Pass T26 4.67 - 0 Top Girt 1 78.7 Pass Tl 480 - 460 Bottom Girt 7/8 0.9 Pass T2 460 - 440 Bottom Girt 7/8 7.5 Pass T3 440 - 420 Bottom Girt 7/8 0.7 Pass T4 420 - 400 Bottom Girt 7/8 5.5 Pass T5 400 - 380 Bottom Girt 1 2.1 Pass T6 380 - 360 Bottom Girt 1 1.9 Pass T7 360 - 340 Bottom Girt 1 9.4 Pass T8 340 - 320 Bottom Girt 1 0.8 Pass T9 320 - 300 Bottom Girt 1 8.2 Pass T10 300 - 280 Bottom Girt 1 12.7 Pass Tl 1 280 - 260 Bottom Girt 1 2.0 Pass T12 260 - 240 Bottom Girt 1 1.6 Pass T 13 240 - 220 Bottom Girt 1 12.5 Pass T14 220 - 200 Bottom Girt 1 3.6 Pass T16 192.5 - 180 Bottom Girt 1 15.0 Pass T17 180 - 160 Bottom Girt 1 5.9 Pass T 18 160- 140 Bottom Girt 1 23.8 Pass T19 140 - 120 Bottom Girt 1 9.2 Pass T20 120 - 100 Bottom Girt 1 1.8 Pass T21 100 - 80 Bottom Girt 1 11.8 Pass T22 80 - 60 Bottom Girt 1 12.9 Pass T23 60 - 40 Bottom Girt 1 3.5 Pass T24 40 - 20 Bottom Girt 1 3.1 Pass T25 20 - 4.67 Bottom Girt 1 28.4 Pass T26 4.67 - 0 Bottom Girt 1 12.3 Pass Tl 480 - 460 Mid Girt 3/4 0.2 Pass T2 460 - 440 Mid Girt 3/4 1.8 Pass T3 440 - 420 Mid Girt 3/4 1.7 Pass T4 420 - 400 Mid Girt 3/4 1.8 Pass T5 400 - 380 Mid Girt 1 1.6 Pass T6 380 - 360 Mid Girt 1 1.2 Pass T7 360 - 340 Mid Girt 1 1.0 Pass T8 340 - 320 Mid Girt 1 1.5 Pass T9 320 - 300 Mid Girt 1 1.3 Pass T10 300 - 280 Mid Girt 1 1.6 Pass T2 460 - 440 Guy A@440.125 13/16 61.2 Pass T5 400 - 380 Guy A@397.25 11/16 62.3 Pass T8 340 - 320 Guy A@339.667 11/16 66.6 Pass T 11 280 - 260 Guy A@279.667 3/4 69.3 Pass T14 220 - 200 Guy A@220 11/16 86.0 Pass T17 180 - 160 Guy A@179.667 13/16 75.9 Pass T19 140-120 Guy A@137.333 13/16 68.4 Pass T22 80 - 60 Guy A@70.3333 13/16 58.0 Pass 72 460 - 440 Guy B@440.125 13/16 48.0 Pass T5 400 - 380 Guy B@397.25 11/16 51.8 Pass T8 340 - 320 Guy B@339.667 11/16 53.2 Pass Tl 1 280 - 260 Guy B@279.667 3/4 58.0 Pass T14 220 - 200 Guy B@220 11/16 73.7 Pass T17 180 - 160 Guy B@179.667 13/16 64.9 Pass T19 140 - 120 Guy B@137.333 13/16 60.4 Pass tnxTower, Job TMB-003 / 7140041 Page 17 of 17 Morrison Hershfield Project Date 1455Lincoln Parkway, Suite 500 A2P0045B / Spain Tower 13:29:17 10/13/14 Atlanta, GA Client Designed by Phone: 770-379-8500 T-Mobile SAC FAX.- 770-379-8501 Section Elevation Component Size %Capacity Pass No. it Type Fail T22 80 - 60 Guy B@70.3333 13/16 50.9 Pass T2 460 - 440 Guy C@440.125 13/16 57.1 Pass T5 400 - 380 Guy C@397.25 11/16 59.3 Pass T8 340 - 320 Guy C@339.667 11/16 63.3 Pass Tl 1 280 - 260 Guy C@279.667 3/4 68.4 Pass T14 220 - 200 Guy C@220 11/16 86.4 Pass T17 180 - 160 Guy C@179.667 13/16 76.5 Pass T19 140 - 120 Guy C@137.333 13/16 69.0 Pass T22 80 - 60 Guy C@70.3333 13/16 57.1 Pass T2 460 - 440 Top Guy Pull-Off@440.125 1 1/4 10.4 Pass T5 400 - 380 Top Guy Pull-Off@397.25 1 1/4 10.2 Pass T8 340 - 320 Top Guy Pull-Off@339.667 1 1/4 12.2 Pass Tl 1 280 - 260 Top Guy Pull-Off@279.667 1 1/4 17.0 Pass T14 220 - 200 Top Guy Pull-Off@220 1 1/4 17.4 Pass T17 180 - 160 Top Guy Pull-Off@179.667 1 1/4 28.7 Pass T19 140 - 120 Top Guy Pull-Off@137.333 1 1/4 33.1 Pass T22 80 - 60 Top Guy Pull-Off@70.3333 1 1/4 33.0 Pass T5 400 - 380 Torque Arm Top@397.25 2 1/4 12.0 Pass T5 400 - 380 Torque Arm Bottom@397.25 2 1/4 20.0 Pass Summary Leg (T14) 85.0 Pass Diagonal (T16) 104.2 Acceptable Horizontal (T16) 16.4 Pass Secondary Horizontal (T15) 62.4 Pass Top Girt (T26) 78.7 Pass Bottom Girt ('125) 28.4 Pass Mid Girt (T2) 1.8 Pass Guy A (T14) 86.0 Pass Guy B (T14) 73.7 Pass Guy C (T14) 86.4 Pass Top Guy Pull-Off(T19) 33.1 Pass Torque Arm Top (T5) 12.0 Pass Torque Arm Bottom (T5) 20.0 Pass Bolt Checks 5.1 Pass RATING = 104.2 Acceptable Feed Line Plan 20' Round Flat App In Face App Out Face 20' - in 02) 1-5/8" ,• ••••••a'h ••• N'b • ^4 •• Morrison Hershfield Corp 1455 Lincoln Pkwy, Suite 500 Atlanta, GA 30346 Consulting Engineers Phone: (770) 379-8500 FAX: 770 379-8501 lob: TMB-003 / 7140041 PfOfecl:A2P0045B/Spain Tower Client: T-Mobile Dawn bY: abarba App'd: Code: TIA-222-G Date: 07/29/14 I Scale: NTS Path: Dw9 No. E-7 MORRISON HERSHFIELO Project: TMB-003 / 7140041 Client Microwave Sery Co. Site Name: Microwave Sery Co. Site ID: A2P0045B Des. By: ABT Ck. By: LC Date: 10/13/2014 page: 1 OF 1 Pad & Pier Analysis Summary Base Reactions: TIA Revision: G Factored DL Axial, Pu: 358 kips Factored WL Shear, Vu: 4 kips Factored WL Moment Mu: 0 ft-kips Pad and Pier Data" Base PL Dist. Above Pier. 0 in Pier Dist. Above Grade: 18 in Pad Bearing Depth, D: 4.5 ft Pad Thickness, T. 2.5 ft Pad Width/Length, L: 9 ft Pier Cross Section Shape: Square Enter Pier Side Width: 3 ft Concrete Density: 150 pcf Pier Cross Section Area: 9.00 ft z Pier Height: 3.5 ft Soil (above pad) Height: 2 ft Soil Parameters: Unit Weight, y: 110 pcf Ultimate Bearing Capacity, qn: 12 ksf Strength Reduct. factor, tp: 0.6 Angle of Friction, 0: 30 degrees Undrained Shear Strength, Cu: 0 ksf Allowable Bearing: W *qn: 7.2 ksf Passive Pres. Coeff., Kp: 3.00 Bearing Results: Orthogonal Direction = Diagonal Direction = 73.4% 72.9% Pass Pass Overturning Stability Results: Moment Orthogonal = Moment Diagonal = 0.0% 0.0% Pass Pass MORRISON HERSHFIELD Caisson Analysis - TIA G Project Number TMB-003 Date 10/13/2014 Site Number 802105 Site Name Spain Tower Location Leg Caisson Above Grade: 0.833 ft Caisson Diameter: 4 ft Caisson Depth: 34.7 1 ft Depth to Water Table: 19.5 ft (200 if not applicable) Soil Profile: Ultimate Ultimate Ultimate Ultimate Tension Tension Side Compression Compression Layer Initial Depth Final Depth Skin Friction (psf) Shear Capacity Skin Friction Side Shear (Kips) (Psfl Capacity (Kips) 1 0 61 0 0.0 0 0.0 2 6 10 590 29.7 0 0.0 3 10 15 802 50.4 0 0.0 4 15 20 955 60.0 0 0.0 5 20 25 875 55.0 0 0.0 6 25 30 950 59.7 0 0.0 7 30 34.7 750 44.3 0 0.0 8 0 0 0 0.0 0 0.0 9 0 0 0 0.0 0 0.0 10 0 0 0 0.0 0 0.0 ill 0 0 01 0.01 01 0.0 Total Ultimate Tension Side Shear Capacity: 299.0 Kips Total Ultimate Compression Side Shear Capacity = 0.0 Kips Os = 0.75 Os Rs = 224.3 Kips Unfactored Weight of Concrete 54.3 Kips Tension OcWc (includes buoyancy) = 48.9 Kips Compression OcWc = 80.4 Kips TIA-G Tension Load = 156.0 Kips Tension Capacity= 57.1% OK TMB-003 Caisson Compression & Tension G (v 2.01) 10/13/2014 CAISSON Version 4.57 1:40:10 PM Monday, October 13, 2014 Morrison Hershfield Ltd. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ * PIER FOUNDATIONS ANALYSIS AND DESIGN - (C) 1995, POWER LINE SYSTEMS, INC.* +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ *** ANALYSIS IDENTIFICATION TMB-003 / 7140041 NOTES A2P0045B / Spain Tower *** PIER PROPERTIES CONCRETE STRENGTH (ksi) = 3.00 STEEL STRENGTH (ksi) = 60.00 DIAMETER (ft) = 4.000 DISTANCE FROM TOP OF PIER TO GROUND LEVEL (ft) = 0.83 *** SOIL PROPERTIES LAYER TYPE THICKNESS DEPTH AT TOP OF LAYER DENSITY CU KP PHI (ft) (ft) (pcf) (psf) (degrees) 1 C 2.00 0.00 105.0 0.0 2 S 5.00 2.00 105.0 3.000 30.00 3 S 12.50 7.00 110.0 3.124 31.00 4 S 10.00 19.50 105.0 3.000 30.00 5 S 5.00 29.50 110.0 3.124 31.00 *** DESIGN (FACTORED) LOADS AT TOP OF PIER MOMENT (ft-k) = 0.0 VERTICAL (k) = 0.0 SHEAR (k) = 177.0 ADDITIONAL SAFETY FACTOR AGAINST SOIL FAILURE = 3.15 *** CALCULATED PIER LENGTH (ft) = 34.500 *** CHECK OF SOILS PROPERTIES AND ULTIMATE RESISTING FORCES ALONG PIER TYPE TOP OF LAYER BELOW TOP OF PIER THICKNESS DENSITY CU KP FORCE ARM (ft) (ft) (pcf) (psf) (k) (ft) C 0.83 2.00 105.0 0.0 0.00 1.83 S 2.83 5.00 105.0 3.000 85.05 5.80 S 7.83 12.50 110.0 3.124 666.58 15.09 S 20.33 7.17 105.0 3.000 642.07 24.10 S 27.51 2.83 105.0 3.000 -306.53 28.94 S 30.33 4.17 110.0 3.124 -529.43 32.46 *** SHEAR AND MOMENTS ALONG PIER WITH THE ADDITIONAL SAFETY FACTOR DISTANCE BELOW TOP OF PIER (ft) SHEAR (k) MOMENT (ft-k) 0.00 557.7 33.2 3.45 552.4 1955.8 6.90 495.7 3776.7 10.35 390.3 5320.3 13.80 234.9 6412.8 17.25 30.4 6884.4 20.70 -222.0 6566.1 24.15 -511.4 5314.0 27.60 -826:2 2986.9 31.05 -443.4 779.0 34.50 0.0 0.0 *** TOTAL REINFORCEMENT PCT = 1.76 REINFORCEMENT AREA (in-2) = 31.85 *** USABLE AXIAL CAP. (k) = 0.0 USABLE MOMENT CAP. (ft-k) = 2186.3 *** US Standard Re -Bars (Select one of the following): 160 BARS #4 (AREA = 0.20 in^2 DIA = 0.500 in) AT SPACING (in) = 0.75 103 BARS #5 (AREA = 0.31 in^2 DIA = 0.625 in) AT SPACING (in) = 1.16 73 BARS #6 (AREA = 0.44 in^2 DIA = 0.750 in) AT SPACING (in) = 1.64 54 BARS #7 (AREA = 0.60 in^2 DIA = 0.875 in) AT SPACING (in) = 2.21 41 BARS #8 (AREA = 0.79 in^2 DIA = 1.000 in) AT SPACING (in) = 2.91 32 BARS #9 (AREA = 1.00 in^2 DIA = 1.128 in) AT SPACING (in) = 3.73 26 BARS #10 (AREA = 1.27 in^2 DIA = 1.270 in) AT SPACING (in) = 4.59 21 BARS #11 (AREA = 1.56 in^2 DIA = 1.410 in) AT SPACING (in) = 5.68 15 BARS 014 (AREA = 2.25 in^2 DIA = 1.693 in) AT SPACING (in) = 7.96 *** PRESSURE UNDER CAISSON DUE TO DESIGN AXIAL LOAD (psf) = 0.0 Morrison Hershfield Ltd. WITHOUT ADDITIONAL SAFETY FACTOR SHEAR (k) MOMENT (ft-k) 177.1 10.5 175.4 620.9 157.4 1199.0 123.9 1689.0 74.6 2035.8 9.6 2185.5 -70.5 2084.5 -162.3 1687.0 -262.3 948.2 -140.8 247.3 0.0 0.0 Page 1/1