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Home My WebLink AboutSTRUCTURAL ANALYSIS REPORTSeptember 28, 2015 Telecom RECEIVED OCT 022015 Mike Nisenbaum CALTROP Corporation T-Mobile USA 3400 Lakeside Drive, Suite 525 1300 Concord Terrace, Suite 200 Miramar, FL 33027 Sunrise, FL 33323 (954) 874-7870 SCANNED Subject: Rigorous Structural Analysis Report BY Carrier Designation: T- Mobile: A21`0305M (FL890 — Ankona) St. Lucie County CALTROP Project Number: 140-946.03 Site Information: 6375 S US Highway 1 Port Saint Lucie, Saint Lucie County, FL 34952 Latitud 27.3487751N, Longitude 80.326922°W 150' Monopole Tower Dear Mr. Nisenbaum: CALTROP Corporation (CALTROP) is pleased to submit this Rigorous Structural Analysis Report to determine if the subject tower is able to support certain proposed additional loads. It is our understanding that T-Mobile USA (T-Mobile) desires to install new telecommunication equipment on the subject tower. This analysis was based on the supporting information listed in Table 3.0. Our services were performed in accordance with the terms and conditions of the existing field services agreement between CALTROP and T-Mobile. This report summarizes the results of our findings. The purpose of this analysis is to determine the suitability of thE a o r to support the loading indicated in Table 2.2. This analysis hL)er)&ed ac rd wi the TIA-222-G standard, based upon a nominal 3-second gust refer 15 1 no ice. Based on our analysis, subject to the assumptions noted, it is our wer superstructure and the foundation system can adequately resist the proposed loading, subject to the assumptions noted, without modification. Tower: Pass at 100.3%, Foundation: Pass at 86.2% This report has been prepared for the purpose of providing a structural evaluation of the subject telecommunications tower for the loading conditions indicated. It is intended for the exclusive use of T- Mobile. The information, assumptions, and recommendations contained in this report should not be used by others for any purpose without express written authorization from CALTROP. We appreciate the opportunity to provide our professional services to you and look forward to continuin�quruelatjpflsh' . If we can be of any further assistance, please do not hesitate to call.++s�1, A ; p� �e, —Sincerely- CALTROP CORPORATION Ari*eji Staff Engineer Registered, Florida 1100018351 Michael A. Phillips, P.E. Principal Engineer Registered, Florida 68312 r. Rigorous Structural Analysis Report — T-Mobile: A21`0305M CALTROP Corporation TABLE OF CONTENTS 1.0 INTRODUCTION 2.0 ANALYSIS CRITERIA Table 2.1—Analysis Criteria Table 2.2—Appurtenance Loading 3.0 ANALYSIS PROCEDURES Table 3.0—Supporting Information 3.1 Analysis Methods 3.2 Analysis Assumptions & Limitations 4.0 ANALYSIS RESULTS Table 4.1—Tower Component Results Table 4.2—Foundation Component Results APPENDIX A tnsTower Output Page 2 September 28, 2015 Rigorous Samctural Analysis Report — T-Mobile: A21`0305M CALTROP Corporation 1.0 INTRODUCTION The subject tower is an existing 150' tall monopole tower. September 18, 2015 2.0 ANALYSIS CRITERIA The tower was analyzed in accordance with the criteria indicated in Table 2.1 for the proposed and existing/reserved antennas, transmission lines, and mountings shown in Table 2.2. Table 2.1—Analysis Criteria Criteria Description! Building Code Florida Building Code, 5's Edition (2014) Standard TIA-222-G Structural Standards for Steel Antenna Towers and Antenna Supporting Structures FBC 3108.1) Ultimate Wind Speed 160 mph, 3-Second Gust (per FBC Table 1609A) Nominal Wind Speed 124 mph, (per FBC 1609.3.1 for use with TIA-222-G) Exposure C Structure Class II (Importance Factor = 1.0) Radial Ice Thickness Zero Inches Topographic Factor I Crest Height Zero Feet Table 2.2—Appurtenance Loading Center Lm 1 e Carrier Number. Antenna" -.. Number ' FeedF Lme Elevation, Name oft'. ' _ , 1Gifr. Antenna Model Mount bfsFeed- Size . Antennas Lmes" (feet) n (mclies)':; 150 Unknown 1 Unknown Lightning Rod Top - 150 Verizon 15 CSS X7CAP-865 Platform 24 1 T-Mobile_ 3 Andrew - DBXNH-6565117__— _ 130 A2M - Platform 6 1 15/a 1.584 DO T-Mobile 3 CellMax CMA- BDHW6520/-EO-8 130 T-Mobile 3 Andrew 3 Style 3C TMA's Platform - - 130 T-Mobile 3 Andrew CBC192l-DF-DC- Platform - - 4X (Diplexers) 130 T-Mobile 3 Nokia FRIG (RRU) Platform - Page 3 Rigorous Structural Analysis Report — T-Mobile: A2P03051f CALTROP Corporation September 28. 2015 Center Feedi I Carrier. I Number Antenna Numbers Elevations Name; en Mfc: Antenna, Model' Mount, of Feed � 1 Size' t _ (feet),; Antennas, , lines (finches)!_ 130 T-Mobile 2 Nokia FXFC (RRU) Platform - 130 T-Mobile l Raycap RCMDC-4010-PF- Platform - 48(COVP) 4 Kathrein 742-265 12 1'% 2 Kathrein 800-10122 120 AT&T Platform 2 Power % 1 Fiber % 1 RET % 3 Kathrein 800-10764 120 AT&T 12 Kathrein 860-10025 RCU Platform - - 120 AT&T 6 Andrew ETD8T�Al2UB Platform - - 120 AT&T 6 RFS FDGW5504/3C-3 Platform - - Diplexer 120 AT&T 6 Ericsson RRUS-II Platform - - 120 AT&T 1 Raycap DC6-48-60-18-8F Platform - - 99.6 AIITel 1 Andrew PL6-59D-1 Dish 1 2 Mount Legend: Proposed Appurtenances (Bold) Existing Appurtenances (Regular) 3.0 ANALYSIS PROCEDURES This analysis is based on published catalog information, the supporting information listed in Table 3.0, and appurtenance information provided by T-Mobile. Table 3.0—Supporting Information .Date Description .,By. Octoberf—,.2014— - RFDS April 17, 2014 Tower Modification Design Drawings CALTROP Corporation April 3, 2014 Tower and Foundation Analysis CALTROP Corporation December 12, 2013 Site Visit Investigation CALTROP Corporation July 23, 2012 RFDS AT&T September 17, 2008 Tower and Foundation Analysis Semaan Engineering Solutions Page 4 Rigorous Structural Analysis Report — T-Mobile: A21`0305M CALTROP Corporation September 28. 2015 August 13, 2007 Tower Mapping Hightower Solutions, Inc. Various Miscellaneous Information T-Mobile 3.1 Analysis Methods The tower superstructure analysis was performed with the use of tnxTower, a commercially available software program designed for the analysis of telecommunications towers. The program was used to create a three-dimensional mathematical model of the tower and to calculate member stresses under the appropriate dead, live, and wind loads. Loads were computed in accordance with applicable portions of the TIA-222-G standard. Selected output from the analysis is included in Appendix A. A separate analysis of the tower foundation system was performed by comparing the factored reactions from the tnxTower output to the original foundation design capacities indicated in the tower analysis by Semaan Engineering Solutions. The capacities were derived by multiplying the design service loads by a minimum factor of safety of 2.0 and a reduction factor of 0.75 for monopole foundations in accordance with TIA-222-G Section 9.4. 3.2 Analysis Assumptions and Limitations • Information in the original design drawings or in the previous analysis that could not be verified by CALTROP personnel is assumed to be correct. • All tower components are assumed to be in adequate condition to carry their full design capacity. • The configuration of antennas, transmission cables, mounts and other appurtenances is assumed to be as specified in this report. • Limitations for antenna twist, tilt, roll, or lateral translation are not considered in this analysis, since the effects of these factors on structural tower performance are typically negligible. • Emergency/essential communication equipment is not located on the tower. • This analysis does not consider the capacity of the antenna support systems. • The foundation system was constructed to develop its full design capacity. • The tower modifications by CALTROP dated April 17, 2014 have been fully implemented. 4.0 ANALYSIS RESULTS The following tables summarize analysis results for the tower superstructure and foundation system. Table 4.1— Tower Component Results Section Elevation Percent F No. Component (Et. AGL) Capacity Results Used L1 Monopole 121.25-150 44.9 Pass L2 Monopole 81.167-121.25 72.5 Pass L3 Monopole 38-81.167 87.1 Pass L4 Monopole 0-38 89.2 Pass Base Plate 0 100.3 *Pass Anchor Bolts 0 92.9 Pass -Note: Existing structural component stress ratios up to 105% are considered acceptable. Page 5 Rigorous Structural Analysis Report — T-Mobile: A2P0305M CALTROP Corporation Table 4.2 — Foundation Component Capacity September 28. 2015 Est. KrcenC Comporieff (Factored)) i keactiom Capacity Capacity kesults Used) Moment 5905 kips-ft. 7765 kip-ft 86.9 Pass Shear 58.1 kips 77.2 kips 75.2 Pass -Note: Existing structural component stress ratios up to 105%are considered acceptable. Page 6 Rigorous Structural Analysis Report — T-Mobile: A11`03051f September 18, 2015 CALTROP Corporation APPENDIX A Tower Input Data There is a pole section. 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 ll. • Exposure Category C. • Topographic Category 1. • Crest Height 0.00 ft. • Deflections calculated using a wind speed of 60 mph. • A non -linear (P-delta) analysis was used. • Pressures are calculated at each section. • Stress ratio used in pole design is 1. • Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification Use Code Stress Ratios Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolls 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 Use Clear Spans For Wind Area Use Clear Spans For KUr Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Arm Areas 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 J Calculate Redundant Bracing Forces Ignore Redundant Members in FEA 4 SR Leg Bolts Resist Compression J All Leg Panels Have Same Allowable Offset Girt At Foundation J Consider Feedline Torque Include Angle Block Shear Check i_T - _ Poles . ' Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets Tapered Pole Section Geometry Section — - -- — - — - Elevation - =—Length--Length--=of—Diameter— ft--ft Section -- Splice - —ft— _ Number _Sides Top —_in._= Bottom Wall Diameter- --Thickness—Radius_-- -.in.- _ in _ Bend in_ Pole Grade - — -L1 160.00-121.25 28.75 4.75 12 24.5800 31.6000 0.2190 0.8760 _ A572-65 (65 ksi) L2 121.25-81.17 44.83 5.83 12 30.0022 40.9400 0.3440 1.3760 A572-65 (65 ksi) L3 81.17-38.00 49.00 7.00 12 38.8289 50.7900 0.4060 1.6240 A572-65 (65 ksi) L4 38.00-0.00 45.00 12 48.2693 59.2500 0.4690 1.8760 A572-65 (65 ksi) Tapered Pole Properties Page 7 Rigorous Structural Analysis Report - T-Mobile: A21`0305M CALTROP Corporation September 28, 2015 Section Tip Dia. in Area in' I in' r in C in I/C ins J in' It/Q in' w in w/t L1 25.4471 17.1789 1301.2815 8.7212 12.7324 102.2021 _2636.7492 8.4549 6.0005 27.4 32.7147 22.1293 2781.6462 11.2344 16.3688 169.9298 5636.1667 10.8913 7.8819 35.99 L2 32.2603 32.8518 3688.3616 10.6176 16.5411 237.3291 7473.6205 16.1686 7.1187 20.694 42.3842 44.9674 9459.1039 14.5334 21.2069 446.0386 19166.709 22.1316 10.0500 29.215 0 L3 41.6728 50.2311 9465.4100 13.7554 20.1134 470.6025 19179.486 24.7222 9.3181 22.951 8 52.5817 65.8680 21342.524 18.0375 26.3092 811.2184 43245.740 32.4182 12.5236 30.846 3 6 L4 51.7404 72.1870 21052.606 17.1125 25.0035 841.9869 42658.288 35.5283 11.6792 24.902 7 8 61.3401 88.7699 39149.441 21.0436 30.6915 1275.5793 79327.383 43.6898 14.6221 31.177 9 2 Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness At Factor Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Diagonals Horizontals L1 150.00- 1 1 1 121.25 L2121.25- 1 1 1 81.17 L381.17- 1 1 1 38.00 L4 38.00-0.00 1 1 1 Monopole Base Plate Data Base Plate Data Base plate is square Base plate is grouted Anchor bolt grade A615-75 Anchor bolt size 2.2000 in Number of bolts 20 Embedment length 72.0000 in f. 3 ksi Grout space 2.6300 in Base plate grade A633-60 Base plate thickness 3.0000 in Bolt circle diameter 70.3900 in Outer diameter 76.3900 in Inner diameter 59.5000 in Base plate type Plain Plate Feed Line/Linear Appurtenances -'Entered As Area Weight Description Face Allow Component Placement Total CAAA or Shield Type Number Leo R ff /ft pit 7/8 B No Inside Pole 120.00 - 0.00 2 No Ice 0.00 0.54 (AT&T) 318 B No Inside Pole 120.00 - 0.00 2 No Ice 0.00 0.13 (AT&T) 1 5/8 C No Inside Pole 120.00 - 0.00 12 No Ice 0.00 1.04 (AT&T) 1 5/8 C No Inside Pole 150.00 - 0.00 24 No Ice 0.00 1.04 (Verizon) 1 5/8 B No Inside Pole 130.00 - 0.00 6 No Ice 0.00 1.04 Page 8 Rigorous Structural Analysis Report -T-Mobile: A2P0305M CALTROP Corporation September 28. 2015 Description Face Allow Component Placement Total CAAA Weight or Shield Type Number - Hybrid 1.584 B No Inside Pole 130.00 - 0.00 1 No Ice 0.00 1.04 (T-Mobile) 2" Rigid Conduit C No Inside Pole 99.60 - 0.00 1 No Ice 0.00 2.80 (AIITel) Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Sectio Elevation In Face Out Face L1 150.00-121.25 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.06 C 0.000 0.000 0.000 0.000 0.72 L2 121.25-81.17 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.34 C 0.000 0.000 0.000 0.000 1.54 L3 81.17-38.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.37 C 0.000 0.000 0.000 0.000 1.74 L4 38.00-0.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.33 C 0.000 0.000 0.000 0.000 1.53 Feed Line Center of Pressure Section Elevation CPx CPz CPX CPz Ice Ice It in in in in L1 150.00-121.25 0.0000 0.0000 0.0000 0.0000 1-2 121.25-81.17 0.0000 0.0000 0.0000 0.0000 L3 81.17-38.00 0.0000 0.0000 0.0000 0.0000 L4 38.00-0.00 0.0000 0.0000 0.0000 0.0000 Shielding Factor Ka Tower Feed Line Description Feed Line K. K Section Record No. Segment No Ice Ice Elev. Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ff ff ftr tit K R (5) X7CAP-865 A From Face 4.00 0.0000 150.00 No Ice 11.86 7.66 0.06 (Vedzon) 0.00 0.00 (5) X7CAP-865 B From Face 4.00 0.0000 150.00 No Ice 11.86 7.66 0.06 Page 9 Rigorous Structural Analysis Report - T-Mobile: A2P0305M September 28. 2015 CALTROP Corporation Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Harz Adjustmen Front Side Leg Lateral t Vert it _ R Re he K it it (Vedzon) 0.00 0.00 (5) X7CAP-865 C From Face 4.00 0.0000 150.00 No Ice 11.86 7.66 0.06 (Verizon) 0.00 0.00 PiROD 13' Low Profile C None 0.0000 150.00 No Ice 15.70 15.70 1.30 Platform (AIITeIq CMA-BDHH6520-EO-8 A From Leg 4.00 0.0000 130.00 No Ice 9.96 3.57 0.06 (T-Mobile) 0.00 0.00 CMA-BDHH6520-EO-8 B From Leg 4.00 0.0000 130.00 No Ice 9.96 3.57 0.06 (T-Mobile) 0.00 0.00 CMA-BDHH6520-EO-8 C From Leg 4.00 0.0000 130.00 No Ice 9.96 3.57 0.06 (T-Mobile) 0.00 0.00 DBXNH-6565B A From Leg 4.00 0.0000 130.00 No Ice 8.41 5.41 0.05 (T-Mobile) 0.00 0.00 DBXNH-6565B B From Leg 4.00 0.0000 130.00 No Ice 8.41 5.41 0.05 (T-Mobile) 0.00 0.00 DBXNH-6565B C From Leg 4.00 0.0000 130.00 No Ice 8.41 5.41 0.05 (T-Mobile) 0.00 0.00 3C-TMAT1921B78-21A A From Leg 4.00 0.0000 130.00 No Ice 0.77 0.36 0.02 (TMA) 0.00 (T-Mobile) 0.00 3C-TMAT1921B78-21A B From Leg 4.00 0.0000 130.00 No Ice 0.77 0.36 0.02 (TMA) 0.00 (T-Mobile) 0.00 3C-TMAT1921B78-21A C From Leg 4.00 0.0000 130.00 No Ice 0.77 0.36 0.02 (TMA) 0.00 (T-Mobile) 0.00 CBC1921-DF A From Leg 4.00 0.0000 130.00 No Ice 0.56 0.41 0.02 (T-Mobile) 0.00 0.00 CBC1921-DF B From Leg 4.00 0.0000 130.00 No Ice 0.56 0.41 0.02 (T-Mobile) 0.00 0.00 CBG1921-DF C From Leg 4.00 0.0000 130.00 No Ice 0.56 0.41 0.02 (T-Mobile) 0.00 0.00 RCMDC4010-PF-48 C From Leg 4.00 0.0000 130.00 No Ice 3.79 1.40 0.02 (T-Mobile) 0.00 0.00 FRIG (RF Module) A From Leg 4.00 0.0000 130.00 Nolce 2.98 1.02 0.05 (T-Mobile) 0.00 0.00 FRIG (RF Module) B From Leg 4.00 0.0000 130.00 No Ice 2.98 1.02 0.05 (T-Mobile) 0.00 0.00 FRIG (RF Module) C From Leg 4.00 0.0000 130.00 No Ice 2.98 1.02 0.05 (T-Mobile) 0.00 0.00 FXxx (RF Module) B From Leg 4.00 0.0000 130.00 No Ice 4.17 1.12 0.06 (T-Mobile) 0.00 0.00 FXxx (RF Module) C From Leg 4.00 0.0000 130.00 No Ice 4.17 1.12 0.06 (T-Mobile) 0.00 0.00 Page 10 w m g� m m d o d T T T �o o D� D+Da Da Da I m D� Do DC DC DC DO DQ Dp DQ DJDoo DJ � � ov " o ^ 3 W o W Od.W- sd�W- N WW W W+ W+ W+ W W o W o W o W N W C N W N v v �N �A�-�utA dN dN dN d d' d' C C C m w A A A u O T ut 3 n n O O b m D O m D D D D O m D O O m D O m D O m T T T T �iT T TI T T T T T T T T T T T T T O o l0 o 3 O l0 o O O o O O O O 3 3 3 3 3 I i3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 I O W O O W O O W O O W O O W O O W O O W O O W O O W O O W O O W O O W O O W O O W O O W O O W O O W O O W O O N O O N O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O OO i 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O iO 1 0 O O O O O O O O O O O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O O O G O O O O O O O O 0 t0� O O N N lD rn rn m � m O O O O O 0 o O O of O G O O O O O O O O N N N N N N N N N N N N N O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O 10 O O O O O tot (0 (0 t0 (0 (0 (0 N N N N N N N N N N N O O O + N Vt N J J J A A A Vt Vt UN A �O f0 ip N O) N W W Oo N N N J �O t0 t0 O + O 0 0 0 o O o O O o 0 o O o c o 0 0 0 0 0 o c o o c o W W W Vt Ut N N Vt Vt N Vt 0) Vt O G v 52 f a m � ° a �n y a 3 yn a a i 4 0 x Rigorous Structural Analysis Report- T-,Lfobile: A11`0305M CALTROP Corporation September 28.2015 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert _ it it ft2 ft' K ft ° 0.00 (4) 860-10025 RCU C From Leg 3.00 0.0000 120.00 No Ice 0.16 0.14 0.00 (AT&T) 0.00 0.00 FWT Low Profile Platform C None 0.0000 120.00 No Ice 56.00 56.00 2.70 (AT&T) Dish Mounting Pipe C From Leg 0.00 0.0000 99.60 No Ice 1.45 1.45 0.04 (AIITel) 0.00 Dishes Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Horz Adjustment Beam Diameter Area Leg Lateral Width Vert ft it ft ft K PLS-59D Paraboloid w/o None 0.0000 99.60 6.00 No Ice 28.27 0.14 (AllTel) Radome Tower Pressures - No Ice GH = also Section Elevation ft z ft Kz q, psf Ac fe F a a AF ftr An ft Awe ff Leg % Fff CAAA In Ffte CAAA Out L1150.00- 135.03 1.348 50 69.673 A 0.000 69.673 69.673 100.00 0.000 0.000 121.25 B 0.000 69.673 100.00 0.000 0.000 C 0.000 69.673 100.00 0.000 0.000 L2 121.25- 100.51 1.267 47 124.66 A 0.000 124.666 124.666 100.00 0.000 0.000 81.17 6 B 0.000 124.666 100.00 0.000 0.000 C 0.000 124.666 100.00 0.000 0.000 L3 81.17- 59.17 1.133 42 169.52 A 0.000 169.528 169.528 100.00 0.000 0.000 38.00 8 B 0.000 169.528 100.00 0.000 0.000 C 0.000 169.528 100.00 0.000 0.000 L4 38.00-0.00 19.09 0.893 34 179.04 A 0.000 179.044 179.044 100.00 0.000 0.000 4 B 0.000 179.044 100.00 0.000 0.000 C 1 0.0001 179.0441 1 100.001 0.0001 0.000 Tower Pressure - Service GH = 0.850 Section z Kz q, F AF An A,, Leg CAAA CAAA Elevation FIfeG .1 % In Out c Face Face ft ft sf a ft, ff ft 2 ft2 ftz L1150.00- 1 135.031 1.3481 11 69.6731 A 0.000 69.673 69.673 -100.001 0.0001 0.000 Page 12 rn W+ WN NO OO jA �a + N + O S 4 rn m I m; J W m w rn Ol N m N io io A' N i O m D o m D Om DIO m DmomT f I m A N V O 0 + +�1 W V V V rn rn rn N N ly rn m rn A A t0 a m 6 b 6f06 - 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T t0 fT m m N N + O rn V m O N tp uo c,Ni� w p F (OT W (00 N O OI � O T o m � S--I 9 1 m 3 r r + O W m m+ + O S O p O V V N N 0 O co m W it N m m m A io N ow>omDOmDomDmomT + + m n Nm A N J O ------------ A K..a---------- W F m V V V f0 t0 (O rn rn rn N N N rn rn rn t0 (O t0 A A A c0 f0 lD � a m -•N N pOA yOA yOA AAA UI (T Ulmmmmmm w w w m m o W W W x T m �n rn rn N rn V m (O rn rn m in Tq O O o o S A m m r j m m O O V fA (O fD O O � O J O + + W W V (n A � o o rn rn A A m N rn rn O m D o m D O m D O m m m m T 00000000000 �, n O O O O O O O O O O O 0 0 0 0 0 0 0 0 0 0 0 J J J m rn m N N N rn rn t0 t0 t0 t0 t0 t0 A A A t0 t0 �` n A AOA yOy yOyNNNOmI�AJV A A A m m m rn m rn W W t0 (O A S 6 A N m A m m 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O O O O O N A� 0 0 0 0 0 0 0 0 0 0 o 00000000000 m n 00000000000 N �4� 0 0 0 0 0 0 0 0 0 0 0 O G G C O O O O G G G �,n ^➢ 00000000000 N 00000000000 y 0 P R y a Rigorous Structural Analysis Report - T-Mobile: A2P0305M CALTROP Corporation Tower Forces - No Ice - Wind 90 To Face September 28, 2015 Section Elevation It Add Weight K Self Weight K F a c e e CF qr psf DF De AE 1f F K w plf Co. Face L1150.00- 0.78 1.92 A 1 1 50 1 1 69.673 2.99 103.85 C 121.25 B 1 1 1 1 69.673 C 1 1 1 1 69.673 L2 121.25- 1.88 5.94 A 1 1 47 1 1 124.666 5.01 125.09 C 81.17 B 1 1 1 1 124.666 C 1 1 1 1 124,666 L3 81.17- 2.11 9.68 A 1 1 42 1 1 169.528 6.08 140.86 C 38.00 B 1 1 1 1 169.528 C 1 1 1 1 169.528 L4 38.00- 1.86 12.32 A 1 1 34 1 1 179.044 5.17 135.95 C 0.00 B 1 1 1 1 179.044 C 1 1 1 1 179.044 Sum Weight: 6.63 29.86 OTM 1365.52 19.25 ki -ft Tower Forces - Service - Wind Normal To Face Section Elevation ft Add Weight K Self Weight K F a c e e CF q: psf DF Da AE ftz F K w Pif Ctrl. Face L1150.00- 0.78 1.92 A 1 1 11 1 1 69.673 0.63 21.76 C 121.25 B 1 1 1 1 69,673 C 1 1 1 1 69.673 L2 121.25- 1.88 5.94 A 1 1 10 1 1 124.666 1.05 26.21 C 81.17 B 1 1 1 1 124.666 C 1 1 1 1 124.666 L3 81.17- 2.11 9.68 A 1 1 9 1 1 169.528 1.27 29.51 C 38.00 B 1 1 1 1 169.528 C 1 1 1 1 169.528 L4 38.00- 1.86 12.32 A 1 1 7 1 1 179.044 1.08 28.48 C 0.00 B 1 1 1 1 179.044 C 1 1 1 1 179.044 Sum Weight: 6.63 29.86 OTM 286.06 4.03 ki -ft Tower Forces - Service - Wind 60 To Face Section Elevation ft Add Weight K Self Weight K F a C e e CF q. psf DF De AE ftr F K w Pit CO. Face L1150.00- 0.78 1.92 A 1 1 11 1 1 69.673 0.63 21.76 C 121.25 B 1 1 1 1 69.673 C 1 1 1 1 69.673 L2 121.25- 1.88 5.94 A 1 1 10 1 1 124.666 1.05 26.21 C 81.17 B 1 1 1 1 124.666 C 1 1 1 1 124.666 L3 81.17- 2.11 9.68 A 1 1 9 1 1 169.528 1.27 29.51 C 38.00 B 1 1 1 1 169.528 C 1 1 1 1 169.528 Page 14 Rigorous Structural Analysis Report -T-Mobile: A21`0305M CALTROP Corporation September 28. 1015 Section Add Self F e CF q= OF De Aa F w Ctrl. Elevation Weight Weight a Face c ps ft K K e ff K pit L4 38.00- 1.86 12.32 A 1 1 7 1 1 179.044 1.08 28.48 C 0.00 B 1 1 1 1 179.044 C 1 1 1 1 179.044 Sum Weight: 6.63 29.86 OTM 286.06 4.03 ki -ft Tower Forces - Service - Wind 90 To Face Section Elevation itK Add Weight Sell Weight K F a e e CF q: psf OF Da AF ftz F K w pit Co.. Face L1150.00- 0.78 1.92 A 1 1 11 1 1 69.673 0.63 21.76 C 121.25 B 1 1 1 1 69.673 C 1 1 1 1 69.673 L2121.25- 1.88 5.94 A 1 1 10 1 1 124.666 1.05 26.21 C 81.17 B 1 1 1 1 124.666 C 1 1 1 1 124.666 L3 81.17- 2.11 9.68 A 1 1 9 1 1 169.528 1.27 29.51 C 38.00 B 1 1 1 1 169.528 C 1 1 1 1 169.528 L4 38.00- 1.86 12.32 A 1 1 7 1 1 179.044 1.08 28.48 C 0.00 B 1 1 1 1 179.044 C 1 1 1 1 179.044 Sum Weight: 6.63 29.86 OTM 286.06 4.03 ki -ft Force Totals Load Vertical Sum of Sum of Sum of Sum of Sum of Case Forces Forces Forces Overturning Overturning Torques X Z Moments, M, Moments, M. K K K kip-ft kip-ft ki -ft Leg Weight 29.86 Bracing Weight 0.00 Total Member Self -Weight 29.86 -0.29 0.15 Total Weight 44.41 -0.29 0.15 _ Wind 0 deg - No Ice Wiha-30 deg-No7lce- 0.04 - - 18.15 -35.76 -: 30.99 -3537.50 __ 30%46. -5.56 _-1802.27 -0.37 _ -0,98 - -�-- Wind 60 deg- No -Ice _ =31.40 -17_92 -1773.84 -3116.03 -133 Wind 90 deg.- No Ice 36.23 -0.04 --6.00 `--3594`81 --1132 Wind 120 deg - No Ice 31.35 - 17.84 - 1763.37 -3110..32 --0.96 Wind 150 deg - No Ice 18.07 30.94 3060.17 -1792.38 -0.34 Wind 180 deg - No Ice -0.04 35.76 3536.92 5.86 0.37 Wind 210 deg - No Ice -18.15 30.99 3065.88 1802.57 0.98 Wind 240 deg - No Ice -31.40 17.92 1773.26 3116.33 1.33 Wind 270 deg - No Ice -36.23 0.04 5.42 3595.11 1.32 Wind 300 deg - No Ice -31.35 -17.84 -1763.95 3110.62 0.96 Wind 330 deg - No Ice. -18.07 -30.94 -3060.75 1792.68 0.34 Total Weight 44.41 -0.29 0.15 Wind 0 deg - Service 0.01 -7.49 .741.28 -1.05 -0.08 Wind 30 deg - Service 3.80 -6.49 -642.61 -377.43 -0.21 Wind 60 deg - Service 6.58 -3.75 -371.82 -652.65 -0.28 Wind 90 deg - Service 7.59 -0.01 -1.49 -752.94 -0.28 Page 15 Rigorous Struclural Analysis Report- T-Mobile: A11`0305M CALTROP Corporation September 28, 2015 Load Vertical Sum of Sum of Sum of Sum of Sum of Case Forces Forces Forces Overturning Overturning Torques X Z Moments, M. Moments, M, K _ K K - _ -kip-ft kip-k ki -ft Wind 120 deg - Service 6.57 3.74 369.17 -651.45 -0.20 Wind 150 deg - Service 3.79 6.48 640.83 -375.36 -0.07 Wind 180 deg - Service -0.01 7.49 740.70 1.35 0.08 Wind 210 deg - Service -3.80 6.49 642.03 377.73 0.21 Wind 240 deg - Service 0Wind -6.58 3.75 371.24 652.94 0.28 Wind 270 deg - Service -7.59 0.01 0.91 753.24 0.28 Wind 300 deg - Service -6.57 •3.74 -369.75 651.75 0.20 330 de -Service -3.79 -6.48 -641.411 375.66 0.07 _ _ _ _ Load Combinations _ Comb. Description No. 2 1.2 Dead+1.6 Wind 0 deg - No Ice 3 0.9 Dead+1.6 Wind 0 deg - No Ice 4 1.2 Dead+1.6 Wind 30 deg - No Ice 5 0.9 Dead+1.6 Wind 30 deg - No Ice 6 1.2 Dead+1.6 Wind 60 deg - No Ice 7 0.9 Dead+1.6 Wind 60 deg - No Ice 8 1.2 Dead+1.6 Wind 90 deg - No Ice 9 0.9 Dead+1.6 Wind 90 deg - No Ice 10 1.2 Dead+1.6 Wind 120 deg - No Ice 11 0.9 Dead+1.6 Wind 120 deg - No Ice 12 1.2 Dead+1.6 Wind 150 deg - No Ice 13 0.9 Dead+1.6 Wind 150 deg - No Ice 14 1.2 Dead+1.6 Wind 180 deg - No Ice 15 0.9 Dead+1.6 Wind 180 deg - No Ice 16 1.2 Dead+1.6 Wind 210 deg - No Ice 17 0.9 Dead+1.6 Wind 210 deg - No Ice 18 1.2 Dead+1.6 Wind 240 deg - No Ice 19 0.9 Dead+1.6 Wind 240 deg - No Ice 20 1.2 Dead+1,6 Wind 270 deg - No Ice 21 0.9 Dead+1.6 Wind 270 deg - No Ice 22 1.2 Dead+1.6 Wind 300 deg - No Ice 23 0.9 Dead+1.6 Wind 300 deg - No Ice 24 1.2 Dead+1.6 Wind 330 deg - No Ice 25 0.9 Dead+1.6 Wind 330 deg - No Ice 26 Dead+Wind 0 deg - Service 27 Dead+Wind 30 deg - Service 28 Dead+Wind 60 deg - Service 29 Dead+Wind 90 deg - Service 30 Dead+Wind 120 deg - Service 31 Dead+Wind 150 deg - Service 32 Dead+Wind 180 deg - Service 33 Dead+Wind 210 deg - Service 34 Dead+Wind 240 deg - Service 35 Dead+Wintl 270 deg - Service 36 Dead+Wind 300 deg - Service 37 Dead+Wind 330 deg - Service Maximum Memberforces . Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft L1 150 - 121.25 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 1 -6.25 0.09 -0.37 Page 16 Rigoroas Structural Analysis Report - T-Mobile: A21`0305M CALTROP Corporation September 28, 2015 Sec0o n No. Elevation it Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-R Minor Axis Moment kip-ft Max. Mx 20 -5.57 328.94 -0.59 Max. My 14 -5.63 0.33 -328.24 Max. Vy 20 -20.50 328.94 -0.59 Max. Vx 2 -20.26 -0.15 327.37 Max. Torque 22 0.63 1-2 121.25 - Pole Max Tension 1 0.00 0.00 0.00 81.167 Max. Compression 14 -18.15 3.18 -1571.27 Max. Mx 20 -18.05 1599.61 -2.72 Max. My 2 -18.15 -2.85 1571.97 Max. Vy 20 -40.03 1599.61 -2.72 Max. Vx 2 -39.26 -2.85 1571.97 Max. Torque 9 2.15 1-3 81.167 - 38 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 14 -32.43 6.29 -3412.96 Max. Mx 20 -32.38 3473.70 -5.77 Max. My 2 -32.43 -5.93 3413.67 Max. Vy 20 -49.16 3473.70 -5.77 Max. Vx 2 -48.39 -5.93 3413.67 Max. Torque 19 -2.09 L4 38 - 0 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 14 -53.25 9.56 -5798.49 Max. Mx 20 -53.25 5893.52 -9.03 Max. My 2 -53.25 -9.19 5799.21 Max. Vy 20 -58.00 5893.52 -9.03 Max. Vx 2 -57.25 -9.19 5799.21 Max. Torque 19 -2.09 Maximum Reactions Location Condition Gov. Vertical Horizontal, X Horizontal, Z Load K K K Comb. Pole Max. Vert 20 53.29 57.96 -0.07 Max. H. 20 53.29 57.96 -0.07 Max. H. 2 53.29 -0.07 57.21 Max. M. 2 5799.21 -0.07 57.21 Max. M. 8 5893.15 -57.96 0.07 Max. Torsion 7 2.08 -50.23 28.67 Min. Vert 5 39.97 -29.04 49.58 Min. H. 8 53.29 -57.96 0.07 Min. H, 14 53.29 0.07 -57.21 Min. M. 14 -5798.49 0.07 -57.21 Min. M, 20 -5893.52 57.96 -0.07 Min. Torsion 19 -2.08 50.23 -28.67 Tower Mast Reaction Summary-- - Load Combination vertical K Shea, K Shear, K Overturning Moment, M, kip-ft Overturning Moment, M, kip-ft Torque kip-ft Dead Only 44.41 0.00 0.00 -0.29 0.15 0.00 1.2 Dead+1.6 Wind 0 deg - 53.29 0.07 -57.21 -5799.21 -9.19 -0.58 No Ice 0.9 Dead+1.6 Wind 0 deg - 39.97 0.07 -57.21 -5761.47 -9.18 -0.58 No Ice 1.2 Dead+1.6 Wind 30 deg - 53.29 29.04 -49.58 -5026.91 -2954.71 -1.53 No Ice 0.9 Dead+1.6 Wind 30 deg - 39.97 29.04 -49.58 -4994.18 -2935.55 -1.53 Page 17 Rigorous Structural Analysis Report- T-Mobile: A2P0305M September 28, 201S CALTROP Corporation Load vertical Shear, Shea, Overturning Overturning Torque Combination Moment, M. Moment, M. K K K kip-tt kip-R kip-tt No Ice 1.2 Dead+1.6 Wind 60 deg - 53.29 50.23 -28.67 -2907.78 -5108.33 -2.07 No Ice 0.9 Dead+1.6 Wind 60 deg - 39.97 50.23 -28.67 -2888.81 -5075.18 -2.08 No Ice 1.2 Dead+1.6 Wind 90 deg - 53.29 57.96 -0.07 -9.73 -5893.15 -2.06 No Ice 0.9 Deatl+1.6 Wind 90 deg - 39.97 57.96 -0.07 -9.57 -5854.91 -2.07 No Ice 1.2 Dead+1.6 Wind 120 deg 53.29 50.16 28.64 2890.86 -5098.99 -1.50 - No Ice 0.9 Dead+1.6 Wind 120 deg 39.97 50.16 28.54 2872.18 -5065.91 -1.51 - No Ice 1.2 Dead+1.6 Wind 150 deg 53.29 28.92 49.51 5016.87 -2938.48 -0.53 - No Ice 0.9 Dead+1.6 Wind 150 deg 39.97 28.92 49.51 4984.39 -2919.44 -0.54 - No Ice 1.2 Dead+1.6 Wind 180 deg 53.29 -0.07 57.21 5798.49 9.56 0.58 - No Ice 0.9 Dead+1.6 Wind 180 deg 39.97 -0.07 57.21 5760.93 9.45 0.58 - No Ice 1.2 Dead+1.6 Wind 210 deg 53.29 -29.04 49.58 5026.20 2955.07 1.54 - No Ice 0.9 Dead+1.6 Wind 210 deg 39.97 -29.04 49.58 4993.66 2935.82 1.54 - No Ice 1.2 Dead+1.6 Wind 240 deg 53.29 -50.23 28.67 2907.07 5108.69 2.08 - No Ice 0.9 Deatl+1.6 Wind 240 deg 39.97 -50.23 28.67 2888.29 5075.45 2.08 - No Ice 1.2 Deatl+1.6 Wind 270 deg 53.29 -57.96 0.07 9.03 5893.52 2.06 - No Ice 0.9 Dead+1.6 Wind 270 deg 39.97 -57.96 0.07 9.05 5855.19 2.07 - No Ice 1.2 Dead+1.6 Wind 300 deg 53.29 -50.16 -28.54 -2891.56 5099.37 1.49 - No Ice 0.9 Dead+1.6 Wind 300 deg 39.97 -50.16 -28.54 -2872.70 5066.19 1.50 - No Ice 1.2 Dead+1.6 Wind 330 deg 53.29 -28.92 -49.51 -5017.58 2938.86 0.53 - No Ice 0.9 Dead+1.6 Wind 330 deg 39.97 -28.92 -49.51 -4984.92 2919.72 0.53 - No Ice Dead+Wind 0 deg - Service 44.41 0.01 -7.49 -757.33 -1.07 -0.08 Deatl+Wind 30 deg - Service 44.41 3.80 -6.49 -656.52 -385.60 -0.20 Dead+Wnd 60 deg - Service 44.41 6.58 -3.75 -379.87 -666.77 -0.28 Dead+Wind 90 deg - Service 44.41 7.59 -0.01 -1.53 -769.24 -0.27 Dead+Wintl 120 deg - 44.41 6.57 3.74 377.15 -665.55 -0.20 Service Dead+Wind 150 deg - 44.41 3.79 6.48 654.69 -383.48 -0.07 Service Dead+Wind 180 deg - 44.41 -0.01 7.49 756.72 1.38 0.08 Service Dead+Wind 210 deg - 44.41 -3.80 6.49 655.91 385.91 0.20 Service Dead+Wind 240 deg - 44.41 -6.58 3.75 379.27 667.08 0.28 Service Dead+Wintl 270 deg - 44.41 -7.59 0.01 0.92 769.55 0.27 Service Dead+Wind 300 deg - 44.41 -6.57 -3.74 -377.75 665.86 0.20 Service Dead+Wind 330 deg - 44.41 -3.79 -6.48 -655.29 383.79 0.07 Service Solution Summary- . 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Deflection Till Twist Radius of Load Curvature ft Comb. in ° ft 150.00 Lightning Rod 2"xl5' 20 103.135 5.9496 0.0076 8460 130.00 CMA-BDHH6520-EO-8 20 78.826 5.5580 0.0076 2113 120.00 (2) 742-265 20 67.385 5.2695 0.0071 1662 99.60 PL6-591) 20 46.378 4.4604 0.0047 1398 Base Plate Design Data Plate Number Anchor Actual Actual Actual Actual Controlling Ratio Thickness of Bolt Size Allowable Allowable Allowable Allowable Condition Anchor Ratio Ratio Ratio Ratio Bolts Bolt Bolt Plate Stiffener Tension Compressio Stress Stress in in K n ksi ksi 3.0000 20 2.2000 198.28 203.61 54.157 Plate 1.00 X 213.82 354.95 54.000 0.93 0.57 1.00 Compression Checks Pole Design Data Section Elevation Size L L„ KI1r A P. (lip. Ratio No. P. ft ft ft in2 - K K , (I,P� 1-1 150 - 121.25 TP31.6x24.584.219 28.75 150.00 166.4 21.311 -5.58 173.94 0.032 (1) 4 L2 121.25- TP40.9430.00220.344 44.83 150.00 128.4 43.391 -18.05 595.02 0.030 81.167(2) 1 L3 81.167 - 38 TP50.79x38.8289x0.406 49.00 150.00 103.3 63.634 -32.38 1347.31 0.024 (3) 2 L4 38 - 0 (4) TP59.25x48.2693x0.469 45.00 150.00 85.5 88.769 -53.25 2651.11 0.020 9 Pole Bending Design Data - __ Secbon Elev`aGo'n Size - =Ma - r Ml ,---Ratio-M, - r M„r_-Ratio- - - -- No---"_--- = ---- -- _M„x_ _ _ _ __ -- -- - - - ft- - - - _ kip-ft _ kip-ft _TM7 kip-ft kip-ft L1 150-121.25 TP31.6x24.58x0.219 329.09 791.85 0.416 0.00 791.85 0.000 (1) 1-2 121.25- TP40.9430.00224.344 1599.62 2306.18 0.694 0.00 2306.18 0.000 81.167(2) L3 81.167 - 38 TP50.79x38.8289x0.406 3473.70 4104.50 0.846 0.00 4104.50 0.000 (3) L4 38 - 0 (4) TP59.25x48.2693x0.469 5893.52 6764.84 0.871 0.00 6764.84 0.000 Pole Shear Design Data Page 21 Rigorous Structural Analysis Report- T-Mobile: A21`0505M September 28, 2015 CALTROP Corporation Section Elevation Size Actual Ratio Actual QT Ratio No. V V T. T R K K 4y kip-R k/p-tt 6T L1 150 - 121.25 TP31.6x24.58x0.219 20.49 (1) L2 121.25 - TP40.9430.0022x0.344 40.03 81.167(2) L3 81.167 - 38 TP50.79x38.8289x0.406 49.16 (3) L4 38 - 0 (4) TP59.25x48.2693x0.469 58.00 1446.10 0.028 2.07 4676.21 0.000 2070.40 0.024 2.06 8322.65 0.000 2824.67 0.021 2.06 13717.00 0.000 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P. M. M„t. V. T. Stress Stress itP M . M V„ Ratio Ratio L1 150 - 121.25 0.032 0.416 0.000 0.032 0.000 0.449 1.000 1 482 () V L2 121.25 - 0.030 0.694 0.000 0.028 0.000 0.725 1.000 V 81.167(2) 4 8 2 L3 81.167 - 38 0.024 0.846 0.000 0.024 0.000 0.871 1.000 (3) 4 8 2 L4 38 - 0 (4) 0.020 0.871 0.000 0.021 0.000 0.892 1.000 4.8.2 Section Caaacity Table Section Elevation Component Size Critical P op,, % Pass No. R Type Element K K Capacity Fail L1 150 - 121.25 Pole TP31.6x24.58x0.219 1 -5.58 173.94 44.9 Pass L2 121.25- 81.167 Pole TP40.9030.00220.344 2 -18.05 595.02 72.5 Pass L3 81.167- 38 Pole TP50.79x38.8289x0.406 3 -32.38 1347.31 87.1 Pass L4 38 - 0 Pole TP59.25x48.2693x0.469 4 -53.25 2651.11 89.2 Pass Summary Pole (L4) 89.2 Pass Base Plate 100.3 Pass RATING= 100.3 Pass c Page 22 E V 8 $ P- E _ y s l213ftft 81.2ft 38.0ft as 8 IIii AAn�nrr RIIFI DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION M9hMMg Rod2-x1T 150 Vairewd T-Arm(1)(T-Mobile) 130 (5) X cep.185(Ver ) 150 Valmant T-km(1)(T-Wblle) 130 (5)X/CAPAfiS(Valmnl 150 Valmont T-Ami(1)(T-Mobile) 130 (5)x7CAP-865(Vedmn) 150 (2)742365(ATn 120 PiRCD 1T ow Profile Radom (Amen 150 (2)80 10122 (AP14117-88W19401088DIADTnIXP) (AU) 120 CMM13011116520E2"(T-Mobile) 133 CMA-B01111652PEOd(T-6lobile) 130 (2)742-265(ATI) 120 CIVA-13011118526E"(T-Mobile) 130 BM107U(AU) 120 DB%NH-85858(T-Mobi1e) 130 800-10764(ATT) 1I DBMH-BSB5B(T-Mobile) 130 600-10764(ATT, 120 DBMH-65659(T-Mobile) 139 Rayap DCB MB 1e8F(ATI) 120 3C-TMAT1921157B-21ArfMA) jMobile) 130 (2)RRDS-11(elde)IATI) 120 (2)RRUS-11(side)(ATI) 1120 3PTMAT1921078-21AQMA) (Thbbile) 130 (2) RRUB-11 (side) (ATI) 120 (21 ETD819G-12UB TMA(ATI) 120 30-TMAT1921879-21ACW) (Tllobile) 130 (2)ETD819G-121JBTMA(ATI) 120 (2)ETO819G-121JBTMA(ATT) 120 CEC1921-DF(TMobile) im (2)MGW5504r3C3(diplexer)(ATI) 120 CBC1921.DF(T-Wbro) CBC1921d3F(T-Wb6a) 130 130 (2)MGW550P3C3(Gdexer)(ATI) 120 (2) FDGWW55041363(tiplexen(ATI) 120 120 RCMDC4010-1e 1 (T-MoW 130 (4) 880-1=5 RCU(ATI) FRIG(RF Module)(T-Mablla) 130 (4)830-10025 RCU(ATI) 120 MG(RF Module) rrN bile) I (d)860.10025 RCU (AU) 120 FRIG(RFModule)(T-Mabile) IM FWTLaw Pror6e PlaUann(ATI) 120 F (RFWcWie)(T-MabBe) is) D¢b MounBng Pipa(Alnal) 99.8 Fxrol(RF Module)(T-Mob6e) 130 1L65913(AlRd) 99.8 MATERIAL STRENGTH GRADE F Fu GRADE F Fu A57265 65 ke1 Bred TOWER DESIGN NOTES Q1. Tower is located in Saint Lucie County, Florida. 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower designed for a 124 mph baste wind In accordance with the TIA-222-G Standard. 4. Deflections are based upon a 60 mph wind. 5. Tower Structure Class II. 6. Topographic Category 1 with Crest Height of 0.00 R 7. TOWER RATING: 100.3% AXIAL 53 K SHEA MOMENT 58 K 5894 kip-R TORQUE 2 kip-fl REACTIONS -124 mph WIND CAL TROP Corporation 400 Lakeside DR, Suite 525 Miramar, FL 33027 Phone: (954) 874-7870