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HomeMy WebLinkAboutSTRUCTURAL ANALYSIS REPORTi 1 1RPM—HLE ,.. w ti 11 ES Tower Engineering Somom Phone (972) 483-0607, Fax (972) 975-9615 8445 Freeport Parkway, Suite 375, Irving, Texas 75063 Structural Analysis Report Existing 450 ft. FWT Guyed Tower Customer Name: SBA Communications Corp Customer Site Number: FL04816-A Customer Site Name: Swain Road Tower Carrier Name: Verizon Carrier Site ID / Name: 62728 / Aero Communication Tower Site Location r401'Swain Roam Fort Pierce, Florida Saint Lucie County Latitude: 27.435872 Longitude:-80.377549 Analysis Result: Max Structural Usage: 73.0•OA [Pass] Max Foundation Usage: 72.0% [Pass] Report Prepared By: Walter Velez S(TANNED BY st. Lucie County SAE ICyF No. 81032 O'. STATE OF: %gam ' �\ s'o�ol RID i��G\�s TOWER ENGINEERING SOLUTIONS. LLC 8445 Freeport Park%\ * Ste 375 Irving. TX 75063 CAS 30690 TES Project Number: 27480 Page 1 November 4, 2016 IT 11 Introduction The purpose of this report is to summarize the analysis results on the 450 ft. FWT Guyed Tower to support the proposed antennas and transmission lines in addition to those currently installed. Any modification listed under Sources of Information was assumed completed and was included in this analysis. Sources of Information Tower Drawings Original structural design report & tower section data prepared by FWF, Inc. Dated 06-11- 1998. Job No 17139. Design No G98-0600, R2. Previous structural report prepared by FDH Tower Engineering Solutions. Dated 10-12- 2016. TES Project No 26831. Foundation Drawing Original foundation design & foundation geometry prepared by FWi, Inc. Dated 07-17- 1998. Job No 17139. Design No G98-0600, R2. Geotechnical Report Geotechnical report prepared by FDH Engineering, Inc. Dated 09-18-2012. Project No 1208832EG1. Modification Drawings I N/A Analysis Criteria The rigorous analysis was performed in accordance with the requirements and stipulations of the ANSI/TIA-222-G. In accordance with this standard, the structure was analyzed using TESTowers, a proprietary analysis software. The program considers the structure as an elastic 3-D model with second - order effects and temperature effects incorporated in the analysis. The analysis was performed using multiple wind directions. Wind Speed Used in the Analysis: (Based on IBC 2012) • Operational Wind Speed: Standard/Codes: Exposure Category: Structure Class: Topographic Category: Crest Height: Seismic Parameters: Ultimate Design Wind Speed Vvir = 158.0 mph (3-Sec. Gust) Nominal Design Wind Speed Vasd = 122.0 mph (3-Sec. Gust) 60 mph +0" Radial ice ANSI/TIA-222-G, 2012 IBC & 2014 Florida Building Code, 5th Edition C 1 0 ft. Ss = 0.056, S1= 0.029 ` TES Project Number: 27480 Page 2 November 4, 2016 4 Existing Antennas, Mounts and Transmission Lines The table below summarizes the antennas, mounts and transmission lines that were considered in the analysis as existing on the tower. Items Elevation (ft) Qty. Antenna Descriptions Mount Type & Qty. Transmission Lines Owner 1 387.0 1 Shively 4 Bay FM Direct (1) 2" Midway 2 232.0 6 CellMaxCMA-BDHH/652o/EO-8-Panel (3)V-Frame (VF13-)X-96) (12)15/8"; 4" ( Hybrid ybr d T-Mobile 3 3 Andrew DBXNH-6565B-A2M-Panel 4 3 Andrew TMA-S-DB1921-DD-A TMA's 5 3 Nokia FHFB RRU 6 3 Nokia FRU RRU 7 1 RaycapASU9338TYPOl 8 225.0 1 STL Parabolic Dish (1) Pipe Mount (1)11/4" Midway 9 200.0 4 CSA AXP19-60 - Panel (3)Standoffs (12)15/8" Verizon 10 2 CSA AXP18-80 - Panel 11 3 CSAX7-665-Panel Proposed Carrier's Final Configuration of Antennas, Mounts and Transmission Lines Information pertaining to the proposed carrier's final configuration of antennas and transmission lines was provided by SBA Communications Corp. The proposed antennas and lines are listed below. Items Elevation IN Qty. Antenna Descriptions Mount Type & Qty. Transmission Lines Owner 12 200.0 6 JIMAWireless X7CQAP-665-V-Panel (3) Standoffs (12)15/8" T-Mobile 13 6 KaelusTBC0030F1v1 14 6 CSS DBC-7CAP 15 6 (Com_msc_opeT'f5➢T_r F Only leased (3) ATSBT, reduce quantity on next SA. The proposed (12) 15/8" transmission lines were considered stacked (6/6) and installed over one tower face. TES Project Number: 27480 Page 3 November4, 2016 Analysis Results The results of the structural analysis, performed for the wind and ice loading and antenna equipment as defined above, are summarized as the following: Tower Component Legs Diagonals Horizontals Guy Wires Max. Usage: 73.0% 11.0% 63.0% 55.9% Pass/Fail Pass Pass Pass Pass Foundations Base Reactions Inner Anchors Outer Anchors Reactions (kips) Shear Uplift Shear Uplift Shear Original Design Reactions E846.3 6.1 181.2 215.5 99.8 86.3 Analysis Reactions 3.9 101.5 - 120.5 66.1 59.4 Factored Reactions` 8.2 244.6 290.9 134.7 116.5 • Per section 15.5.1 of the TIA-222-6 standard, factored reactions were obtained by multiplying a 1.35 factor to the original design reactions. The foundation has been investigated using the supplied documents and soils report and was found adequate. Therefore, no modification to the foundation will be required. Operational Condition (Rigidity): Operational characteristics of the tower are found to be within the limits prescribed by ANSI/TIA-222-G for the installed antennas. The maximum twist/sway at the elevation of the proposed equipment is 0.0175 degrees under the operational wind speed as specified in the Analysis Criteria. Conclusions Based on the analysis results, the existing structure and its foundation were found to be adequate to safely support the existing and proposed equipment and meet the minimum requirements per the ANSI/TIA-222-G standards, the 2012 IBC and the 2014 Florida Building Code, 5th Edition underthe design basic wind speed specified in the Analysis Criteria. TES Project Number: 27480 Page 4 November 4, 2016 4 Standard Conditions 1. This analysis was performed based on the information supplied to (TES) Tower Engineering Solutions, I.I.C. Verification of the information provided was not included in the Scope of Work for TES. The accuracy of the analysis is dependent on the accuracy of the information provided. 2. The analysis is based on the presumption that the tower members and components along with any existing reinforcement items have been correctly and properly designed, manufactured, installed and maintained. 3. All the existing structural members were assumed to be in good condition with no physical damage or deterioration associated with corrosion. 4. An initial tension of 10% of the break strength on all the existing guy wires was assumed in all the structural analyses of guyed towers unless different values were provided by the client. TES cannot take responsibility for the deviations in the analysis results because of differences in the initial tension forces of the existing guy wires. 5. Secondary component or connection secondary components, welds and bolts are assumed to be able to carry their intended original design loads. TES cannot take responsibility for verification of the adequacy on the connections, bolts and welds present in the structure. 6. The analyses will be performed based on the codes as specified by the client or based on the best knowledge of the engineering staff of TES. In the absence of information to the contrary, all work will be performed in accordance with the latest relevant revision of ANSI/TIA-222. If wind speed and/or ice loads are different from the minimum values recommended by the EIA/TIA-222 standard or other codes, TES should be notified in writing and the applicable minimum values provided by the client. 7. The configuration of the existing mounts, antennas, coax and other appurtenances were supplied by the customer for the current structural analysis. TES has not visited the tower site to verifythe adequacy of the information provided. If there is any discrepancy found in the report regarding the existing conditions, TES should be notified immediately to evaluate the effect of the discrepancy on the analysis results. 8. The client will assume responsibility for rework associated with the differences in initially provided information, including tower and foundation information, existing and/or proposed equipment and transmission lines. 9. If a feasibility analysis was performed, final acceptance of changed conditions shall be based upon a rigorous structural analysis. TES Project Number: 27480 Page 5 November 4, 2016 Site Name: Swain Road Tower Code: EIA/11A-222-G 11/4/2016 III( Type: Guyed Base Shape: Triangle Till Basic WS: 122.00 Height: 450.00 (ft) Base Width: 0.00 Basic Ice WS: 0.00 Base Elev: 0.00 (ft) Top Width: 5.00 Operational WS: 60.00 Page: 1 Tower Fnciuemne Solutions Section Sect Leg Members Diagonal Members Horizontal Members 440.00 1 SOL 31/4' SOLID SOL 3/4' SOLID PLT 4' x 5/8' S23 2-6 SOL 3 1/4' SOLID SOL 314" SOLID SAE 2.5X2.5XO.1875 7 SOL 3 1/4' SOLID SOL 7/8' SOLID SAE 2.SX2.5XO.25 420.80 8 SOL 31/2" SOLID PLT2'Xt/2' SAE 3X3XO.25 sn 9-10 SOL 3" SOLID SOL 7/8' SOLID SAE 2.5X2.5XO.25 400'00 11 SOL 31/4'SOLID PLT2"X5/8" SAE 3X3XO.3125 S21 12 SOL3'SOLID PLT2"X5/8" SAE 3X3XO.3125 380.00 13 SOL 2 314" SOLID SOL 3/4" SOLID SAE 2.5X2.5XO.1875 S20 14-15 SOL 2 3/4" SOLID PLTTX112' SAE 3X3XO.25 36D.00 16 SOL 2 114" SOLID SOL 5/8" SOLID SAE 2X2XO.25 s1s 17-18 SOL 2112" SOLID SOL 7l8' SOLID SAE 2.5X2.5XO.25 340.00 19-20 SOL 2" SOLID SOL 5/8' SOLID SAE 2X2XO.25 sm 21 SOL T SOLID SOL 314"SOLID SAE 2.5X2.5XO.1875 3YO09 22-23 SOL 2' SOLID SOL 5/8" SOLID SAE 2X2XO.25 S17 24 SOL 2' SOLID SOL 314"SOLID SAE 2.5X2.5XO.1875 sts 300.00 �D'0° Discrete Appurtenances Attach Force Elev (ft) Elev (ft) Qty Description S15 260.00 450.00 453.50 1 Lightning Rod, 7' 450.00 450.00 1 Beacon S14 387.00 387.00 1 Shively 4 Bay FM 20.00 377.15 377.15 3 Side Lights S13 256.00 256.00 1 Torque Arms 22D.00 232.00 232.00 6 CeIIMax CMA-BDHH/6520/EO-8 S12 232.00 232.00 3 Andrew DBXNH-6565E-A2M 20D.00 232.00 232.00 3 Andrew TMA-S-DB1921-DD-A TMA's Sill 232.00 232.00 3 Nokia FHFB RRU 180.00 232.00 232.00 3 Nokia FRIJ RRU 910 232.00 232.00 1 Raycep ASU9338TYPOI 232.00 232.00 3 V-Frame (VF13-XX-96)59 160.00 225.00 225.00 1 STL Parabolic Dish 225.00 225.00 1 Pipe Mount 140.00 200.00 200.00 3 Standoffs s8 200.00 200.00 6 JMA Wireless X7CQAP-665-V 120.00 200.00 200.00 6 Kaelus TBCO03OF1v1 S7 200.00 200.00 6 CSS DBC-7CAP 100.00 200.00 200.00 6 Commscope ATSBT-TOP-FM S6 192.00 192.00 1 Torque Arms 80.00 128.00 128.00 1 Torque Arms 55 114.50 114.50 3 Side. Lights 60.00 Sa �s 40.00 e!oo Linear 'Appurtenances Elev Elev From (ft) To (ft)From (ft)To (ft) Q�Description s3 e 20.00 3.00 387.00 1 2" Coax 3.00 232.00 12 1 5/8" Coax S2 4.00 3.00 232.00 1 1.584" Hybrid Download 392.Syk R-.200.00 R: 315.00) 3.00 225.00 1 11/4"Coax 3.00 200.00 12 1 5/8" Coax Hofii396 k uplift 101.50 k 'Uplift 66-09 Horiz 120.54 It Horii 59.38 . Max Guy Wire 55.86% @384.075 ft-718 EHS Copyright O 2016 by Tower Engineering Solutions, LLC. All rights reserved. Site Name: Swain Road Tower Code: EIAMA-222-G 11/4/2016 Type: Guyed Base Shape: Triangle Basic WS: 122.00 Height: 450.00 (ft) Base Width: 0.00 Basic Ice WS: 0.00 ES Base Elev: 0.00 (ft) Top Width: 5.00 Operational WS: 60.00 Page: 2 Tower Ennineerine Solutions Copyright © 2016 by Tower Engineering Solutions, LLC. All tights reserved. ` Type: Guyed Site Name: Swain Road Tower Height: 450.00 (ft) (1)2- 3TO387 hTidway (1)1 Vr 7 To 225 ASdway L Copyright © 2016 by Tower Engineering Solutions, LLC. All rights reserved. 11/4/2016 Page:3 i .4 f N ^n O m� ifi f; Structure: FL04816-A-SBA Site Name: Swain Road Tower Height: 450.00 (ft) Base Elev: 0.000 (ft) Gh: 0.85 Topography: 1 Discrete Appurtenances Properties Attach Elev Code: EIArf1A-222-G 11/4/2016 Exposure: C Crest Height: 0.00 Site Class: E - Weak Soil IES Struct Class: II Page: 4 Towa Enginecang Solutions No Ice Ice Vert CaAa Weight CaAa Len Width Depth Orientation Ecc 450.00 Lightning Rod, 7' 1 35.00 1.050 44.00 1.730 0,000 0.000 0.000 1.00 1.00 3.500 450.00 Beacon 1 15.00 2.400 20.00 2.400 0.000 0.000 0.000 1.00 1.00 0.000 387.00 Shively 4 Bay FM 1 433.00 28.920 717.90 32.850 288.000 3.000 3.000 1.00 1.00 0.000 377.15 Side Lights 3 3.00 0.200 5.80 0.250 8.000 4.000 4.000 1.00 1.00 0.000 256.00 Torque Arms 1 400.00 8.000 750.00 15.000 0.000 0.000 0.000 1.00 1.00 0.000 232.00 CellMax CMA-BDHH/6520/E0-8 6 62.00 9.050 0.00 0.000 64.600 15.900 5.000 0.80 0.70 0.000 232.00 Andrew DBXNH-6565B-A2M 3 46.30 8.170 0.00 0.000 72.700 11.900 7.100 0.80 0.83 0.000 232.00 Andrew TMA-S-DB1921-DD-A TMA's 3 22.00 0.720 0.00 0.000 10.000 .8.600 4.700 0.80 0.67 0.000 232.00 Nokia FHFB RRU 3 51.00 3.630 0.00 0.000 34.300 12.600 7.800 0.80 0.67 0.000 232.00 Nokia FRIJRRU 3 44.00 2.200 0.00 0.000 23.110 11.410 4.840 0.80 0.67 0.000 232.00 Raycap ASU9338TYPOl 1 19.00 3.200 0.00 0.000 20.380 18.860 5.830 0.80 0.67 0.000 232.00 V-Frame (VF13-XX-96) 3 450.00 14.000 550.00 16.000 0.000 0.000 0.000 0.76 0.75 0.000 225.00 STL Parabolic Dish 1 38.00 10.090 129.00 29.500 68.000 36.000 0.000 1.00 1.00 0.000 225.00 Pipe Mount 1 55.00 1.800 63.00 4.340 12.000 0.000 0.000 1.00 1.00 0.000 200.00 Standoffs 3 200.00 8.500 250.00 10.500 0.000 0.000 0.000 0.75 0.75 0.000 200.00 JMA Wireless X7CQAP-665-V 6 45.00 9.550 0.00 0.000 72.000 14.600 7.100 0.80 0.78 0.000 200.00 Kaelus TBC0030Ftvl 6 11.00 0.650 0.00 0.000 9.800 7.900 2.800 0.80 0.67 0.000 200.00 CSS DBC-7CAP 6 7.00 0.610 0.00 0.000 10.480 7.020 1.900 0,80 0.67 0.000 200.00 Commscope ATSBT-TOP-FM 6 1.76 0.170 0.00 0.000 5.630 3.700 2.000 0.80 0.67 0.000 192.00 Torque Arms 1 400.00 8.000 760.00 15.000 0.000 0.000 0.000 1.00 1.00 0.000 128.00 Torque Arms 1 400.00 8.000 750.00 15.000 0.000 0.000 0.000 1.00 1.00 0.000 114.50 Side Lights 3 3.00 0.200 6.80 0.250 8.000 4.000 4.000 1.00 1.00 0.000 Totals: 63 5,013.46 5,658.70 Number of Appurtenances: 22 Copyright 0 2016 by Tower Engineering Solutions, LLC. All rights reserved. Structure: FL04816-A-SBA Site Name: Swain Road Tower Height: 450.00 (ft) Base Elev: 0.000 (ft) Gh: 0.85 Topography: 1 LinearAoaurtenances Properties Code: EIA/TIA-222-G Exposure: C Crest Height: 0.00 Site Class: E - Weak Soil Struct Class: II 11/4/2016 Page:5 1 Towerlingincering Solutions Elev. Elev. Pet Spread Cluster Out From To Width Weight In On Bundling Die of Spacing Orientation Ka (ft) (ft) Description Orly (in) (lb/ft) Block Faces Arrangement (in) Zone (in) Factor Override 3.00 387.00 2" Coax 1 2.00 1.04 100.00 3 Individual NR N 1.00 1.00 3.00 232.00 1 5/8" Coax 12 1.98 1.04 33.30 1 Block N 0.50 1.00 3.00 232.00 1.584" Hybrid 1 1.58 1.00 100.00 1 Individual IR N 1.00 1.00 3.00 225.00 11/4" Coax 1 1.55 0.66 100.00 3 Individual NR N 1.00 1.00 3.00 200.00 1 5/8" Coax 12 1.98 1.04 50.00 2 Block N 0.50 1.00 Copyright © 2016 by Tower Engineering Solutions, LLC. All rights reserved. Structure: FL04816-A-SBA Site Name: Swain Road Tower Height: 450.00 (ft) Code: Exposure: Crest Height: EIAMA-222-G C 0.00 11/412016 , aIES VL Base Elev: 0.000 (ft) Site Class: E -Weak Soil � T.. En&e bg Solutions Gh: 0.85 Topography: 1 Struct Class: II Page: 6 Load Case: 1.2D + 1.6W Normal Wind 1.2D + 1.6W 122 mph Wind at Normal Load Factor: 1.60 Load Factor: 1.20 7ceWind Wind Importance Factor:Dead Ice Dead Load Factor: 0.00 Ice Importance Factor: Wind Flat Round Round Ice Eff Linear Linear Total Struct Linear Total Sect Height qz Area Area Area Sol Thick Area Area Area Weight Weight Force Force Force Sect (ft) (psf) (sqft) (sqft) (sqft) Ratio Cf Df Dr (in) (sqft) (sqft) (sqft) (lb) Ice (lb) (lb) (lb) (Ib) 1 2.0 27.53 0.446 3.49 0.00 0.35 2.16 1.00 1.00 0.00 2.64 2.41 0.00 898.2 0.0 213.77 78.36 292.13 2 12.0 27.53 3.941 11.72 0.00 0.19 2.64 1.00 1.00 0.00 10.73 38.58 0.00 2,654.6 0.0 1061.87 1253.82 2,315.68 3 30.0 31.81 5.911 14.65 0.00 0.20 2.61 1.00 1.00 0.00 14.38 48.22 0.00 3,372.7 0.0 1626.20 1811.12 3,436.32 4 50.0 35.42 5.911 14.65 0.00 0.20 2.61 1.00 1.00 0.00 14.30 48.22 0.00 3,372.7 0.0 1799.65 2016.76 3,816.40 5 70.0 38.03 5.968 14.65 0.00 0.20 2.61 1.00 1.00 0.00 14.30 48.22 0.00 3,372.7 0.0 1930.81 2164.80 4,095.60 6 90.0 40.09 5.911 14.65 0.00 0.20 2.61 1.00 1.00 0.00 14.20 48.22 0.00 3,372.7 0.0 2022.81 2282.42 4,305.22 7 110.0 41.82 5.911 15.28 0.00 0.20 2.59 1.00 1.00 0.00 14.57 48.22 0.00 3,608.6 0.0 2147.82 2380.91 4,528.73 8 130.0 43.3214.842 11.67 0.00 0.25 2.44 1.00 1.00 0.00 21.30 48.22 0.00 4,153.9 0.0 3057.56 2466.13 5,523.69 9 150.0 44.64 5.938 14.46 0.00 0.19 2.62 1.00 1.00 0.00 14.18 48.22 0.00 3,307.6 0.0 2251.67 2541.56 4,793.23 10 170.0 45.83 5.938 14.46 0.00 0.19 2.62 1.00 1.00 0.00 14.16 48.22 0.00 3,307.6 0.0 2308.62 2609.42 4,918.04 11 190.0 46.9214.898 10.83 0.00 0.24 2.46 1.00 1.00 0.00 20.93 48.22 0.00 4,112.8 0.0 3278.82 2671.24 5,950.06 12 210.0 47.9217.328 10.00 0.00 0.26 2.41 1.00 1.00 0.00 23.04 24.26 0.00 3,731.9 0.0 3613.73 1322.38 4,936.10 13 230.0 48.85 5.964 13.01 0.00 0.18 2.66 1.00 1.00 0.00 13.39 14.98 0.00 2,354.6 0.0 2364.98 829.30 3,194.28 14 250.0 49.71 15.009 9.17 0.00 0.23 2.50 1.00 1.00 0.00 20.24 3.33 0.00 2,612.9 0.0 3414.98 162.26 3,577.24 15 270.0 50.52 17.394 9.17 0.00 0.25 2.43 1.00 1.00 0.00 22.68 3.33 0.00 2.789.3 0.0 3779.40 164.91 3,944.31 16 290.0 51.29 4.813 10.72 0.00 0.15 2.77 1.00 1.00 0.00 10.95 3.33 0.00 1,583.1 0.0 2118.10 167.41 2,285.51 17 310.0 52.01 5.990 12.83 0.00 0.18 2.66 1.00 1.00 0.00 13.40 3.33 0.00 2,139.7 0.0 2522.92 169.78 2,692.70 18 330.0 52.70 6.033 12.83 0.00 0.18 2.66 1.00 1.00 0.00 13.43 3.33 0.00 2,139.7 0.0 2561.95 172.03 2,733.97 19 350.0 63.36 4.833 9.90 0.00 0.14 2.80 1.00 1.00 0.00 10.49 3.33 0.00 1,378.6 0.0 2131.49 174.17 2.305.66 20 370.0 53.99 4.833 9.90 0.00 0.14 2.80 1.00 1.00 0.00 10.49 3.33 0.00 1,378.6 0.0 2156.57 176.22 2,332.79 21 390.0 54.59 6.076 10.55 0.00 0.16 2.73 1.00 1.00 0.00 12.13 1.17 0.00 1,454.8 0.0 2460.91 62.36 2,523.27 22 410.0 55.17 4.833 9.90 0.00 0.14 2.80 1.00 1.00 0.00 10.49 0.00 0.00 1,353.7 0.0 2203.69 0.00 2,203.69 23 430.0 55.72 4.833 9.90 0.00 0.14 2.80 1.00 1.00 0.00 10.49 0.00 0.00 1,353.7 0.0 2225.89 0.00 2,225.89 24 445.0 66.13 4.063 5.51 0.00 0.19 2.65 1.00 1.00 0.00 7.25 0.00 0.00 799.5 0.0 1464.13 0.00 1,464.13 60,604.1 0.0 80,394.64 Copyright © 2016 by Tower Engineering Solutions, LLC. All rights reserved. Structure: FL04816-A-SBA Code: EIAMA-222-G 11/4/2016 Site Name: Swain Road Tower Exposure: C 11 Height: 450.00 (ft) Crest Height: 0.00 z Base Elev: 0.000 (ft) Site Class: E - Weak Soil IESM Gh: 0.85 Topography: 1 Struct Class: II Page: 7 Tower Engineering Solutions Load Case: 1.2D + 1.6W 60° Wind 1.2D + 1.6W 122 mph Wind at 60' From Face Wind Load Factor: 1.60 Wind Importance Factor: 1.00 Dead Load Factor: 1.20 Ice Dead Load Factor: 0.00 Ice Importance Factor: 1.00 Total Total Ice Ice Wind Flat Round Round Ice Eff Linear Linear Total Struct Linear Total Sect Height qz Area Area Area Sol Thick Area Area Area Weight Weight Force Force Force Seq (ft) (psf) (sgft) (sgft) (sgft) Ratio Cf Df Dr (in) (sgft) (sqft) (sgft) (lb) Ice (lb) (lb) (lb) (lb) 1 2.0 27.53 0.446 3.49 0.00 0.35 2.16 0.80 1.00 0.00 2.55 2.41 0.00 898.2 0.0 206.56 78.36 284.92 2 12.0 27.53 3.941 11.72 0.00 0.19 2.64 0.80 1.00 0.00 9.94 38.58 0.00 2,654.5 0.0 983.83 1253.82 2,237.65 3 30.0 31.81 5.911 14.65 0.00 0.20 2.61 0.80 1.00 0.00 13.19 48.22 0.00 3,372.7 0.0 1491.55 1811.12 3,302.68 4 50.0 35.42 5.911 14.65 0.00 0.20 2.61 0.80 1.00 0.00 13.11 48.22 0.00 3,372.7 0.0 1650.83 2016.76 3,667.58 5 70.0 38.03 5.968 14.65 0.00 0.20 2.61 0.80 1.00 0.00 13.11 48.22 0.00 3,372.7 0.0 1769.65 2164.80 3,934.45 6 90.0 40.09 5.911 14.65 0.00 0.20 2.61 0.80 1.00 0.00 13.02 48.22 0.00 3,372.7 0.0 1854.38 2282.42 4,136.80 7 110.0 41.82 5.911 15.28 0.00 0.20 2.59 0.80 1.00 0.00 13.38 48.22 0.00 3,608.5 0.0 1973.49 2380.91 4,354.39 8 130.0 43.3214.842 11.67 0.00 0.25 2.44 0.80 1.00 0.00 18.34 48.22 0.00 4,153.9 0.0 2631.54 2466.13 5,097.67 9 150.0 44.64 5.938 14.46 0.00 0.19 2.62 0.80 1.00 0.00 12.99 48.22 0.00 3,307.6 0.0 2063.12 2541.56 4,604.68 10 170.0 45.83 5.938 14.46 0.00 0.19 2.62 0.80 1.00 0.00 12.97 48.22 0.00 3,307.6 0.0 2115.04 2609.42 4,724.46 11 190.0 46.9214.898 10.83 0.00 0.24 2A6 0.80 1.00 0.00 17.95 48.22 0.00 4,112.8 0.0 2811.98 2671.24 5,483.22 12 210.0 47.9217.328 10.00 0.00 0.26 2Al 0.80 1.00 0.00 19.67 24.26 0.00 3,731.9 0.0 3070.07 1322.38 4,392.44 13 230.0 48.85 5.964 13.01 0.00 0.18 2.66 0.80 1.00 0.00 12.19 14.98 0.00 2,354.6 0.0 2154.27 829.30 2,983.57 14 250.0 49.71 15.009 9.17 0.00 0.23 2.50 0.80 1.00 0.00 17.24 3.33 0.00 2,612.9 0.0 2908.59 162.26 3,070.85 15 270.0 50.5217.394 9.17 0.00 0.25 2.43 0.80 1.00 0.00 19.20 3.33 0.00 2,789.3 0.0 3199.67 164.91 3,364.48 15 290.0 51.29 4.813 10.72 0.00 0.15 2.77 0.80 1.00 0.00 9.99 3.33 0.00 1.583.1 0.0 1931.96 167.41 2,099.37 17 310.0 52.01 5.990 12.83 0.00 0.18 2.66 0.80 1.00 0.00 12.20 3.33 0.00 2,139.7 0.0 2297.35 169.78 2,467.12 18 330.0 52.70 6.033 12.83 0.00 0.18 2.66 0.80 1.00 0.00 12.23 3.33 0.00 2,139.7 0.0 2331.86 172.03 2,503.88 19 350.0 53.36 4.833 9.90 0.00 0.14 2.80 0.80 1.00 0.00 9.53 3.33 0.00 1,378.6 0.01935.13 174.17 2,109.30 20 370.0 53.99 4.833 9.90 0.00 0.14 2.80 0.80 1.00 0.00 9.53 3.33 0.00 1,378.6 0.01957.90 176.22 2,134.12 21 390.0 54.59 6.076 10.55 0.00 0.16 2.73 0.80 1.00 0.00 10.92 1.17 0.00 1,454.8 0.0 2214.42 62.36 2,276.78 22 410.0 55.17 4.833 9.90 0.00 0.14 2.80 0.80 1.00 0.00 9.53 0.00 0.00 1,353.7 0.0 2000.68 0.00 2,000.68 23 430.0 55.72 4.833 9.90 0.00 0.14 2.80 0.80 1.00 0.00 9.53 0.00 0.00 1,353.7 0.0 2020.84 0.00 2,020.84 24 445.0 56.13 4.063 5.51 0.00 0.19 2.65 0.80 1.00 0.00 6.44 0.00 0.00 799.5 0.01300.01 0.00 1,300.01 60,604.1 0.0 74,551.93 Copyright 0 2016 by Tower Engineering Solutions, LLC. All rights reserved. Structure: FL04816-A-SBA Site Name: Swain Road Tower Height: 450.00 (ft) Code: Exposure: Crest Height: EIAMA-222-G C 0.00 11l4l2016 x IES. Base Elev: 0.000 (ft) Site Class: E - Weak Soil Tower Engineering Solutions Gh: 0.85 Topography: 1 Struct Class: II Page: 8 Load Case: 1.2D + 1.6W 900 Wind 1.2D + 1.6W 122 mph Wind at 900 From Face Wind Load Factor: 1.60 Dead Load Factor: 1.20 Wind Importance Factor: 1.00 Ice Dead Load Factor: 0.00 Ice Importance Factor: 1.00 Total Total Ice Ice Wind Flat Round Round Ice Eff Linear Linear Total Struct Linear Total Sect Height qz Area Area Area Sol Thick Area Area Area Weight Weight Force Force Force Seq (it) (psf) (sqft) (sqft) (sqft) Ratio Cf Df Dr (in) (sqft) (sqft) (sqft) (lb) Ice (lb) (lb) (lb) (lb) 1 2.0 27.53 0.446 3.49 0.00 0.35 2.16 0.85 1.00 0.00 2.58 2.41 0.00 898.2 0.0 208.36 78.36 286.72 2 12.0 27.53 3.941 11.72 0.00 0.19 2.64 0.85 1.00 0.00 10.13 38.58 0.00 2,654.5 0.0 1003.34 1253.82 2,257.16 3 30.0 31.81 5.911 14.65 0.00 0.20 2.61 0.85 1.00 0.00 13.49 48.22 0.00 3,372.7 0.0 1524.97 1811.12 3,336.09 4 50.0 35.42 5.911 14.65 0.00 0.20 2.61 0.85 1.00 0.00 13.41 48.22 0.00 3,372.7 0.0 1688.03 2016.76 3,704.79 5 70.0 38.03 5.968 14.65 0.00 0.20 2.61 0.85 1.00 0.00 13.40 48.22 0.00 3,372.7 0.0 1809.94 2164.80 3,974.74 6 90.0 40.09 5.911 14.65 0.00 0.20 2.61 0.85 1.00 0.00 13.31 48.22 0.00 3,372.7 0.0 1896.49 2282.42 4,178.90 7 110.0 41.82 5.911 15.28 0.00 0.20 2.59 0.85 1.00 0.00 13.68 48.22 0.00 3,608.5 0.0 2017.07 2380.91 4,397.98 8 130.0 43.3214.842 11.67 0.00 0.25 2.44 0.85 1.00 0.00 19.08 48.22 0.00 4,153.9 0.0 2738.05 2466.13 5,204.18 9 150.0 44.64 5.938 14.46 0.00 0.19 2.62 0.85 1.00 0.00 13.29 48.22 0.00 3,307.6 0.0 2110.26 2541.56 4,651.81 10 170.0 45.83 5.938 14.46 0.00 0.19 2.62 0.85 1.00 0.00 13.27 48.22 0.00 3,307.6 0.0 2163.43 2609.42 4,772.85 11 190.0 46.9214.898 10.83 0.00 0.24 2.46 0.85 1.00 0.00 18.69 48.22 0.00 4,112.8 0.0 2928.69 2671.24 5,599.93 12 210.0 47.9217.328 10.00 0.00 0.26 2.41 0.85 1.00 0.00 20.44 24.26 0.00 3,731.9 0.0 3205.98 1322.38 4,528.36 13 230.0 48.85 5.964 13.01 0.00 0.18 2.66 0.85 1.00 0.00 12.49 14.98 0.00 2,354.6 0.0 2206.95 829.30 3,036.25 14 250.0 49.71 15.009 9.17 0.00 0.23 2.50 0.85 1.00 0.00 17.99 3.33 0.00 2,612.9 0.0 3035.19 162.26 3,197.45 15 270.0 50.5217.394 9.17 0.00 0.25 2.43 0.85 1.00 0.00 20.07 3.33 0.00 2,789.3 0.0 3344.53 164.91 3,509.44 16 290.0 51.29 4.813 10.72 0.00 0.15 2.77 0.85 1.00 0.00 10.23 3.33 0.00 1,583.1 0.0 1978.50 167.41 2,145.91 17 310.0 52.01 5.990 12.83 0.00 0.18 2.66 0.85 1.00 0.00 12.50 3.33 0.00 2,139.7 0.0 2353.74 169.78 2,523.52 18 330.0 52.70 6.033 12.83 0.00 0.18 2.66 0.85 1.00 0.00 12.53 3.33 0.00 2,139.7 0.0 2389.38 172.03 2,561.40 19 350.0 53.36 4.833 9.90 0.00 0.14 2.80 0.85 1.00 0.00 9.77 3.33 0.00 1,378.6 0.01984.22 174.17 2,158.39 20 370.0 53.99 4.833 9.90 0.00 0.14 2.80 0.85 1.00 0.00 9.77 3.33 0.00 1,378.6 0.0 2007.57 176.22 2,183.79 21 390.0 54.59 6.076 10.55 0.00 0.16 2.73 0.85 1.00 0.00 11.22 1.17 0.00 1,454.8 0.0 2276.04 62.36 2.338.40 22 410.0 55.17 4.833 9.90 0.00 0.14 2.80 0.85 1.00 0.00 9.77 0.00 0.00 1,353.7 0.0 2051.43 0.00 2,051.43 23 430.0 55.72 4.833 9.90 0.00 0.14 2.80 0.85 1.00 0.00 9.77 0.00 0.00 1,353.7 0.0 2072.10 0.00 2.072.10 24 445.0 56.13 4.063 5.51 0.00 0.19 2.65 0.85 1.00 0.00 6.64 0.00 0.00 799.5 0.0 1341.04 0.00 1,341.04 60,604.1 0.0 76,012.61 Copyright © 2016 by Tower Engineering Solutions, LLC. All rights reserved. Structure: FL04816-A-SBA Code: EIAMA-222-G 11/4/2016 Site Name: Swain Road Tower Exposure: C Height: 450.00 (ft) Crest Height: 0.00 , Base Elev: 0.000 (ft) Site Class: E - Weak Soil . Gh: 0.85 Topography: 1 Struct Class: II Page: 9 Tower Fngineenng$oluflom Load Case: 0.9D + 1.6W Normal Wind Wind Load Factor: 1.60 Dead Load Factor: 0.90 Ice Dead Load Factor: 0.00 0.9D + 1.6W 122 mph Wind at Normal Wind Importance Factor: Ice Importance Factor: To Face 1.00 1.00 Total Total Ice Ice Wind Flat Round Round Ice Eff Linear Linear Total Struct Linear Total Sect Height qz Area Area Area Sol Thick Area Area Area Weight Weight Force Force Force Seq (ft) (psf) (sqft) (sqft) (sqft) Ratio Cf Df or (in) (sqft) (sqft) (sqft) (lb) Ice (lb) (lb) (lb) (lb) 1 2.0 27.53 0.446 3.49 0.00 0.35 2.16 1.00 1.00 0.00 2.64 2.41 0.00 673.7 0.0 213.77 78.36 292.13 2 12.0 27.53 3.941 11.72 0.00 0.19 2.64 1.00 1.00 0.00 10.73 38.58 0.00 1,990.9 0.0 1061.87 1253.82 2,315.68 3 30.0 31.81 5.911 14.65 0.00 0.20 2.61 1.00 1.00 0.00 14.38 48.22 0.00 2,529.6 0.0 1625.20 1811.12 3,436.32 4 50.0 35.42 5.911 14.65 0.00 0.20 2.61 1.00 1.00 0.00 14.30 48.22 0.00 2,529.6 0.0 1799.65 2016.76 3,816.40 5 70.0 38.03 5.968 14.65 0.00 0.20 2.61 1.00 1.00 0.00 14.30 48.22 0.00 2,529.6 0.0 1930.81 2164.80 4,095.60 6 90.0 40.09 5.911 14.65 0.00 0.20 2.61 1.00 1.00 0.00 14.20 48.22 0.00 2,529.6 0.0 2022.81 2282.42 4,305.22 7 110.0 41.82 5.911 15.28 0.00 0.20 2.59 1.00 1.00 0.00 14.57 48.22 0.00 2,706.4 0.0 2147.82 2380.91 4,528.73 8 130.0 43.3214.842 11.67 0.00 0.25 2.44 1.00 1.00 0.00 21.30 48.22 0.00 3,115.4 0.0 3057.56 2466.13 5,523.69 9 150.0 44.64 5.938 14.46 0.00 0.19 2.62 1.00 1.00 0.00 14.18 48.22 0.00 2,480.7 0.0 2251.67 2541.56 4,793.23 10 170.0 45.83 5.938 14.46 0.00 0.19 2.62 1.00 1.00 0.00 14.16 48.22 0.00 2,480.7 0.0 2308.62 2609.42 4,918.04 11 190.0 46.9214.898 10.83 0.00 0.24 2.46 1.00 1.00 0.00 20.93 48.22 0.00 3,084.6 0.0 3278.82 2671.24 5,950.06 12 210.0 47.9217.328 10.00 0.00 0.26 2.41 1.00 1.00 0.00 23.04 24.26 0.00 2,798.9 0.0 3613.73 1322.38 4,936.10 13 230.0 48.85 5.964 13.01 0.00 0.18 2.66 1.00 1.00 0.00 13.39 14.98 0.00 1,765.9 0.0 2364.98 829.30 3,194.28 14 250.0 49.71 15.009 9.17 0.00 0.23 2.50 1.00 1.00 0.00 20.24 3.33 0.00 1,959.7 0.0 3414.98 162.26 3,577.24 15 270.0 50.5217.394 9.17 0.00 0.25 2.43 1.00 1.00 0.00 22.68 3.33 0.00 2,092.0 0.0 3779.40 164.91 3.944.31 16 290.0 51.29 4.813 10.72 0.00 0.15 2.77 1.00 1.00 0.00 10.95 3.33 0.00 1,187.3 0.0 2118.10 167.41 2,285.51 17 310.0 52.01 5.990 12.83 0.00 0.18 2.66 1.00 1.00 0.00 13.40 3.33 0.00 1,604.8 0.0 2522.92 169.78 2,692.70 18 330.0 52.70 6.033 12.83 0.00 0.18 2.66 1.00 1.00 0.00 13.43 3.33 0.00 1,604.8 0.0 2561.95 172.03 2,733.97 19 350.0 53.36 4.833 9.90 0.00 0.14 2.80 1.00 1.00 0.00 10.49 3.33 0.00 1,034.0 0.0 2131.49 174.17 2,305.66 20 370.0 53.99 4.833 9.90 0.00 0.14 2.80 1.00 1.00 0.00 10.49 3.33 0.00 1,034.0 0.0 2156.57 176.22 2,332.79 21 390.0 54.59 6.076 10.55 0.00 0.16 2.73 1.00 1.00 0.00 12.13 1.17 0.00 1,091.1 0.0 2460.91 62.36 2,523.27 22 410.0 55.17 4.833 9.90 0.00 0.14 2.80 1.00 1.00 0.00 10.49 0.00 0.00 1,015.3 0.0 2203.69 0.00 2,203.69 23 430.0 55.72 4.833 9.90 0.00 0.14 2.80 1.00 1.00 0.00 10.49 0.00 0.00 1,015.3 0.0 2225.89 0.00 2,225.89 24 445.0 56.13 4.063 5.51 0.00 0.19 2.65 1.00 1.00 0.00 7.25 0.00 0.00 599.6 0.01464.13 0.00 1,464.13 45,453.1 0.0 80,394.64 Copyright O 2016 by Tower Engineering Solutions, LLC. All rights reserved. ' Structure: FL04816-A-SBA Code: EIA/11A-222-G 11/4/2016 Site Name: Swain Road Tower Height: 450.00 (ft) Exposure: Crest Height: C 0.00 xIES Base Elev: 0.000 (ft) Site Class: E - Weak Soil ES Town Engineuing Solutions Gh: 0.85 Topography: 1 Struct Class: II Page: 10 Load Case: 0.9D+ 1.6W 60° Wind 0.9D + 1.6W 122 mph Wind at 60° From Face Wind Load Factor: 1.60 Wind Importance Factor: 1.00 Dead Load Factor: 0.90 Ice Dead Load Factor: 0.00 Ice Importance Factor: 1.00 Total Total Ice Ice Wind Flat Round Round Ice Eff Linear Linear Total Struct Linear Total Sect Height qz Area Area Area Sol Thick Area Area Area Weight Weight Force Force Force Seq (ft) (psf) (sgft) (sgft) (sgft) Ratio Cf of Dr (in) (sgft) (sgft) (sgft) (lb) Ice (Ib) (lb) (Ib) (lb) 1 2.0 27.53 0.446 3.49 0.00 0.35 2.16 0.80 1.00 0.00 2.55 2.41 0.00 673.7 0.0 206.56 78.36 284.92 2 12.0 27.63 3.941 11.72 0.00 0.19 2.64 0.80 1.00 0.00 9.94 38.58 0.00 1,990.9 0.0 983.83 1253.82 2,237.65 3 30.0 31.81 5.911 14.65 0.00 0.20 2.61 0.80 1.00 0.00 13.19 48.22 0.00 2,529.6 0.0 1491.55 1811.12 3,302.68 4 50.0 35.42 5.911 14.65 0.00 0.20 2.61 0.80 1.00 0.00 13.11 48.22 0.00 2,529.6 0.0 1650.83 2016.76 3,667.58 5 70.0 38.03 5.968 14.65 0.00 0.20 2.61 0.80 1.00 0.00 13.11 48.22 0.00 2,529.6 0.0 1769.65 2164.80 3,934.45 6 90.0 40.09 5.911 14.65 0.00 0.20 2.61 0.80 1.00 0.00 13.02 48.22 0.00 2,529.6 0.0 1854.38 2282.42 4,136.80 7 110.0 41.82 5.911 15.28 0.00 0.20 2.59 0.80 1.00 0.00 13.38 48.22 0.00 2,706.4 0.0 1973.49 2380.91 4,354.39 8 130.0 43.32 14.842 11.67 0.00 0.25 2.44 0.80 1.00 0.00 18.34 48.22 0.00 3.115.4 0.0 2631.54 2466.13 5,097.67 9 150.0 44.64 5.938 14.46 0.00 0.19 2.62 0.80 1.00 0.00 12.99 48.22 0.00 2,480.7 0.0 2063.12 2541.56 4,604.68 10 170.0 45.83 5.938 14.46 0.00 0.19 2.62 0.80 1.00 0.00 12.97 48.22 0.00 2,480.7 0.0 2115.04 2609.42 4,724.46 11 190.0 46.9214.898 10.83 0.00 0.24 2.46 0.80 1.00 0.00 17.95 48.22 0.00 3,084.6 0.0 2811.98 2671.24 5,483.22 12 210.0 47.92 17.328 10.00 0.00 0.26 2.41 0.80 1.00 0.00 19.57 24.26 0.00 2,798.9 0.0 3070.07 1322.38 4,392.44 13 230.0 48.85 5.964 13.01 0.00 0.18 2.66 0.80 1.00 0.00 12.19 14.98 0.00 1,765.9 0.0 2154.27 829.30 2,983.57 14 250.0 49.71 15.009 9.17 0.00 0.23 2.50 0.80 1.00 0.00 17.24 3.33 0.00 1,959.7 0.0 2908.59 162.26 3,070.85 15 270.0 50.5217.394 9.17 0.00 0.25 2.43 0.80 1.00 0.00 19.20 3.33 0.00 2,092.0 0.0 3199.57 164.91 3,364.48 16 290.0 51.29 4.813 10.72 0.00 0.15 2.77 0.80 1.00 0.00 9.99 3.33 0.00 1,187.3 0.01931.96 167.41 2,099.37 17 310.0 52.01 5.990 12.83 0.00 0.18 2.66 0.80 1.00 0.00 12.20 3.33 0.00 1,604.8 0.0 2297.36 169.78 2,467.12 18 330.0 52.70 6.033 12.83 0.00 0.18 2.66 0.80 1.00 0.00 12.23 3.33 0.00 1,604.8 0.0 2331.86 172.03 2,503.88 19 350.0 53.36 4.833 9.90 0.00 0.14 2.80 0.80 1.00 0.00 9.53 3.33 0.00 1,034.0 0.01935.13 174.17 2,109.30 20 370.0 53.99 4.833 9.90 0.00 0.14 2.80 0.80 1.00 0.00 9.53 3.33 0.00 1,034.0 0.0 1957.90 176.22 2,134.12 21 390.0 54.59 6.076 10.55 0.00 0.16 2.73 0.80 1.00 0,00 10.92 1.17 0.00 1,091.1 0.0 2214.42 62.36 2,276.78 22 410.0 55.17 4.833 9.90 0.00 0.14 2.80 0.80 1.00 0.00 9.53 0.00 0.00 1,015.3 0.0 2000.68 0.00 2,000.68 23 430.0 55.72 4.833 9.90 0.00 0.14 2.80 0.80 1.00 0.00 9.53 0.00 0.00 1,015.3 0.0 2020.84 0.00 2,020.84 24 445.0 56.13 4.063 5.51 0.00 0.19 2.65 0.80 1.00 0.00 6.44 0.00 0.00 599.6 0.01300.01 0.00 1,300.01 45,453.1 0.0 74,551.93 Copyright O 2016 by Tower Engineering Solutions, LLC. All rights reserved. Structure: FL04816-A-SBA Site Name: Swain Road Tower Height: 450.00 (ft) Base Elev: 0.000 (ft) Gh: 0.85 Topography: 1 Load Case: 0.9D + 1.6W 90° Wind Wind Load Factor: 1.60 Dead Load Factor: 0.90 Ice Dead Load Factor: 0.00 Total Total Ice Wind Flat Round Round Sect Height qz Area Area Area Sol Seq (ft) (psf) (sgft) (sgft) (sgft) Ratio Cf Code: EIAMA-222-G 11/4/2016 Exposure: C Crest Height: E - I E S Site Class: -Weak Soil 0.9D + 1.6W 122 mph Wind at 900 From Face Wind Importance Factor: 1.00 Ice Importance Factor: 1.00 Ice Eff Linear Linear Total Struts Linear Total Thick Area Area Area Weight Weight Force Force Force Df Dr (in) (sgft) (sqft) (sgft) (lb) Ice (lb) (lb) (lb) (lb) 1 2.0 27.53 0.446 3.49 0.00 0.35 2.16 0.85 1.00 0.00 2.58 2.41 2 12.0 27.53 3.941 11.72 0.00 0.19 2.64 0.85 1.00 0.00 10.13 38.58 3 30.0 31.81 5.911 14.65 0.00 0.20 2.61 0.85 1.00 0.00 13.49 48.22 4 50.0 35.42 5.911 14.65 0.00 0.20 2.61 0.85 1.00 0.00 13.41 48.22 5 70.0 38.03 5.968 14.65 0.00 0.20 2.61 0.85 1.00 0.00 13.40 48.22 6 90.0 40.09 5.911 14.65 0.00 0.20 2.61 0.85 1.00 0.00 13.31 48.22 7 110.0 41.82 5.911 15.28 0.00 0.20 2.59 0.85 1.00 0.00 13.68 48.22 8 130.0 43.3214.842 11.67 0.00 0.25 2.44 0.85 1.00 0.00 19.08 48.22 9 150.0 44.64 5.938 14.46 0.00 0.19 2.62 0.85 1.00 0.00 13.29 48.22 10 170.0 45.83 5.938 14.46 0.00 0.19 2.62 0.85 1.00 0.00 13.27 48.22 11 190.0 46.92 14.898 10.83 0.00 0.24 2.46 0.85 1.00 0.00 18.69 48.22 12 210.0 47.9217.328 10.00 0.00 0.26 2.41 0.85 1.00 0.00 20.44 24.26 13 230.0 48.85 5.964 13.01 0.00 0.18 2.66 0.85 1.00 0.00 12.49 14.98 14 250.0 49.7116.009 9.17 0.00 0.23 2.50 0.85 1.00 0.00 17.99 3.33 15 270.0 50.5217.394 9.17 0.00 0.25 2.43 0.85 1.00 0.00 20.07 3.33 16 290.0 51.29 4.813 10.72 0.00 0.15 2.77 0.85 1.00 0.00 10.23 3.33 17 310.0 52.01 5.990 12.83 0.00 0.18 2.66 0.85 1.00 0.00 12.50 3.33 18 330.0 52.70 6.033 12.83 0.00 0.18 2.66 0.85 1.00 0.00 12.53 3.33 19 350.0 53.36 4.833 9.90 0.00 0.14 2.80 0.85 1.00 0.00 9.77 3.33 20 370.0 53.99 4.833 9.90 0.00 0.14 2.80 0.85 1.00 0.00 9.77 3.33 21 390.0 54.59 6.076 10.55 0.00 0.16 2.73 0.85 1.00 0.00 11.22 1.17 22 410.0 55.17 4.833 9.90 0.00 0.14 2.80 0.85 1.00 0.00 9.77 0.00 23 430.0 55.72 4.833 9.90 0.00 0.14 2.80 0.85 1.00 0.00 9.77 0.00 24 445.0 56.13 4.063 5.51 0.00 0.19 2.65 0.85 1.00 0.00 6.64 0.00 0.00 673.7 0.0 208.36 78.36 286.72 0.00 1,990.9 0.0 1003.34 1253.82 2,257.16 0.00 2,529.6 0.0 1524.97 1811.12 3,336.09 0.00 2,529.6 0.0 1688.03 2016.76 3,704.79 0.00 2.529.6 0.0 1809.94 2164.80 3,974.74 0.00 2,529.6 0.0 1896.49 2282.42 4,178.90 0.00 2,706.4 0.0 2017.07 2380.91 4,397.98 0.00 3,115.4 0.0 2738.05 2466.13 5,204.18 0.00 2,480.7 0.0 2110.26 2541.56 4,651.81 0.00 2,480.7 0.0 2163.43 2609.42 4,772.85 0.00 3,084.6 0.0 2928.69 2671.24 5.599.93 0.00 2,798.9 0.0 3205.98 1322.38 4,528.36 0.00 1,765.9 0.0 2206.95 829.30 3.036.25 0.00 1,959.7 0.0 3035.19 162.26 3,197.45 0.00 2,092.0 0.0 3344.63 164.91 3,509.44 0.00 1,187.3 0.01978.50 167.41 2,145.91 0.00 1,604.8 0.0 2353.74 169.78 2,523.52 0.00 1,604.8 0.0 2389.38 172.03 2,561.40 0.00 1,034.0 0.0 1984.22 174.17 2,158.39 0.00 1,034.0 0.0 2007.57 176.22 2,183.79 0.00 1,091.1 0.0 2276.04 62.36 2,338.40 0.00 1,015.3 0.0 2051.43 0.00 2,051.43 0.00 1,015.3 0.0 2072.10 0.00 2.072.10 0.00 599.6 0.01341.04 0.00 1,341.04 45,453.1 0.0 76,012.61 Copyright © 2016 by Tower Engineering Solutions, LLC. All rights reserved. e Structure: FL04816-A-SBA Code: EIAMA-222-G 11/4/2016 '' 1 Site Name: Swain Road Tower Exposure: C r Height: 450.00 (ft) Crest Height: 0.00 x 1 Base Elev: 0.000 (ft) Site Class: E - Weak Soil S Gh: 0.85 Topography: 1 Struct Class: II Page: 12 Tower Engineering Soimiom Load Case: 1.013 + 1.OW Normal Wind 1.OD + 1.OW 60 mph Wind at Normal To Face Wind Load Factor: 1.00 Wind Importance Factor: 1.00 Dead Load Factor: 1.00 Ire Dead Load Factor: 0.00 Ice Importance Factor: 1.00 Wind Flat Round Round Ice Eff Linear Linear Total Struct Linear Total Sect Height qz Area Area Area Sol Thick Area Area Area Weight Weight Force Force Force Seq (ft) (psf) (sqft) (sgft) (sqft) Ratio Cf of Dr (in) (sqft) (sqft) (sqft) (Ib) Ice (lb) (lb) (lb) (lb) 1 2.0 6.66 0.446 3.49 0.00 0.35 2.16 1.00 1.00 0.00 2.64 2.41 0.00 748.5 0.0 32.32 11.85 44.16 2 12.0 6.66 3.941 11.72 0.00 0.19 2.64 1.00 1.00 0.00 10.73 38.58 0.00 2,212.1 0.0 160.52 189.54 350.06 3 30.0 7.69 5.911 14.65 0.00 0.20 2.61 1.00 1.00 0.00 14.41 48.22 0.00 2,810.6 0.0 246.25 273.79 520.03 4 50.0 8.57 5.911 14.65 0.00 0.20 2.61 1.00 1.00 0.00 14.41 48.22 0.00 2,810.6 0.0 274.20 304.87 579.07 5 70.0 9.20 5.968 14.65 0.00 0.20 2.61 1.00 1.00 0.00 14.47 48.22 0.00 2,810.6 0.0 295.31 327.25 622.56 6 90.0 9.70 5.911 14.65 0.00 0.20 2.61 1.00 1.00 0.00 14.41 48.22 0.00 2,810.6 0.0 310.32 345.03 655.35 7 110.0 10.12 5.911 15.28 0.00 0.20 2.59 1.00 1.00 0.00 14.81 48.22 0.00 3,007.1 0.0 330.05 359.92 689.97 8 130.0 10.4814.842 11.67 0.00 0.25 2.44 1.00 1.00 0.00 21.67 48.22 0.00 3,461.5 0.0 470.10 372.80 842.90 9 150.0 10.80 5.938 14.46 0.00 0.19 2.62 1.00 1.00 0.00 14.34 48.22 0.00 2,756.3 0.0 344.12 384.20 728.33 10 170.0 11.09 5.938 14.46 0.00 0.19 2.62 1.00 1.00 0.00 14.34 48.22 0.00 2,756.3 0.0 353.31 394.46 747.78 11 190.0 11.3514.898 10.83 0.00 0.24 2.46 1.00 1.00 0.00 21.22 48.22 0.00 3,427.3 0.0 502.60 403.81 906.41 12 210.0 11.5917.328 10.00 0.00 0.26 2.41 1.00 1.00 0.00 23.20 24.26 0.00 3,109.9 0.0 550.26 199.90 750.17 13 230.0 11.81 5.964 13.01 0.00 0.18 2.66 1.00 1.00 0.00 13.48 14.98 0.00 1.962.1 0.0 359.94 125.36 485.31 14 250.0 12.0215.009 9.17 0.00 0.23 2.50 1.00 1.00 0.00 20.33 3.33 0.00 2,177.4 0.0 518.48 24.53 543.01 15 270.0 12.2217.394 9.17 0.00 0.26 2.43 1.00 1.00 0.00 22.77 3.33 0.00 2,324.4 0.0 573.60 24.93 598.53 16 290.0 12.41 4.813 10.72 0.00 0.15 2.77 1.00 1.00 0.00 10.95 3.33 0.00 1.319.3 0.0 320.19 25.31 345.50 17 310:0 12.58 5.990 12.83 0.00 0.18 2.66 1.00 1.00 0.00 13.41 3.33 0.00 1.783.1 0.0 381.60 25.66 407.26 18 330.0 12.75 6.033 12.83 0.00 0.18 2.66 1.00 1.00 0.00 13.45 3.33 0.00 1,783.1 0.0 387.72 26.00 413.72 19 350.0 12.91 4.833 9.90 0.00 0.14 2.80 1.00 1.00 0.00 10.49 3.33 0.00 1,148.9 0.0 322.22 26.33 348.54 20 370.0 13.06 4.833 9.90 0.00 0.14 2.80 1.00 1.00 0.00 10.49 3.33 0.00 1,148.9 0.0 326.01 26.64 352.65 21 390.0 13.20 6.076 10.55 0.00 0.16 2.73 1.00 1.00 0.00 12.13 1.17 0.00 1,212.3 0.0 372.01 9.43 381.44 22 410.0 13.34 4.833 9.90 0.00 0.14 2.80 1.00 1.00 0.00 10.49 0.00 0.00 1,128.1 0.0 333.13 0.00 333.13 23 430.0 13.48 4.833 9.90 0.00 0.14 2.80 1.00 1.00 0.00 10.49 0.00 0.00 1,128.1 0.0 336.49 0.00 336.49 24 445.0 13.58 4.063 5.51 0.00 0.19 2.65 1.00 1.00 0.00 7.25 0.00 0.00 666.2 0.0 221.33 0.00 221.33 50,503.5 0.0 12,203.71 Copyright O 2016 by Tower Engineering Solutions; LLC. Ali rights reserved. Structure: FL04816-A-SBA Code: EIAMA-222-G 11/4/2016 Site Name: Swain Road Tower Exposure: C r '�IIES. 1�' Height: 450.00 (ft) Crest Height: 0.00 x Base Elev: 0.000 (ft) Site Class: E - Weak Soil Gh: 0.85 Topography: 1 Struct Class: II Page: 13 7owe En&ccing Solution Load Case: 1.OD + 1.OW 60° Wind 1.0D + 1.OW 60 mph Wind at 600 From Face Wind Load Factor: 1.00 Wind Importance Factor: 1.00 Dead Load Factor: 1.00 Ice Dead Load Factor: 0.00 Ice Importance Factor: 1.00 Total Total Ice Ice Wind Flat Round Round Ice Eff Linear Linear Total Struct Linear Total Sect Height qz Area Area Area Sol Thick Area Area Area Weight Weight Force Force Force Seq (ft) (psf) (sqft) (sqft) (sqft) Ratio Cf Df Dr (in) (sqft) (sqft) (sqft) (Ib) Ice (Ib) (lb) (Ib) (Ib) 1 2.0 6.66 0.446 3.49 0.00 0.35 2.16 0.80 1.00 0.00 2.55 2.41 0.00 748.5 0.0 31.22 11.85 43.07 2 12.0 6.66 3.941 11.72 0.00 0.19 2.64 0.80 1.00 0.00 9.94 38.58 0.00 2,212.1 0.0 148.73 189.64 338.26 3 30.0 7.69 5.911 14.65 0.00 0.20 2.61 0.80 1.00 0.00 13.23 48.22 0.00 2,810.6 0.0 226.04 273.79 499.83 4 50.0 8.57 5.911 14.65 0.00 0.20 2.61 0.80 1.00 0.00 13.23 48.22 0.00 2,810.6 0.0 251.71 304.87 556.58 5 70.0 9.20 5.968 14.65 0.00 0.20 2.61 0.80 1.00 0.00 13.27 48.22 0.00 2,810.6 0.0 270.94 327.25 598.19 6 90.0 9.70 5.911 14.65 0.00 0.20 2.61 0.80 1.00 0.00 13.23 48.22 0.00 2,810.6 0.0 284.86 345.03 629.89 7 110.0 10.12 5.911 15.28 0.00 0.20 2.59 0.80 1.00 0.00 13.62 48.22 0.00 3,007.1 0.0 303.70 359.92 663.62 8 130.0 10.4814.842 11.67 0.00 0.25 2.44 0.80 1.00 0.00 18.70 48.22 0.00 3,461.5 0.0 405.70 372.80 778.50 9 150.0 10.80 5.938 14.46 0.00 0.19 2.62 0.80 1.00 0.00 13.15 48.22 0.00 2,756.3 0.0 315.62 384.20 699.83 10 170.0 11.09 5.938 14.46 0.00 0.19 2.62 0.80 1.00 0.00 13.15 48.22 0.00 2,756.3 0.0 324.05 394.46 718.51 11 190.0 11.3514.898 10.83 0.00 0.24 2.46 0.80 1.00 0.00 18.24 48.22 0.00 3,427.3 0.0 432.03 403.81 835.84 12 210.0 11.5917.328 10.00 0.00 0.26 2.41 0.80 1.00 0.00 19.74 24.26 0.00 3,109.9 0.0 468.08 199.90 667.98 13 230.0 11.81 5.964 13.01 0.00 0.18 2.66 0.80 1.00 0.00 12.29 14.98 0.00 1,962.1 0.0 328.09 125.36 453.46 14 250.0 12.0215.009 9.17 0.00 0.23 2.50 0.80 1.00 0.00 17.33 3.33 0.00 2,177.4 0.0 441.93 24.53 466.46 15 270.0 12.2217.394 9.17 0.00 0.25 2.43 0.80 1.00 0.00 19.29 3.33 0.00 2,324.4 0.0 485.95 24.93 510.87 16 290.0 12.41 4.813 10.72 0.00 0.15 2.77 0.80 1.00 0.00 9.99 3.33 0.00 1,319.3 0.0 292.05 25.31 317.36 17 310.0 12.58 5.990 12.83 0.00 0.18 2.66 0.80 1.00 0.00 12.21 3.33 0.00 1,783.1 0.0 347.50 25.66 373.17 18 330.0 12.75 6.033 12.83 0.00 0.18 2.66 0.80 1.00 0.00 12.24 3.33 0.00 1,783.1 0.0 352.94 26.00 378.94 19 350.0 12.91 4.833 9.90 0.00 0.14 2.80 0.80 1.00 0.00 9.53 3.33 0.00 1,148.9 0.0 292.53 26.33 318.86 20 370.0 13.06 4.833 9.90 0.00 0.14 2.80 0.80 1.00 0.00 9.53 3.33 0.00 1.148.9 0.0 295.97 26.64 322.61 21 390.0 13.20 6.076 10.55 0.00 0.16 2.73 0.80 1.00 0.00 10.92 1.17 0.00 1,212.3 0.0 334.75 9.43 344.18 22 410.0 13.34 4.833 9.90 0.00 0.14 2.80 0.80 1.00 0.00 9.53 0.00 0.00 1,128.1 0.0 302.44 0.00 302.44 23 430.0 13.48 4.833 9.90 0.00 0.14 2.80 0.80 1.00 0.00 9.53 0.00 0.00 1,128.1 0.0 305.49 0.00 305.49 24 445.0 13.58 4.063 5.51 0.00 0.19 2.65 0.80 1.00 0.00 6.44 0.00 0.00 666.2 0.0 196.52 0.00 196.52 50,503.5 0.0 11,320.47 Copyright © 2016 by Tower Engineering Solutions, LLC. All rights reserved. Structure: FL04816-A-SBA Site Name: Swain Road Tower Height: 450.00 (ft) Base Elev: 0.000 (ft) Gh: 0.85 Topography: 1 Load Case: 1.OD + 1.10W 90° Wind Wind Load Factor: 1.00 Dead Load Factor: 1.00 Ice Dead Load Factor: 0.00 Code: EIAMA-222-G 1114/2016''( ill Exposure: C Crest Height: E - IES. Site Class: -Weak Soil Struct Class: II Page: 14 TawwEngmeering Solutions 1.OD + 1.OW 60 mph Wind at 900 From Face Wind Importance Factor: 1.00 Ice Importance Factor: 1.00 Total Total Ice Ice Wind Flat Round Round Ice Eff Linear Linear Total Struct Linear Total Sect Height qz Area Area Area Sol Thick Area Area Area Weight Weight Force Force Force Seq (ft) (psf) (sqft) (sqft) (sqft) Ratio Cf Df Dr (in) (sqft) (sqft) (sqft) (lb) Ice (lb) (lb) (lb) (lb) 1 2.0 6.66 0.446 3.49 0.00 0.35 2.16 0.85 1.00 0.00 2.58 2.41 0.00 748.5 0.0 31.50 11.85 43.34 2 12.0 6.66 3.941 11.72 0.00 0.19 2.64 0.85 1.00 0.00 10.13 38.58 0.00 2,212.1 0.0 151.67 189.54 341.21 3 30.0 7.69 5.911 14.65 0.00 0.20 2.61 0.85 1.00 0.00 13.52 48.22 0.00 2.810.6 0.0 231.09 273.79 504.88 4 50.0 8.57 5.911 14.65 0.00 0.20 2.61 0.85 1.00 0.00 13.52 48.22 0.00 2,810.6 0.0 257.33 304.87 562.20 5 70.0 9.20 5.968 14.65 0.00 0.20 2.61 0.85 1.00 0.00 13.57 48.22 0.00 2,810.6 0.0 277.04 327.25 604.29 6 90.0 9.70 5.911 14.65 0.00 0.20 2.61 0.85 1.00 0.00 13.52 48.22 0.00 2.810.6 0.0 291.23 345.03 636.26 7 110.0 10.12 5.911 15.28 0.00 0.20 2.59 0.85 1.00 0.00 13.92 48.22 0.00 3,007.1 0.0 310.29 359.92 670.21 8 130.0 10.4814.842 11.67 0.00 0.25 2.44 0.85 1.00 0.00 19.44 48.22 0.00 3,461.5 0.0 421.80 372.80 794.60 9 150.0 10.80 5.938 14.46 0.00 0.19 2.62 0.85 1.00 0.00 13.45 48.22 0.00 2,756.3 0.0 322.75 384.20 706.95 10 170.0 11.09 5.938 14.46 0.00 0.19 2.62 0.85 1.00 0.00 13.45 48.22 0.00 2,756.3 0.0 331.37 394.46 725.83 11 190.0 11.3514.898 10.83 0.00 0.24 2.46 0.85 1.00 0.00 18.99 48.22 0.00 3,427.3 0.0 449.67 403.81 853.48 12 210.0 11.5917.328 10.00 0.00 0.26 2.41 0.85 1.00 0.00 20.60 24.26 0.00 3,109.9 0.0 488.63 199.90 688.53 13 230.0 11.81 5.964 13.01 0.00 0.18 2.66 0.85 1.00 0.00 12.58 14.98 0.00 1,962.1 0.0 336.05 125.36 461.42 14 250.0 12.0215.009 9.17 0.00 0.23 2.50 0.85 1.00 0.00 18.08 3.33 0.00 2,177.4 0.0 461.07 24.53 485.60 15 270.0 12.2217.394 9.17 0.00 0.25 2.43 0.85 1.00 0.00 20.16 3.33 0.00 2,324.4 0.0 507.86 24.93 532.79 16 290.0 12.41 4.813 10.72 0.00 0.15 2.77 0.85 1.00 0.00 10.23 3.33 0.00 1,319.3 0.0 299.09 25.31 324.39 17 310.0 12.58 6.990 12.83 0.00 0.18 2.66 0.85 1.00 0.00 12.51 3.33 0.00 1,783.1 0.0 356.03 25.66 381.69 18 330.0 12.75 6.033 12.83 0.00 0.18 2.66 0.85 1.00 0.00 12.54 3.33 0.00 1,783.1 0.0 361.63 26.00 387.64 19 350.0 12.91 4.833 9.90 0.00 0.14 2.80 0.85 1.00 0.00 9.77 3.33 0.00 1.148.9 0.0 299.95 26.33 326.28 20 370.0 13.06 4.833 9.90 0.00 0.14 2.80 0.85 1.00 0.00 9.77 3.33 0.00 1,148.9 0.0 303.48 26.64 330.12 21 390.0 13.20 6.076 10.55 0.00 0.16 2.73 0.85 1.00 0.00 11.22 1.17 0.00 1,212.3 0.0 344.07 9.43 353.49 22 410.0 13.34 4.833 9.90 0.00 0.14 2.80 0.85 1.00 0.00 9.77 0.00 0.00 1,128.1 0.0 310.11 0.00 310.11 23 430.0 13.48 4.833 9.90 0.00 0.14 2.80 0.85 1.00 0.00 9.77 0.00 0.00 1,128.1 0.0 313.24 0.00 313.24 24 445.0 13.58 4.063 5.51 0.00 0.19 2.65 0.85 1.00 0.00 6.64 0.00 0.00 666.2 0.0 202.72 0.00 202.72 50,503.5 0.0 11,541.28 Copyright 0 2016 by Tower Engineering Solutions, LLC. All rights reserved. Structure: FL04816-A-SBA Code: EIAMA-222-G 11/4/2016'' I' Site Name: Swain Road Tower Exposure: C 1. ( 1 Height: 0. ( 0.0 Crest Height: Base Elev: 0.000 ft) E - Site Class: -Weak Soil Gh: 0.85 Topography: 1 Struct Class: II Page: 15 Towe Engineering Solutions LEG MEMBERS Mem Leg Top Force Len Bracing % Fy Cap Use Sect Elev Member (kips) Load Case (ft) X Y Z KLIR (ksi) (kips) % Controls 1 4 SOL - 3 114" SOLID -167.68 1.213+1.6W 60* Wind 1.85 100 100 100 27.32 50.00 353.49 47.0 MemberX 2 20 SOL-31/4'SOLID -151.70 1.2D+1.6W 60* Wind 3.97 100 100 100 58.62 50.00 290.39 52.0 MemberX 3 40 SOL - 3 1/4' SOLID -153.33 1.2D+1.6W 60'Wind 3.95 100 100 100 58.34 50.00 291.08 52.0 MemberX 4 60 SOL - 3 1/4' SOLID -151.47 1.2D+1.6W 60* Wind 3.95 100 100 100 58.34 50.00 291.08 52.0 MemberX 5 80 SOL-31/4'SOLID-139.75 1.2D+1.6W 60* Wind 3.95 100 100 100 58.34 50.00 291.08 48.0 MemberX 6 100 SOL-31/4'SOLID-136.50 1.21)+1.6W 60* Wind 3.95 100 100 100 58.34 50.00 291.08 46.0 MemberX 7 120 SOL-31/4'SOLID-141.32 1.21)+ 1.6W Normal Wind 3.95 100 100 100 58.34 50.00 291.08 48.0 MemberX 8 140 SOL-31/2'SOLID-157.91 1.21)+ 1.6W Normal Wind 3.95 100 100 100 54.17 50.00 349.34 45.0 MemberX 9 160 SOL-3'SOLID -125.85 1.2D+ 1.6W Normal Wind 3.95 100 100 100 63.20 60.00 237.54 52.0 MemberX 10 180 SOL-3'SOLID-105.47 1.21)+ 1.6W Normal Wind 3.95 100 100 100 63.20 50.00 237.54 44.0 MemberX 11 200 SOL -3 1/4" SOLID -116.60 1.2D+ 1.6W Normal Wind 3.95 100 100 100 58.34 50.00 291.08 40.0 MemberX 12 220 SOL-3'SOLID -83.42 1.213+ 1.6WNornal Wind 3.95 100 100 100 63.20 60.00 237.54 35.0 MemberX 13 240 SOL - 2 314" SOLID -94.93 1.2D+1.6W 60* Wind 3.95 100 100 100 68.95 %00 188.81 50.0 MemberX 14 260 SOL-23/4'SOLID -85.31 1.2D+1.6W 90°Wind 3.95 100 100 100 68.95 50.00 188.81 45.0 MemberX 15 280 SOL-23/4•SOLID -68.58 1.213+ 1.6W Normal Wind 3.95 100 100 100 68.95 50.00 188.81 36.0 MemberX 16 300 SOL - 2 114" SOLID -57.66 1.2D+1.6W 60* Wind 3.95 100 100 100 84.27 50.00 106.46 54.0 MemberX 17 320 SOL - 2 112" SOLID 52.42 1.2D+ 1.6W Normal Wind 3.95 100 100 100 75.84 50.00 145.06 36.0 MemberX 18 340 SOL-21/2'SOLID 55.86 1.213+ 1.6W Normal Wind 3.95 100 100 100 75.84 50.00 145.06 38.0 MemberX 19 360 SOL-2'SOLID -48.61 1.2D+1.6W 60* Wind 3.95 100 100 100 94.80 50.00 73.28 66.0 MemberX 20 380 SOL-2'SOLID 53.91 1.21)+1.6W 60' Wind 3.95 100 100 100 94.80 50.00 73.28 73.0 MemberX 21 400 SOL-2'SOLID -52.59 1.213+1,6W 60* Wind 3.95 100 100 100 94.80 50.00 73.28 71.0 MemberX 22 420 SOL-2'SOLID -40.55 1.2D+1.6W 60* Wind 3.95 100 100 100 94.80 50.00 73.28 55.0 MemberX 23 440 SOL-2'SOLID -39.41 1.213+1.6W 60* Wind 3.95 100 100 100 94.80 50.00 73.28 53.0 MemberX 24 450 SOL-2'SOLID -28.61 1.213+1.6W 60* Wind 3.25 100 100 100 78.00 50.00 90.61 31.0 MemberX HORIZONTAL MEMBERS Mem Shear Bear Top Force Len Bracing % Fy Cap Num Num Cap Cap Use Sect Elev Member (kips) Load Case (ft) X Y Z KLIR (ksi) (kips) Bolts Holes (kips) (kips) % -Controls 1 4 0.00 0 0 2 20 SAE - 2.SX2.5XO.1875 -0.92 1.2D+ 1.6W Normal Wind 5.00 100 100 100 120.75 36.00 13.56 0 0 Bolt Shear 3 40 SAE - 2.5X2.5X0.1875 -0.79 1.2D+1.6W 60* Wind 5.00 100 100 100 120.75 36.00 13.56 0 0 Bolt Shear 4 60 SAE - 2.5X2.5XO.1875 -2.11 1.2D+ 1.6W Normal Wind 5.00 100 100 100 120.75 36.00 13.56 0 0 Bolt Shear 5 80 SAE - 2.5X2.5XO.1875 -1.61 1.2D+ 1.6W Normal Wind 5.00 100 100 100 120.75 36.00 13.56 0 0 Bolt Shear 6 100 0.00 0 0 7 120 SAE - 2.5X2.5XO.25 -0.10 1.2D+ 1.6W Nominal Wind 5.00 100 100 100 121.35 36.00 17.76 0 0 Bolt Shear 8 140 SAE -3X3XO.25 -3.05 1.2D+ 1.6W Normal Wind 5.00 100 100 100 110.68 36.00 24.48 0 0 Bolt Shear 9 160 0.00 0 0 10 180 0.00 0 0 11 200 SAE - 3X3XO.3125 -8.41 1.2D+ 1.6W Normal Wind 5.00 100 100 100 110.93 36.00 30.17 0 0 Bolt Shear 12 220 0.00 0 0 13 240 SAE -2.SX2.SXO.1875 -0.51 1.2D+ 1.6W Normal Wind 5.00 100 100 100 120.75 36.00 13.56 0 0 Bolt Shear 14 260 SAE -3X3XO.25 -2.31 1.2D+ 1.6W Normal Wind 5.00 100 100 100 110.68 36.00 24.48 0 0 Bolt Shear 15 280 SAE -3X3XO.25 AM 1.2D+ 1.6W Normal Wind 5.00 100 100 100 110.68 36.00 24.48 0 0 Bolt Shear 16 300 SAE -2X2XO.25 -0.08 1.21)+ 1.6W Normal Wind 5.00 100 100 100 140.57 36.00 10.75 0 0 Bolt Shear 17 320 0.00 0 0 18 340 0.00 0 0 19 360 SAE -2X2XO.25 -0.58 1.2D+ 1.13W Normal Wind 5.00 100 100 100 140.57 36.00 10.75 0 0 Bolt Shear 20 380 SAE -2X2XO.25 -0.53 1.2D+ 1.6W Normal Wind 5.00 100 100 100 140.57 36.00 10.75 0 0 Bolt Shear 21 400 SAE -2.SX2.5XO.1875 -0.15 1.21)+1.6W 60* Wind 5.00 100 100 100 120.75 36.00 13.56 0 0 Bolt Shear 22 420 0.00 0 0 23 440 SAE -2X2XO.25 -0.47 1.2D+ 1.6W Normal Wind 5.00 100 100 100 140.57 36.00 10.75 0 0 Bolt Shear Copyright O 2016 by Tower Engineering Solutions, LLC. All rights reserved. Structure: FL04816-A-SBA Code: EIAMA-222-13 11/4/2016 Site Name: Swain Road Tower Exposure: C Height: 450.00 (ft) Crest Height: 0.00 a Base Elev: 0.000 (ft) Site Class: E - Weak Soil Gh: 0.85 Topography: 1 Struct Class: II Page: 1 i Tm a Engincedngsoludons HORIZONTAL MEMBERS Mem Shear Bear Top Force Len Bracing % Fy Cap Num Num Cap Cap Use Sect Elev Member (kips) Load Case (ft) X Y Z KUR (ksi) (kips) Bolts Holes (kips) (kips) % Controls 24 450 SAE -2.5X2.5X0.1875 -0.42 1.2D+ 1.6W Nonnal Wind 5.00 100 100 100 120.75 36.00 13.56 0 0 Boll Shear DIAGONAL MEMBERS Mem Shear Bear Top Force Len Bracing % Fy Cap Num Num Cap Cap Use Sect Elev Member (kips) Load Case (ft) X Y Z KUR (ksi) (kips) Bolts Holes (kips) (kips) % Controls 1 4 SOL-3/4'SOLID -3.60 1.213+ 1.6W Normal Wind 2.71 50 50 50 77.96 50.00 12.75 0 0 T-Only 2 20 SOL-3/4•SOLID -1.98 1.213+ 1.6W Normal Wind 6.38 50 50 50 183.85 50.00 2.95 0 0 T-Only 3 40 SOL-3/4'SOLID -2.80 1.213+ 1.6W Normal Wind 6.37 50 50 50 183.51 50.00 2.96 0 0 T-Only 4 60 SOL-3/4'SOLID -1.09 1.21)+ 1.6W Normal Wind 6.37 50 50 50 183.51 50.00 2.96 0 0 T-Only 5 80 SOL-3/4'SOLID -1.02 1.2D+ 1.6W Normal Wind 6.37 50 50 50 183.51 50.00 2.96 0 0 T-Only 6 100 SOL-3/4'SOLID -1.59 1.21)+ 1.6W Normal Wind 6.37 50 50 50 183.51 50.00 2.96 0 0 T-Only 7 120 SOL-7/8'SOLID -0.49 1.2D+ 1.6W Normal Wind 6.37 50 50 50 157.26 50.00 5.49 0 0 T-Only 8 140 PLT-2'X1/2' -3.32 1.21)+ 1.6W Normal Wind 6.37 50 50 50 238.95 50.00 3.96 0 0 T-Only 9 160 SOL - 7/8'SOLID -5.17 1.21)+ 1.6W Normal Wind 6.37 50 50 50 157.26 50.00 5.49 0 0 T-Only 10 180 SOL - 7/8'SOLID -2.97 1.21)+ 1.6W Normal Wind 6.37 50 50 50 157.26 50.00 5.49 0 0 T-Only 11 200 PLT-2'X5/8' -2.40 1.21)+ 1.6W Normal Wind 6.37 50 50 50 191.16 50.00 7.73 0 0 T-Only 12 220 PLT-2W/8' -7.10 1.21)+ 1.6W Normal Wind 6.37 50 50 50 191.16 50.00 7.73 0 0 T-Only 13 240 SOL-3/4'SOLID -2.76 1.2D+ 1.6W Normal Wind 6.37 50 50 50 183.51 50.00 2.96 0 0 T-Only 14 260 PLT-2'X1/2' -3.59 1.21)+ 1.6W Normal Wind 6.37 50 50 50 238.95 50.00 3.96 0 0 T-Only 15 280 PLT-2'X1/2' -1.73 1.21)+1.6W Normal Wind 6.37 50 50 50 238.95 50.00 3.96 0 0 T-Only 16 300 SOL-5/8'SOUD -0.86 1.2D+ 1.6W Normal Wind 6.37 50 50 50 220.57 50.00 1.42 0 0 T-Only 17 320 SOL-7/8'SOLID -1.16 1.2D+ 1.6W Normal Wind 6.37 50 50 50 157.26 50.00 5.49 0 0. T-Only 18 340 SOL-7/8'SOLID -0.15 1.2D+ 1.6W Normal Wind 6.37 50 50 50 157.26 50.00 5.49 0 0 T-Only 19 360 SOL-5/8'SOUD -1.04 1.2D+ 1.6W Normal Wind 6.37 50 50 50 220.57 50.00 1.42 0 0 T-Only 20 380 SOL-5/8'SOLID -1.22 1.2D+ 1.6W Normal Wind 6.37 50 50 50 220.57 50.00 1.42 0 0 T-Only 21 400 SOL - 314" SOLID .0.29 1.2D+ 1.6W Normal Wind 6.37 50 50 50 183.51 50.00 2.96 0 0 T-Only 22 420 SOL - 5/8' SOLID .0.57 1.2D+ 1.6W Normal Wind 6.37 50 50 50 220.57 50.00 1.42 0 0 T-Only 23 440 SOL-5/8'SOLID -0.79 1.213+ 1.6W Normal Wind 6.37 50 50 50 220.57 50.00 1.42 0 0 T-Only 24 450 SOL-3/4'SOLID -1.30 1.2D+ 1.6W Normal Wind 5.96 50 50 50 171.75 50.00 3.38 0 0 T-Only Copyright 0 2016 by Tower Engineering Solutions, LLC. All rights reserved. Structure: FL04816-A-SBA Code: EIAMA-222-G 11/4/2016 Site Name: Swain Road Tower Exposure: C Height: 0. ( 0.0 Crest Height: Base Elev: 0.000 ft) E - Site Class: -Weak Soil Gh: 0.85 Topography: 1 Struct Class: II Page: 17 Tosx Engineering Soluoons LEG MEMBERS Top Force Fy Cap Leg Sect Elev Member (kips) Load Case (ksi) (kips) Use % Controls 1 4 0 0.00 2 20 0 0.00 3 40 0 0.00 4 60 0 0.00 5 80 0 0.00 6 100 0 0.00 7 120 0 0.00 8 140 0 0.00 9 160 0 0.00 10 180 0 0.00 11 200 0 0.00 12 220 0 0.00 13 240 0 0.00 14 260 0 0.00 15 280 0 0.00 16 300 0 0.00 17 320 0 0.00 18 340 0 0.00 19 360 0 0.00 20 380 0 0.00 21 400 SOL-2'SOLID 3.68 1.2D+ 1.6W Normal Wind 50 141.37 2.00 Member 22 420 SOL-2'SOLID 4.78 1.2D+ 1.6W Normal Wind 50 141.37 3.00 Member 23 440 SOL-2'SOLID 4.10 1.2D+ 1.6W Normal Wind 50 141.37 2.00 Member 24 450 SOL-2'SOLID 0.18 1.2D+ 1.6W Normal Wind 50 141.37 Member HORIZONTAL MEMBERS Top Force Fy Cap Num Num Cap Cap Cap Use Sect Elev Member (kips) Load Case (ksi) (kips) Bolts Holes (kips) (kips) (kips) % Controls 1 4 PLT-4'x 518' 51.73 1.2D+1.6W 60* Wind 36, 81.00 0 0 63 Member 2 20 SAE -2.5X2.5X0.1875 1.88 1.2D+1.6W Normal Wi 36 29.22 0 0 Bolt Shear 3 40 SAE - 2.5X2.5X0.1875 0.50 1.2D+1.6W Normal Wi 36 29.22 0 0 Bolt Shear 4 60 SAE -2.5X2.5X0.1875 1.31 1.213+1.6W Normal Wi 36 29.22 0 0 Bell Shear 5 80 SAE -2.5X2.5X0.1875 1.52 1.2D+1.6W Normal Wi 36 29.22 0 0 Bolt Shear 6 100 SAE -2.5X2.5X0.1875 1.29 1.2D+1.6W Normal Wi 36 29.22 0 0 Boh Shear 7 120 SAE -2.5X2.5X0.25 1.69 1.2D+1.6W Normal Wi 36 38.56 0 0 Bolt Shear 8 140 SAE -3X3X0.25 2.83 1.2D+1.6W Normal Wi 36 46.66 0 0 Bolt Shear 9 160 SAE -2.SX2.5X0.25 0.59 1.2D+1.6W Normal Wi 36 38.56 0 0 Bolt Shear 10 180 SAE -2.5X2.5X0.25 1.88 1.2D+1.6W Normal Wi 36 38.56 0 0 Bolt Shear 11 200 SAE -3X3X0.3125 2.83 1.2D+1.6W Normal Wi 36 57.67 0 0 Bolt Shear 12 220 SAE -3X3X0.3125 0.80 1.2D+1.6W Normal Wi 36 57.67 0 0 Bolt Shear 13 240 SAE - 2.5X2.5X0.1875 1.23 1.2D+1.6W Normal Wi 36 29.22 0 0 Bolt Shear 14 260 SAE -3X3X0.25 3.17 1.2D+1.6W Normal Wi 36 46.66 0 0 Bolt Shear 15 280 SAE -3X3X0.25 1.41 1.2D+1.6W Normal Wi 36 46.66 0 0 Bolt Shear 16 300 SAE -2X2X0.25 0.57 1.21)+1.6W Normal Wi 36 30.46 0 0 Bolt Shear 17 320 SAE - 2.5X2.5X0.25 0.91 1.2D+1.6W Normal Wi 36 38.56 0 0 Bolt Shear 18 340 SAE -2.5X2.5X0.25 0.87 1.21)+1.6W Normal Wi 36 38.66 0 0 Bolt Shear 19 360 SAE -2X2X0.25 0.41 1.2D+1.6W Normal Wi 36 30.46 0 0 Bolt Shear 20 380 SAE -2X2X0.25 0.86 1.2D+1.6W Normal Wi 36 30.46 0 0 Bolt Shear 21 400 SAE -2.SX2.5X0.1875 0.50 1.213+1.6W Normal Wl 36 29.22 0 0 Bolt Shear 22 420 SAE -2X2X0.25 0.31 1.213+1.6W Normal Wl 36 30.46 0 0 Bolt Shear 23 440 SAE -2X2X0.25 0.19 1.213+1.6W Normal Wl 36 30.46 0 0 Bolt Shear Copyright © 2016 by Tower Engineering Solutions, LLC. All rights reserved. Structure: FL04816-A-SBA Code: EIAMA-222-G 1114/2016'I I' Site Name: Swain Road Tower Exposure: C V Height: 0. ( 0.0 Crest Height: V Base Elev: 0.000 ft) E - Site Class: -Weak Soil Gh: 0.85 Topography: 1 Struct Class: II Page: 18 TowerEnoneering Solutions HORIZONTAL MEMBERS Top Force Fy Cap Num Num Cap Cap Cap Use Sect Elev Member (kips) Load Case (ksi) (kips) Bolts Holes (kips) (kips) (kips) % Controls 24 450 SAE -2.5X2.5X0.1875 0.39 1.2D+1.6W Normal Wi 36 29.22 0 0 Bolt Shear DIAGONAL MEMBERS Sect Top Elev Member Force (kips) Load Case Fy (ksi) Cap (kips) Num Bolts Num Cap Cap Cap Holes (kips) (kips) (kips) Use % Controls 1 4 SOL - 3/4' SOLID 2.20 1.2D+1.6W Normal Wi 50 19.88 0 0 11 Member 2 20 SOL-3/4"SOLID 0.33 1.2D+1.6W Normal Wi 50 19.88 0 0 Bolt Shear 3 40 SOL-3/4'SOLID 0.00 1.2D+1.6W 60°Wind 50 19.88 0 0 Bolt Shear 4 60 SOL-3/4'SOLID 2.25 1.2D+1.6W Normal Wi 50 19.88 0 0 Boll Shear 5 80 SOL-3/4"SOLID 4.36 1.213+1.6W Normal Wi 50 19.88 0 0 Bolt Shear 6 100 SOL - 3/4"SOLID 0.00 50 0.00 0 0 7 120 SOL - 7/8'SOLID 0.12 1.2D+1.6W Normal Wi 50 27.06 0 0 Bolt Shear 8 140 PLT-2'X1/2' 7.40 1.2D+1.6W Normal Wi 50 45.00 0 0 Bolt Shear 9 160 SOL-7/8"SOLID 0.00 50 0.00 0 0 10 180 SOL-7/8"SOLID 0.00 50 0.00 0 0 11 200 PLT-2"X5/8" 0.00 1.21)+1.6W Normal Wi 50 56.25 0 0 Bolt Shear 12 220 PLT-2"X5/8" 0.00 50 0.00 0 0 13 240 SOL - 314" SOLID 3.21 1.21)+1.6W Normal Wi 50 19.88 0 0 Bolt Shear 14 260 PLT-2"X1/2" 5.06 1.213+1.6W Normal Wi 50 45.00 0 0 Bolt Shear 15 280 PLT-2"X1/2' 0.00 1.213+1.6W Normal Wi 50 45.00 0 0 Bolt Shear 16 300 SOL - 518" SOLID 0.00 1.2D+1.6W Normal Wi 50 13.81 0 0 Bolt Shear 17 320 SOL - 7/8'SOLID 0.00 50 0.00 0 0 18 340 SOL-7/8'SOLID 0.33 1.213+1.6W Normal Wi 50 27.06 0 0 Bolt Shear 19 360 SOL-5/8'SOLID 0.00 1.2D+1.6W Normal Wi 50 13.81 0 0 Bolt Shear 20 380 SOL-5/8'SOLID 0.00 1.213+1.6W Normal Wi 50 13.81 0 0 Bolt Shear 21 400 SOL - 314" SOLID 0.12 1.213+1.6W Normal Wi 50 19.88 0 0 Bolt Shear 22 420 SOL-5/8"SOLID 0.03 1.2D+1,6W 90°Wind 50 13.81 0 0 Bolt Shear 23 440 SOL - Slew SOLID 0.31 1.2D+1.6W Normal Wi 50 13.81 0 0 Boll Shear 24 450 SOL-3/4"SOLID 1.58 1.2D+1.6W Normal Wi 50 19.88 0 0 Bolt Shear Copyright 0 2016 by Tower Engineering Solutions, LLC. All rights reserved. Structure: FL04816-A-SBA Code: EIA/11A-222-G 1114/2016III I'ISite Name: Swain Road Tower Exposure: C Y Height: 450.00 (ft) Crest Height: 0.00 x ES Base Elev: 0.000 (ft) Site Class: E - Weak Soil Gh: 0.85 Topography: 1 Struct Class: II Page: 19 Tona Fnginnnng solutions FX FY FZ Load Case Node (kips) (kips) (kips) (-) = Uplift (+) o Down 1.213+ 1.6W Normal Wind 1 0.00 376.38 -3.81 Al 0.00 -11.78 10.02 Alb 76.64 -77.31 -49.34 Ala -76.64 -77.31 -49.34 A5 0.00 -16.44 10.34 A5b 38.49 -52.88 -27.05 Ma -38.49 -52.88 -27.05 ---------------------------------------------------------------------- 1.2D + 1.6W 60° Wind 1 -3.08 392.59 -1.78 Al -4.33 -38.41 42.40 Alb 34.53 -38.37 -24.93 Ala-104.23-101.35 -60.19 A5 -4.13 -32.36 25.05 A5b 19.65 -32.39 -16.11 Asa -51.38 -66.03 -29.67 ---------------------------------------------------------------------- 1.2D + 1.6W 90' Wind 1 -3.50 384.53 -0.07 Al -5.42 -57.19 66.19 Alb 17.15 -21.12 -12.27 Ala -97.96 -94.25 -54.12 A5 -5.05 -42.26 35.65 A5b 12.19 -22.11 -9.45 Asa -49.23 -61.88 -25.96 ---------------------------------------------------------------------- 0.9D+ 1.6W Normal Wind 1 0.00 360.13 -3.86 Al 0.00 -11.88 10.12 Alb 76.68 -77.37 -49.36 Ala -76.68 -77.37 -49.36 A5 0.00 -16.50 10.38 A5b 38.53 -52.93 -27.07 Asa -38.53 -52.93 -27.07 ---------------------------------- ----------------------------------- 0.91D + 1.6W 60° Wind 1 -3.09 376.64 -1.79 Al 4.33 -38.58 42.56 Alb 34.67 -38.54 -25.01 Ala-104.38-101.50 -60.28 A5 -4.13 -32.44 25.11 A5b 19.70 -32.47 -16.14 Asa -51.42 -66.09 -29.70 ---------------------------------------------------------------------- 0.9D + 1.6W 90° Wind 1 -3.58 368.48 -0.11 Al -5.42 -57.32 66.34 Alb 17.28 -21.26 -12.34 Ala -98.04 -94.38 -54.16 A5 -5.05 -42.33 35.70 A5b 12.25 -22.18 -9.48 Ma -49.26 -61.93 -25.98 ---------------------------------------------------------------------- Copyright 0 2016 by Tower Engineering Solutions, LLC. All rights reserved. . 1.00 + 1.OW Normal Wind 1 0.00 237.08 -0.73 Al 0.00 -28.07 34.76 Alb 40.48 -38.14 -24.12 Ala -40.48 -38.14 -24.12 A5 0.00 -15.65 13.41 A5b 16.00 -21.09 -9.93 --------------------------------------------- A5a -16.00 -21.09 -9.93 1.01D + 1,OW 60° Wind 1 -0.59 235.96 ------------------------ -0.34 All -0.65 -31.47 38.76 Alb 33.24 -31.46 -19.94 Ala -43.79 -41.05 -25.28 A5 -0.61 -17.53 15.18 A5b 12.85 -17.54 -8.12 ---------------------------------------------------------------------- A5a -17.58 -22.61 -10.15 1.OD+ 1.OW 90' Wind 1 -0.70 236.53 0.01 Al -0.80 -34.68 42.81 Alb 30.99 -29.16 -18.25 Ala -43.23 -40.32 -24.60 A5 -0.74 -19.27 16.97 A5b 11.93 -16.26 -7.24 ---------------------------------------------------------------------- A5a -17.43 -22.23 -9.71 Max Reactions (kips) Base Anchor 1 Anchor 2 Vertical 392.59 101.50 66.09 Horizontal 3.86 120.54 59.38 Copyright O 2016 by Tower Engineering Solutions, LLC. Ali rights reserved. Structure: FL04816-A-SBA Code: EIA/11A-222-G Site Name: Swain Road Tower Exposure: C Height: 450.00 (ft) Crest Height: 0.00 Base Elev: 0.000 (ft) Site Class: E - Weak Soil Gh: 0.85 Topography: 1 Struct Class: II Load Case 1.21D + 1.6W Normal Elevation (ft) 64.08 128.03 191.97 255.93 324.07 384.07 443.38 1.21)+ 1.6W 60° Wind 64.08 128.03 191.97 255.93 324.07 11/4/2016 Page:21 Cable Node t Node 2 Allow Tension (kips) Applied Tension (kips) Use 7/8 EHS Al 25 47.82 2.26 5 Alb 25a 47.82 13.00 27 Ala 25b 47.82 13.00 27 Al T2 47.82 0.37 1 Ala T2b 47.82 14.00 29 Alb T2a 47.82 14.00 29 Alb T2 47.82 14.00 29 Ala T2a 47.82 13.99 29 Al T2b 47.82 0.37 1 1 EHS Al T3 62.70 2.60 4 Ala Tab 62.70 19.95 32 Alb T3a 62.70 20.21 32 Alb T3 62.70 19.94 32 Ala T3a 62.70 20.20 32 Al Tab 62.70 2.60 4 Al T4 62.70 5.06 8 Ala T4b 62.70 21.45 34 Alb T4a 62.70 21.39 34 Alb T4 62.70 21.44 34 Ala T4a 62.70 21.38 34 Al TO 62.70 5.06 8 A5 116 62.70 5.06 8 A5b 116a 62.70 24.90 40 Asa 116b 62.70 24.90 40 7/8 EHS A5 137 47.82 6.49 14 A5b 137a 47.82 21.33 45 ASa 137b 47.82 21.33 45 1 EHS A5 158 62.70 10.10 16 A5b 158a 62.70 26.87 43 ASa 158b 62.70 26.87 43 718 EHS Al 25 47.82 6.48 14 Alb 25a 47.82 6.48 14 Ala 25b 47.82 17.46 37 Al T2 47.82 7.07 15 Ala T2b 47.82 19.01 40 Alb T2a 47.82 6.75 14 Alb T2 47.82 7.04 15 Ala Me 47.82 18.94 40 Al T2b 47.82 6.73 14 1 EHS Al 73 62.70 9.47 15 Ala Tab 62.70 26.47 42 Alb T3a 62.70 9.20 15 Alb T3 62.70 9.41 15 Ala T3a 62.70 26.28 42 Al Tab 62.70 9.16 15 Al T4 62.70 11.19 18 Ala TO 62.70 27.27 44 Alb T4a 62.70 10.92 17 Alb T4 62.70 11.08 18 Ala T4a 62.70 26.96 43 Al TO 62.70 10.84 17 A5 116 62.70 13.68 22 A5b 116a 62.70 13.66 22 Copyright © 2016 by Tower Engineering Solutions; LLC. All rights reserved 1.21D+ 1.6W 60' Wind 324.07 1 EHS Asa 116b 62.70 31.35 384.07 7/8 EHS AS 137 47.82 12.70 A5b 137a 47.82 12.71 A5a 137b 47.82 26.70 443.38 1 EHS A5 158 62.70 17.04 A5b 158a 62.70 17.09 A5a 1581b 62.70 33.08 1.21) + 1.6W 90° Wind 64.08 7/8 EHS Al 25 47.82 9.68 Alb 25a 47.82 3.14 Ala 25b 47.82 16.11 128.03 Al T2 47.82 10.76 Ala T2b 47.82 17.63 Alb T2a 47.82 2.97 Alb T2 47.82 3.24 Ala T2a 47.82 17.30 Al T2b 47.82 10.44 191.97 1 EHS Al T3 62.70 14.70 Ala Tab 62.70 25.00 Alb T3a 62.70 4.73 Alb T3 62.70 4.93 Ala T3a 62.70 24.20 Al T3b 62.70 14.33 255.93 Al T4 62.70 16.08 Ala TO 62.70 25.68 Alb T4a 62.70 6.89 Alb T4 62.70 7.02 Ala T4a 62.70 25.26 Al TO 62.70 15.64 324.07 A5 116 62.70 19.24 A510 116a 62.70 8.08 A5a 116b 62.70 29.35 384.07 7/8 EHS A5 137 47.82 16.88 A510 137a 47.82 8.61 ASa 1371b 47.82 25.04 443.38 1 EHS A5 158 62.70 21.72 A5b 158a 62.70 12.52 ASa 158b 62.70 31.17 0.91D + 1.6W Normal 64.08 7/8 EHS Al 25 47.82 2.27 Alb 25a 47.82 12.99 Ala 25b 47.82 12.99 128.03 Al T2 47.82 0.37 Ala T210 47.82 14.01 Alb T2a 47.82 14.00 Alb T2 47.82 14.00 Ala T2a 47.82 14.00 Al T210 47.82 0.37 191.97 1 EHS Al T3 62.70 2.63 Ala T3b 62.70 19.97 Alb T3a 62.70 20.22 Alb 73 62.70 19.96 Ala T3a 62.70 20.22 Al Tab 62.70 2.63 255.93 Al T4 62.70 5.10 Ala T4b 62.70 21.47 Alb T4a 62.70 21.41 Alb T4 62.70 21.46 Ala T4a 62.70 21.40 Al T41b 62.70 5.09 324.07 A5 116 62.70 5.08 A51b 116a 62.70 24.94 ASa 116b 62.70 24.94 384.07 7/8 EHS A5 137 47.82 6.51 A5b 137a 47.82 21.35 A5a 137b 47.82 21.35 443.38 1 EHS A5 158 62.70 10.13 A51b 158a 62.70 26.89 A5a 1581b 62.70 26.89 Copyright © 2016 by Tower Engineering Solutions, LLC. All rights reserved. 50 27 27 56 27 27 53 20 7 34 23 37 6 7 36 22 23 40 8 8 39 23 26 41 11 11 40 25 31 13 47 35 18 52 35 20 50 5 27 27 1 29 29 29 29 1 4 32 32 32 32 4 8 34 34 34 34 8 8 40 40 14 45 45 16 43 43 0.9D+1.6W 60' Wind 64.08 7/8 EHS Al 25 47.82 6.47 Alb 25a 47.82 6.47 Ala 25b 47.82 17.58 128.03 Al T2 47.82 7.10 Ala T2b 47.82 18.96 Alb T2a 47.82 6.79 Alb T2 47.82 7.08 Ala T2a 47.82 18.89 Al 72b 47.82 6.77 191.97 1 EHS Al 73 62.70 9.51 Ala Tab 62.70 26.52 Alb T3a 62.70 9.25 Alb T3 62.70 9.45 Ala T3a 62.70 26.33 Al Tab 62.70 9.20 255.93 Al T4 62.70 11.23 Ala T4b 62.70 27.34 Alb T4a 62.70 10.97 Alb T4 62.70 11.12 Ala T4a 62.70 27.01 Al TO 62.70 10.88 324.07 A5 116 62.70 13.72 A5b 116a 62.70 13.69 Asa 116b 62.70 31.37 384.07 7/8 EHS A5 137 47.82 12.73 A5b 137a 47.82 12.74 ASa 137b 47.82 26.71 443.38 1 EHS A5 158 62.70 17.08 A5b 158a 62.70 17.12 ASa 158b 62.70 33.11 0.91) + 1.6W 90' Wind 64.08 7/8 EHS Al 25 47.82 9.72 Alb 25a 47.82 3.16 Ala 25b 47.82 16.05 128.03 Al T2 47.82 10.78 Ala T2b 47.82 17.65 Alb T2a 47.82 2.99 Alb T2 47.82 3.26 Ala T2a 47.82 17.33 Al T2b 47.82 10.45 191.97 1 EHS Al T3 62.70 14.72 Ala Tab 62.70 25.03 Alb T3a 62.70 4.77 Alb T3 62.70 4.97 Ala T3a 62.70 24.24 Al Tab 62.70 14.35 255.93 Al T4 62.70 16.12 Ala TO 62.70 25.72 Alb T4a 62.70 6.93 Alb T4 62.70 7.06 Ala T4a 62.70 25.31 Al T4b 62.70 15.68 324.07 AS 116 62.70 19.26 A5b 116a 62.70 8.12 Asa 116b 62.70 29.37 384.07 7/8 EHS AS 137 47.82 16.90 A5b 137a 47.82 8.64 ASa 137b 47.82 25.05 443.38 1 EHS AS 158 62.70 21.75 A5b 158a 62.70 12.55 A5a 158b 62.70 31.20 1.OD + 1.OW Normal 64.08 7/8 EHS Al 25 47.82 6.63 Alb 25a 47.82 8.36 Ala 25b 47.82 8.36 128.03 Al T2 47.82 6.05 Ala T2b 47.82 8.03 Alb T2a 47.82 7.98 Alb T2 47.82 8.02 Copyright © 2016 by Tower Engineering Solutions, LLC. All rights reserved. 14 14 37 15 40 14 15 40 14 15 42 15 15 42 15 18 44 17 18 43 17 22 22 50 27 27 56 27 27 53 20 7 34 23 37 6 7 36 22 23 40 8 8 39 23 26 41 11 11 40 25 31 13 47 35 18 52 35 20 50 14 17 17 13 17 17 17 0 b v v 0 0 m m o O S 3 n n O O W A A N W O W 0 0 0 z Z 0 m V + J V V V m m m m m m m m a = m = m = m = m = m = m m i (n to m !a o t n r D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D ' m' Q o m ' ' m' Q Q m ' ' m c' Q m ' m c ' m Q i i i -I I N N N Vt N N W W W A A A A A A Ut m N N N N lJ W tJ A A A A A A m ma am ma am mm W V m J m m cm m e cm m e c m m e cm aomm V m J ma+a+cm ma cm mu cm c m c m c m c m c m c m m m m m m A A A A A A A A A m m m A A A m m m m m m m m m m m m m m m A A A A A A A A A m m m A A A m m m m m m m m m m m m m m m A A N N N N N V V V V V V V V V N N N V V V N N N N N N N N N N N N N N N J V V J V J J V V N N N V V V N N N N N N N N N N N N N N N J V O O O O O N N N N N N N N N O O O N N N O O O O O O O O O O O O O O O N N N N N N N N N O O O N N N O O O O O O O O O O O O O O O N N O V V O 4J V m m m m V m m V tp b m V V b ro m O m m O m W O m m O m m m m m m m m V V m m m m O O m V m m m t0 V V O O O O J m J m A fmT m N N O N N 0 V N Jm m N 0 0 tOJ W m N N m N m 0 V A m V W N O+ A+ O f6T N L4 A m m tm V) O m aND N w N O N O N O tOJ Wm b b V N N V-- m- W W-- A T------ m A A W V W W V W W V-- V- 'P - A A 'm A --- 'W 'm A 'm 'm W V V W 1.01D + 1.OW 90° Wind 191.97 1 EHS Al Tab 62.70 9.05 14 255.93 Al T4 62.70 9.07 14 Ala T4b 62.70 10.45 17 Alb T4a 62.70 7.57 12 Alb T4 62.70 7.54 12 Ala T4a 62.70 10.45 17 Al T4b 62.70 8.85 14 324.07 A5 116 62.70 9.92 16 A5b 116a 62.70 8.43 13 Asa 116b 62.70 11.41 18 384.07 7/8 EHS A5 137 47.82 7.82 16 A5b 137a 47.82 6.37 13 Asa 137b 47.82 9.05 19 443.38 1 EHS A5 158 62.70 10.20 16 A5b 158a 62.70 8.88 14 Asa 158b 62.70 11.67 19 Copyright 0 2016 by Tower Engineering Solutions, LLC. All rights reserved. Structure: FL04816-A-SBA Code: EIAMA-222-G 11/4/2016 Site Name: Swain Road Tower Exposure: C Height: 450.00 (ft) Crest Height: 0.00 IES. Base Elev: 0.000 (ft) Site Class: E - Weak Soil Gh: 0.85 Topography: 1 Struct Class: II Page: 26 To r Engineering Solution Max Reactions Base: 392.59 (Vertical) 3.86 (Horizontal) Anchor 1: 101.50 (Vertical) 120.54 (Horizontal) Anchor 2: 66.09 (Vertical) 59.38 (Horizontal) Max Usages Max Leg: 73.0% (1.2D + 1.6W 60° Wind - Sect 20) Max Diag: 11.0%(1.2D+ 1.6W Normal Wind -Sect 1) Max Horiz: 63.0% (1.2D + 1.6W 60' Wind - Sect 1) Max Cable: 55.9% (0.9D + 1.6W 60° Wind) - Elev: 384 ft Max Deflection. Twist and Sway Elevation Deflection TvAst Sway Load Case (ft) (ft) (deg) (deg) 0.913+ 1.6W 122 mph Wind at 60° From Face 115.92 0.3192 0.0142 0.0900 128.03 0.3337 0.0115 0.1236 191.97 0.5180 0.0341 0.2063 200.00 0.5552 0.0566 0.2949 224.07 0.6517 0.1620 0.2407 231.97 0.6797 0.1383 0.1669 255.93 0.7311 0.0835 0.1866 375.93 1.4374 0.8388 0.3076 388.02 1.4928 0.8938 0.2287 ______________________________________________________________________ 450.00 1.5629 0.7484 0.1170 0.9D + 1.6W 122 mph Wind at 90° From Face 115.92 0.3063 0.0695 0.0948 128.03 0.3210 0.0534 0.1346 191.97 0.5255 0.1180 0.2132 200.00 0.5586 0.1392 0.3133 224.07 0.6578 0.2367 0.2405 231.97 0.6863 0.2097 0.1844 255.93 0.7349 0.1465 0.1708 375.93 1.3727 1.2844 0.2885 388.02 1.4192 1.3851 0.1856 450.00 1.4354 1.2374 0.1823 0.9D + 1.6W 122 mph Wind at Normal To Face 115.92 0.2792 0.0013 0.0664 128.03 0.2924 0.0015 0.1427 191.97 0.5297 0.0026 0.2490 200.00 0.5735 0.0230 0.3834 224.07 0.6822 0.1132 0.2342 231.97 0.7132 0.0829 0.1824 255.93 0.7661 0.0077 0.1760 375.93 1.2752 0.0579 0.1717 388.02 1.3019 0.0608 0.1209 _______________________________________ 450.00 1.2679 _ 0.0892 ____________ 0.1054 Copyright © 2016 by Tower Engineering Solutions, LLC. All rights reserved. • 1.OD + 1.OW 60 mph Wind at 60° From Face 115.92 0.0341 0.0018 0.0038 128.03 0.0347 0.0018 0.0066 191.97 0.0447 0.0061 0.0094 200.00 0.0466 0.0097 0.0175 224.07 0.0512 0.0263 0.0080 231.97 0.0520 0.0231 0.0021 255.93 0.0510 0.0149 0.0024 375.93 0.0702 0.0905 0.0084 388.02 0.0683 0.0982 0.0135 450.00 0.0300 0.0978 0.0560 1.OD + 1.OW 60 mph Wind at 90' From Face 115.92 0.0325 0.0052 0.0034 128.03 0.0326 0.0048 0.0053 191.97 0.0400 0.0107 0.0079 200.00 0.0413 0.0148 0.0138 224.07 0.0443 0.0334 0.0089 231.97 0.0444 0.0310 0.0114 255.93 0.0414 0.0251 0.0173 375.93 0.0601 0.1341 0.0336 388.02 0.0601 0.1448 0.0326 450.00 0.0921 0.1474 0.0807 1.OD + 1.OW 60 mph Wind at Normal To Face 115.92 0.0321 0.0002 0.0012 128.03 0.0319 0.0002 0.0037 191.97 0.0358 0.0004 0.0025 200.00 0.0364 0.0035 0.0110 224.07 0.0365 0.0172 0.0048 231.97 0.0354 0.0126 0.0126 255.93 0.0275 0.0010 0.0206 375.93 0.0175 0.0072 0.0407 388.02 0.0264 0.0073 0.0477 450.00 _ _ _ _ _ _ _ 0.0976 _ _ _ _ 0.0123 0.0776 1.2D + 1.6W 122 mph Wind at 60° From Face 115.92 0.3231 0.0140 0.0864 128.03 0.3367 0.0113 0.1207 191.97 0.5198 0.0334 0.2065 200.00 0.5571 0.0558 0.2957 224.07 0.6538 0.1606 0.2417 231.97 0.6819 0.1367 0.1665 255.93 0.7334 0.0814 0.1873 375.93 1.4428 0.8583 0.3082 388.02 1.4982 0.9136 0.2288 _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ • _ _ _ _ _ _ _ _ _ _ _ _ 450.00 _ _ _ _ _ _ 1.5681_ _ _ _ _ - - - - - - 1.2D+ 1.6W 122 mph Wind at 90° From Face 115.92 0.3079 0.0692 0.0956 128.03 0.3226 0.0532 0.1358 191.97 0.5288 0.1191 0.2148 200.00 0.5621 0.1404 0.3164 224.07 0.6619 0.2379 0.2421 231.97 0.6905 0.2109 0.1865 255.93 0.7393 0.1476 0.1696 375.93 1.3780 1.2812 0.2890 388.02 1.4245 1.3830 0.1854 ______________________________•____ 450.00___ __- 1.4399 ____ 1.-- ____________ 0.1 - 1.2D + 1.6W 122 mph Wind at Normal To Face 115.92 0.2817 0.0012 0.0676 128.03 0.2951 0.0016 0.1446 191.97 0.5349 0.0026 0.2515 200.00 0.5791 0.0230 0.3867 224.07 0.6889 0.1132 0.2367 231.97 0.7202 0.0829 0.1845 255.93 0.7738 0.0078 0.1782 375.93 1.2808 0.0580 0.1882 388.02 1.3090 0.0609 0.1229 450.00 1.2761 0.0893 0.1046 Copyright 0 2016 by Tower Engineering Solutions, LLC. All rights reserved. ES TmscriYrtprmftSolutitxnx Guyed Tower Base Design - Dote h1412016 Customer Name: SBA Communications Corp El IA Standard: EIA=222-G Site Name: Swain Road Tower . Structure Height (Ft.): 450 Site Nmber: FL04816-A-SBA -. Engineer Name: W. Velez Engr. Number: 27480 - Engineer Login ID: - Foundation Info Obtained from: Drawings/Calculations. - Structure Type: - Guyed Tower Analysis or Design? _ Analysis. Base Reactions (Factored): Axial Load (Kips): 392.6 Shear Force (Kips): _3.9 Uplift Force (Kips): 0.0 Moment (Kips-ft): Foundation Geometries: Mods required -Yes/No 7: No Diameter of Pier (ft.): Depth of Base BG (ft.): Pier Height A. G. (ft.): Thickness of Pad (ft): M165 3.25 Length of Pad (ft.): Width of Pad (ft.): 16.5 Final Length of pad (ft) 16.5 Final width of pad (ft): 16.5 Material Properties and Reabr Info: Concrete Strength (psi): _3000 Steel Elastic Modulus: Vertical bar yield (ksi) 60. Tie steel yield (ksi): Vertical Rebar Size#: 8 Tie/Stirrup Size#: Qty. of Vertical Rebars: 12' Tie Spacing (in): Pad Rebar Yield (Ksi): - -60 Pad Steel Rebar Size (#): Concrete Cover (in.): 3.. Unit Weight of Concrete: Rebar at the bottom of the concrete pad: Qty. of Rebar in Pad (L): F__167 Qty. of Rebar in Pad (W): Soil Design Parameters: Soil Unit Weight (pcf): Water Table B.G.S. (ft): Ultimate Bearing Pressure (pso: mUltimateSkinF Soil Buoyant Weight: Unit Weight of Water: riction: Foundation Analysis and Design: Uplift Strength Reduction Factor: Total Dry Soil Volume (cu. Ft.): Total Buoyant Soil Volume (cu. Ft.): Total Effective Soil Weight (Kips): Total Dry Concrete Volume (cu. Ft.): Total Buoyant Concrete Volume (cu. Ft.): Total Effective Concrete Weight (Kips): Check Soil Capacities: Calculated Maxium Net Soil Pressure under the base (pso: Calculated Foundation Allowable Axail Capacity (Kips): 1.00 5.0 F I 29000 ksi 60 . 5 16.5 6.0 10 " 150.0' pcf 4.0 0 12 # 8 0.0 � 16.5 L 47.6 Pcf 62.4 pcf Angle from Top of Pad: 30 0 Psf Angle from Bottm of Pad: 30' Angle from Bottm of Pad: 25 5 10 13.25 0.75 Compression Strength Reduction Factor: 0.6 454.45 Total Dry Soil Weight (Kips): 49.99 0.00 Total Buoyant Soil Weight (Kips): 0.00 49.99 Weight from the Concrete Block at Top (K): 0.00 238.75 Total Dry Concrete Weight (Kips): 35.81 680.63 Total Buoyant Concrete Weight (Kips): 59.62 95.43 Total Vertical Load on Base (Kips): 538.01 wew Capacity Ratio 1750.0 < Allowable Factored Soil Bearing (psf): 3000 0.58 OKI 727.2 > Design Factored Axial Load (Kips): 393 0.54 LOKJ TES Engr. Number: 27480 Page 2/2 Date: 11/4/2016 Check the capacities of Re!nforceine Concrete: Strength reduction factor (Flexure and axial tension): Strength reduction factor (Axial compresion): (1) Concrete Pier: Vertical Steel Rebar Area (sq. in./each): Calculated Moment Capacity (Mn,Kips-Ft): Calculated Shear Capacity (Kips): Calculated Tension Capacity (Tn, Kips): Calculated Compression Capacity (Pn, Kips): Moment & Axial Strength Combination(Pu/Pn+Mu/Mn): Pier Reinforcement Ratio: (2).Concrete Pad: One -Way Design Shear Capacity (L-Dir. Kips); One -Way Design Shear Capacity (W-Dir. Kips): Two -Way Design Shear Capacity (Kips): Lower Steel Pad Reinforcement Ratio (L-Direct. ): Lower Steel Pad Moment Capacity (L-Direction. Kips-ft): Lower Steel Pad Moment Capacity (W-Dir. Kips-ft): 0.90 Strength reduction factor (Shear): 0.75 0.65 Wind Load Factor on Concrete Design: 1.00 capacity Ratio 0.79 Tie / Stirrup Area (sq. in./each): 0.31 857.3 > Design Factored Moment (Mu, Kips -Ft 10.6 0.01 OK! 386.8 > Design Factored Shear (Kips): 3.9 0.01 OK! 511.9 > Design Factored Tension (Tu Kips): 0.0 0.00 OK! 2386.9 > Design Factored Axial Load (Pu Kips): 392.6 0.16 OK! 0.18 FOKI I Check Tie Spacing(Design/Required): 0.5 0.005 575.5 > One -Way Factored Shear (L-Dir Kips): 86.2 0.15 OKI 575.5 > One -Way Factored Shear (W-Dir Kips) 86.2 0.15 OKI 1522.5 > Two -Way Factored Shear (Kips): 336.3 0.22 OK! 0.0029 OKl Lower Steel Pad Reinf. Ratio (W-Direc 0.0029 OK! 3124.3 > Moment at Bottom ( L-Direct. K-Ft): 509.9 0.16 OK! 3124.3 > Moment at Bottom ( W-Dir. Kips -Ft): 509.9 0.16 OKI IIIIESoil `1 *1b er Fi;groe ingSohmons GuyAnchorAnalysis and Desi °Oie - YLTIgn 111412016 Customer Name: SBA Communications Corp EIAA Standard: EIA-222-G Site Name: Swain Road Tower - Structure Height (Ft.): 460 Site Nmber: FL64816-A-SBA Engineer Name: W. Velez Engr. Number: 27480: . - Engineer Login ID: Foundation Info Obtained from: Drawings/Calc0latioris^ Number of Anchors: EEI Soil Design Parameters: Soil Unit Weight (pcf): F Soil Buoyant Weight: 42-.6 Pct Cohesion of Soils (psf): 0 Water Table B.G.S. (ft): Unit Weight of Water: 62.4 pct Internal Angle of Friction 29Ultimate lateral pressure (psf): Ultimate Skin Friction: _ Psf Coefficient of Shear Friction: "0.30Conical Failure Angle from Top: Failure Angle from Bottm 20 Material Properties: Concrete Strength (psi): F-3oo-o-1 Unit Weight of Concrete: _7150A 1 psf Horizontal Rebar Yield (psi): 60000 Shear Strength Reduction Factor: 0.75 Flexure Strength Reduction Factor: 0.9 A. Inner Anchors: Radius ft): 200 1. Design Reactions (Factoredl: Uplift (Kips:) 101.7. Shear (Kips) 120.7 Angle of force resultant (� ): 40.1 2. Foundation Geometries: Block Base Depth B.G.S. (ft): 12.0 Block with/without toe? No Water Table below grade 2.00 " Length of Anchor Block (L, ft.): 36:0 j Width of Anchor Block: _ 6.0 ft. Thickness of Anchor Block (ft.): 6.0 Concrete Block @ top of Anchor? No (1). Inner Anchors: Radius (ft): 200 H (ft.): 12.0 Hw(ft.): 2.0 L (ft.): 36.0 W (ft.): 6.0 T (ft.): 6.0 Angle (ID): 40.1 5 (ft.): 19.40 Top bars: 8 # 8 Front bars: 8 # 8 Concrete Volume (Cu. Yd.)/Each: 48.00 2). Outer Anchors: Radius (ft.): 315.0 H (ft.): 12.0 Hw(ft.): 2.0 L (ft.): 17.0 W (ft.): 5.0 T(ft.): 3.0 Angle(0); 48.1 S (ft.): 16.80 Top bars: 5 # 7 Front bars: 3 # 7 Concrete Volume (Cu. Yd.)/Each: 9.44 W 4 . 4 TES Engr. Number: 27480 Page 2/2 Date: 11/04/16 3. Foundation Analysis and Design: ' Total Dry Soil Volume (cu. Ft.): 950.75 Total Dry Soil Weight (Kips): 122.74 Total Buoyant Soil Volume (cu. Ft.): 2480.99 Total Buoyant Soil Weight (Kips): 305.69 Total Effective Soil Weight (Kips): 153.77 Weight of the Concrete Block at Top (Kips): 0.00 Total Dry Concrete Volume (cu. Ft.): 0.00 Total Dry Concrete Weight (Kip): 0.00 Total Buoyant Concrete Volume (cu. FQ: 1296.00 Total Buoyant Concrete Weight (Kips): 113.53 Total Effective Concrete Weight(Kips): 113.53 Weight Reduction Factor: 0.9 Uplift Strength Reduction Factor: 0.75 Shear Strength Reduction Factor: 0.75 4. Check Soil and Foundation Capacities: Nominal Factored Uplift Resistance: 257.77 Kips> Design Uplift Force (Kips): 101.7 OKI Ultimate Shear Friction Resistance at base: 70.82 Kips Ultimate Resistance Pressure: 1600.0 Psf Factored Shear Resistance: 312.32 Kips> Design Shear Force (Kips): 120.7 OK! S. Design Concrete Block: Rebar Size # : (1 8 Wind Load Factor on Concrete Design: g 1.00 Qty. of the Rebar at top of the block: 8. ' Qty. of the Rebar in the front of the block: � _J Area of Single Rebar (sq. in.): 0.79 Factor for concrete compression zone: 0.85 One Way Shear due to Shear Force (Kips): 60.4 One Way Shear Capacity for shear(kips): 402.2 One Way Shear due to Up lift (Ki ps): 50.8 One Way Shear Capacity for uplift (kips): 402.2 Moment due to Shear Load ( Kips-ft): 543.3 Flexural Capacity for Shear Load (Kips-ft): 1933.5 HOKI Moment due to uplift Load (Kips-ft); 457.6 Flexural Capacity for uplift Load (Kips-ft): 1933.5 Ratio of Design Moment/Moment capacity: 0.28 Minimum ratio of rebar (top & front) : 0.18 Max. Ratio of Shear Force/Shear capacity: 0.15 NOTIM B. Outer Anchors: Radius ft): 315.0' 1. Design Reactions (Factored): Uplift (Kips:) - 6§:1 Shear (Kips): . 89.4, Angle of force resultant (m ): 48.1 2. Foundation Geometries: Black Base Depth B.G.S. (ft): P 12.0 Block with/without toe? No Water Tahlebglow rode (ft): g 2.0 Length of Anchor Block (L, ft.): - 17.0 Width of Anchor Block: 5.0 ft. Thickness of Anchor Block ft): 3.0 Concrete Block @ top of Anchor? L- No 3. Foundation Analvsis and Desien: Total Dry Soil Volume (cu. Ft.): 662.2 Total Dry Soil Weight (Kips): 61.6 Total Buoyant Soil Volume (cu. Ft.): 1484.1 Total Buoyant Soil Weight (Kips): 63.2 Total Effective Soil Weight (Kips): 124.8 Weight of the Concrete Block at Top (Kips): 0.0 Total Dry Concrete Volume (cu. Ft.): 0.0 Total DryConcrete Weight (Kip): 0.0 Total Buoyant Concrete Volume (cu. Ft.): 255.0 Total Buoyant Concrete Weight (Kips): 22.3 Total Effective Concrete Weight (Kips): 22.3 4. Check Soil and Foundation Capacities: Nominal Factored Uplift Resistance: 129.44 Kips> Design Uplift Force (Kips): 66.1 OK! Ultimate Shear Friction Resistance at base: 28.29 Kips Ultimate Resistance Pressure: 1600.0 Psf Factored Shear Resistance: 82.42 Kips> Design Shear Force (Kips): 59.4 OKI S. Design Concrete Block: Rebar Size(#): 7- Qty. of the Rebar at top of the block: 5 Qty. of the Rebar in the front of the block: Area of Single Rebar (sq. in.): 0.60 Factor for concrete compression zone: 0.85 One Way Shear due to Shear Force (Kips): 29.7 One Way Shear Capacity for shear (kips): 165.6 OKI One Way Shear due to Uplift (Kips): 33.0 One Way Shear Capacity for uplift(kips): 157.7 OKI Moment due to Shear Load ( Kips-ft): 126.2 Flexural Capacity for Shear Load (Kips-ft): 453.5 OK Moment due to uplift Load ( Kips-ft): 140.4 Flexural Capacity for uplift Load (Kips-ft): 431.8 OKI Ratio of Design Moment/Moment capacity: 0.33 Minimum ratio of rebar (top of front) : 0.13 - Max. Ratio of Shear Force/Shear capacity: 0.21 EME