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HomeMy WebLinkAboutSTRUCTURAL ANALYSIS REPORT4 RECE17—D NOV 10 2016 TES Tower &gineering Solutions Phone (972) 483-0607, Fax (972) 975-9615 8445 Freeport Parkway, Suite 375, Irving, Texas 75063 Structural AnalVsis Report sGANNED BY st. Lucie Gountx Existing 450 ft. FWT Guyed ' er Customer Name: SBA Communic:toii-wons Corp vve Customer Site Number: FL04816-A Customer Site Name: Swain Road Tower Carrier Name: T-Mobile Carrier Site ID / Name: A2POO44C / SBA Site Location: 1401 Swain Road Fort Pierce, Florida Saint Lucie County Latitude: 27.435872 Longitude: -80.377549 Analysis Result: Max Structural Usage: 73.0% [Pass] Max Foundation Usage: 72.06' [Pass] Report Prepared By: Walter Velez TOWER LN GINEERING - SOLUTIONS. LLC .\44� Freeport Parkwav Ste 375 lr%in.,i.TX 75663 (fA,, 30690 TES Project Number: 26831 Page I October 12, 2016 ES Tow" &&eeft somons Phone (972) 483-0607, Fax (972) 975-9615 8445 Freeport Parkway, Suite 375, Irving, Texas 7SO63 Structural Analvsis Renort Existing 450 ft. FWT Guyed Tower Customer Name: SBA Communications Corp Customer Site Number: FL04816-A Customer Site Name: Swain Road Tower Carrier Name: T-Mobile Carrier Site ID / Name: A2POO44C / SBA Site Location: 1401 Swain Road Fort Pierce, Florida Saint Lucie County Latitude: 27.435872 Longitude: -80.377549 Analysis Result: Max Structural Usage: 73.0% [Pass] Max Foundation Usage: 72.0% [Pass] Report Prepared By: Walter Velez I % I TES Project Number: 26831 Page I October 12, 2016 I 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 Tower original structural design report & tower section data prepared by F\ArL Inc. Dated 06-11-1998. Job No 17139. Design No G9M600, R2. Tower previous structural report prepared by FDH Velocitel. Dated 10-26-2015. Project No 15CBV01400. Foundation Drawing Tower original foundation design & foundation geometry prepared by FV%IT, Inc. Dated 07- 17-1998. Job No 17139. Design No G98-0600, R2. Geotechnical Report Tower geotechnical report prepared by FDH Engineering, Inc. Dated 09-18-2012. Project No 1208832EG1. Modification Drawings N/A Analysis Criteria The rigorous analysis was performed in accordance with the requirements and stipulations of the ANSI/T[A-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 V,It = 158.0 mph (3-Sec. Gust) Nominal Design Wind Speed V.1d = 122.0 mph (3-Sec. Gust) 60 mph + 0" Radial ice ANsi/TIA-222-G, 2012 IBC & 2014 Florida Building Code, 5th Edition C 0 ft. Ss = 0.056, S1 = 0.029 FEI L E Cu" Y TES Project Number: 26831 Page 2 October 12, 2016 f 1, 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. Iterns levatio n E 00 Qtv. Antenna Descriptions Mount Type & Qty. Transmission sm' �Lines Ov wner 1 387.0 1 Shively 4 Bay FM Direct (1)211 Midway 2 232.0 6 CMA-BDHH/6520/EG-8- Panel (3) V-Frame (VF13-XX-96) (VF13->O(-96) (12) 15/8"; (1)1.584" Hybdd T-Mobile 3 3 —CellMax Andrew DBXNH-6565B-A2M - Panel 4 3 Andrew TMA-5-DB1921-DD-A TMA's 5 2 Nokia FXFC 6 3 Nokia FRIG 7 1 Raycap ASU9338TYPOl 8 225.0 1 STL Parabolic Dish (1) Pipe Mount (1)11/4" Midway 9 200.0 9 CSA PCSA065-19-2 - Panel (3) Standoffs (12) 15/8"1 Verizon I Verizon's existing feed lines were considered 5tacked (6/6). 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 Hevation (fL) CILY. Antenna Descriptions Mount Type & Qty. Transmission Unes Owner 10 232.0 6 Ce1IMaxCMA-BDHH/6520/E0-8- Panel (3) V-Frame (VF13-XX-96) (VF13-XX-96) (12) 15/8"; (1) 1.594" Hybrid T-Mobile 11 3 Andrew DBXNH-6565B-A2M - Panel 12 3 Andrew TMA-S-DB1921-DD-A TMA's 13 — 3 Nokia FHFB RRU 14 3 Nokia FRU RRU is 1 1 Raycap ASU9338TYPOl The proposed (12) 1 5/8" transmission lines were considered stacked (3/3/3) and installed over one tower face. TES Project Number: 26831 Page 3 October 12, 2016 AnalVsIs 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 Harizontals 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) Axial Shear Uplift Shear Uplift Shear Original Design Reactions 626.9 6.1 181.2 215.5 99.8 86.3 Analysis Reactions 392.5 3.8 101.7 120.7 66.1 59.4 Factored Reactions* 8463 244.6 290.9 134.7 116.5 * Per section 15.5.1 of the TIA-222-G 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 0.0310 degrees under the operational wind speed as specified in the Analysis Criteria. Conclusions Based on the analysis results, the existing structure and its foundafn JLEd COqPt Yto safely support the existing and proposed equipment and meet the minimum requirements per the ANSI/TIA-222-G standards, the 2012 lBCandthe2014 Florida BuildingCocle, 5th Edition undertheclesign basic wind -speed -specified in the Analysis Criteria. TES Project Number: 26831 Page 4 October 12, 2016 Standard Conditions 1. This analysis was performed based on the information supplied to (TES) Tower Engineering Solutions, ILLC. 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. TIES 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 customerforthe current structural analysis. TES has notvisited the tower site toverifVthe 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,res ,, ponsibility 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: 26831 Page 5 October 12, 2016 I C I Site Name: Swain Road Tower Code: ElAfFIA-222-G 10/1212016 JI(IT111 Type: Guyed Base Shape: Triangle Basic WS: 122.00 Height: 450.00 (ft) Base Width: 0.00 Basic Ice WS: 0.00 IES Base Elev: 0.00 (ft) Top Width: 5.00 Operational WS: 60.00 Page: I I Sect Leg Members Diagonal Members Horizontal Members 440.00 1 SOI-3114"SOLID SOL 3T4- SOLID PLT 4" x 5/8" 216 ki�� 1/4'­S(51-16 SOL-i�� iauld - - S�E 2.5X-2.5X0.1 875 S23 'sdif --RaL7716W 4211.00 � Imi SOD Fj SdUlD SAE-2.-axz-55@.E-- B sou mrsoDb FL 2;--- ' H i;�JT �A23�3XO.25 Sn soCY19-soi-ibi A13100 il SOL31/4"SOLID PI-f- 518" SAE Ui)E3�i5 S21 if- sour §60D 380.00 ii- 's&Li�/;F9-oCb' �6Li/4-�OEID �ii� iiiZi>E �876 S20 14:-1-6-' WLI-31VS-OLID -P-LT2'X11T*- --SA7E-3Xjko7 .25 - - - 36D-60 T6 - SOLID 1/4 SOI-5/8"SOLID SAE 2X2XO.25 SIS SdC2-1i��90171D- -soLIF/F§-0-001 SWE Z5)Q.-5X0 9'- 340.00 '1 9-00-�iOl- FSOL 716 �OL7578- SOLID SIB - 2T-­soLz�sdL-(5----' 'Ei3 so-LY4r -souo -SAE 2-.-5-X2-5XO-1 , 8-75-- 320.00 SOLFi- OCE 5- -�-- /8-FO ID ii�Ei)��025 317 30 0.00 biscrete A p ilifte n a n' ce- s SIS Attach Force 28000 Elev (ft) lev (ft) Qty Description '450.00 453.50 1 LIghq�ingLRqd,7' 260.00 4�0.66 4-5,0-.,0-0-- -1 -B,eacon S14 - 597�.O -ii- 240.00 3 i�. 377.15 3 Side Lights S13 -256-05 2i�6-FO - --T '-Y32.06 _1 Rjle !U,�, _ K - - 220-00 ii2 0 6 Cal6Aax Eha-BIDWi6626io-8 S12 --i3-2:66' 232.00 3 Andrew­DI3XNH-6565B-A2M 20.00 2i2J�0 232.00 --�-32-00 -�3-206' 3 Andrew TMA-S-DB1921-DD-A TMNs 21 Kio ia 180.00 232.00 232.00 -�Ri.6-0 3 Nokia F�IJR�U---- -Ky�2p S110 iKbd i SE9�3FTYP61 K �ii6-0 -i V-Frame(VF1i5FX46-) 160.00 Y29-.-66 i- ��lna-ja-bori��W-- - - Be 22'5'.00 1 Pipe Mount 140.00 200.00 TCO:60- 6 dS-K-PCSA06f5:T9-�- SS 'i6d.6-0 - -i(iO-.jO- -i itan­iio�;-- 120.00 -��2-00 TEO-d --- i S7 -Ii8"00 In.66 I Torque Arms ID0.00 1-14--.5-0--- -3- -S-id-e Liqhts Be Elev Elev 3.00 387.00 1 2" Coax -5-/8-"C--o-ax- E3-2TO 12 1' 3.06 '2�-2.660- -1 �i5-.00 1 11/4" Coax 20000 12 1 518" Coax 55.86% @ 384.075 It - 80.00 S5 60.00 84 40.0 a S3 2000 S2 4.00 Copyright @ 2016 by Tower Engineering Solutions, LLC. All rights reserved. Site Name: Swain Road Tower Code: EIAMA-222-G 10/12/2016 Type: Guyed Base Shape: Triangle Basic WS: 122.00 Height: 450.00 (ft) BaseWidth: 0.00 Basic lee WS'. 0.00 ES Base Elev: 0.00 (ft) Top Width: 5.00 Operational WS: 60.00 Page: 2 TouEnztn=nnRSo,=fi. Copyright @ 2016 by Tower Engineering Solutions, LLC. All rights reserved. Type: Guyed 10/12/2016 Site Name: Swain Road Tower Height: 450.00 (ft) .MrM Page: 3 Twu 42, ;:6 .,Oi)2-i3Jd3 17;� —ST 44- 7 - - - - - - - - - - - T- T -7 A- 1 F 17 J 4 4 L -L --j--L I P t 1 1 �Lj -1 I I I -F-, .1 T-1 7 7, —�i F— j F 7---, F--- 77 7 -�-7 -7 T T I —fI L L I —I" Copynght (D 2016 by Tower Engineering Solutions, LLC. All rights reserved. Structure: FI-04816-A-SBA Site Name: Swain Road Tower Height: '450.00 (ft) Base Elev: 0.000 (ft) Gh: 0.85 Topography: I Discrete Appurtenances Properties Code: EiArrIA-222-G Exposure: C Crest Height: 0.00 Site Class: E - Weak Soil Struct Class: 11 No Ice Ice 10/12/2016 Page: 4 1 T.�u Engineing Solutiom Attach Vert Elev Weight CaAa Weight CaAa Len Width Depth Orientation Ecc (ft) Description QtY Ob) (sf) (lb) (sf) (in) (in) (in) Ka Factor (ft) i§(?-qo, �ightning 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 2.4CO 20.00 2.400 0.000 0.000 0.000 1.00 1.00 0.000 �ddj��dd , _ .__ �_y�qlyA Bay EP�j_ 1 433.00 28.920 717.90 32.850 288.000 3.000 3-00 ' 0 1.00 1.00 0.000 377.15 Side Lights 3 3.00 00 5.80 0.250 8,000 4.000 4.000 1.00 1.00 0.000 2k---' N - "" -' jqrque Arms - 1 460.00 9.666 750.06 1&666 666- 6., - 0.660 0-000 1.100- -66 1, 0.6106 232.00 CeIlMax CMA-BDHH/6520/EO-8 6 62.00 9.050 0.00 0.000 64.600 15.900 5.000 0.80 0.70 0 . 000 23�.66 AjidW%� 15BA41-f 65i!185-�TM- 49m 8.1�6 o.00 6.-Noo 7i-Ab ifgob i.-i-do -6.56 6.6 6.60o 232.00 Andrew TMA-S-DB1921-DD-A TMA!s 3 22.00 0.720 0.00 0.000 10.000 8.600 4700 0.80 0.67 0.000 -RR-U­ 3- 5-l.-00-- -3.6-3-0- -0-.0-0- -0.000 34-.-30-0- 1-2.6-00 7.-8--00- 0.80- 0-.6--7 06-0-0.0 232.00 Nokia FRIJ RRU 3 44.00 2-200 0.00 0.000 23.110 11.410 4.840 0.80 0.67 0.000 Qqj�aycqpASUEL33�TYP01 1 19.00 3.200 0.00 0.000 20.380 18.860 5:830 0.80 0. - 6 ' 7 0.000 232.00 V-Fmme(VF13-XX-96) 14.000 550.00 16.000 0.000 0.000 0.000 0.75 0.75 0.000 -3 I �H-o fo.666 U9.60 -�6.560 �8.606 36.b60 0.060 -i.66 1.66 0.6'00 225.00 Pipe Mount 1 55.00 1.800 63.00 4.340 12.000 0.000 0.000 1.00 1.00 0.000 24-66 6-496- --0.-00 0.'606 75.60d M60 7MO 0.8 0.94 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 I �Y(J-0 Tqjj�Le Xr�, 1 400.00 8.000 750.00 15.000 0-000 0.00.0 0.000 1.00 --1.00- A000 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 foi4-5-0, Side Lights 3 3.00 0.200 5.80 0.250 8.000 4,000 4.000 1.00 .1.00 .0.000 Totals: 48 4,846.30 5,658.70 Number of Appurtenances : 19 Copyright @ 2016 by Tower Engineering Solutions, LLC. All rights reserved. Structure: FL04816-A-SBA Code: ELAMA-222-G 10/12/2016 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 IES Gh: 0.85 Topography: I Struct Class: 11 Page: 5 Tb�&ginecfingsol= Linear ADDurtenances PrODerfies Elev. Elev. Pot Spread Cluster Out From To Width Weight In On Bundling Dia of Spacing Orientation Ka (ft) (ft) Description Qty (in) (Iblft) Block Faces Arrangement (in) Zone (in) Factor Override Ybd w.do zaoax _L__ 2-00 4 1 -.- R0 qO n-divi'dual Nk N I.Qb- A.66 3.00 232.00 1 5/8" Coax 12 1.04 33.30 1 Block N 0.50 1.00 1.00 232M 1.5 1.58 1.00 100.00 1 Individual IR N 1.00 1:00 3.00 225.00 1 1/4" Coax 1 1.55 0.66 100.00 3 Individual NR N 1.00 1.00 3WO -RFC6 ' 1�R"Coax'­ -12-- KT8' U.01f -5-0-60 -7§-I-o-ck--- ---N -,-0-z-0 -----1-00- Copyright @ 2016 by Tower Engineering Solutions, LLC. All rights resewed. 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: 1.2D + 1.6W Normal Wind Wind Load Factor: 1.60 Dead Load Factor: 1.20 Ice Dead Load Factor: 0.00 Code: EIAMA-222-G Exposure: C Crest Height: 0.00 Site Class: E - Weak Soil Struct Class: 11 10/1212016 ES. Page: 6 Tower Engin�ng Solufiom 1.2D + 1.6W 122 mph Wind at Normal To 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 Gf Df Dr (in) (sqft) (sqft) (sqft) (1b) Ice (lb) (lb) (lb) (lb) Ebb- _I qq.,1 00 -0-:-0-0 -2.6-4 �.V 0.66- -70A.�� 6:0'­�13.77� � f&d6 �i!92-1� Ti-T2 0.00 0.19 2.64 1.00 1'00 0.00 10.73 38.58 0.00 2,654.5 0.0 1061.87 1253.82 2,315.68 3 36.d'- -di-81 fi.9-11 f4: F5 ffdb '6E 2.6 -'�.iCi'iil .00,1.00 -' 1- -- - --- 0.00 14.38 48.22 -0.00 3 -- r§73:L 1811.12, 3,436.32 4 k.6 1.66' 1.66 6. 6 1��i6 48.ii 0.'66 iI,372.7 0-0 1799.65 26ili.�6 5 1;�.-65� -0.66 - _ 14.30 48.22 0.00 - 3,372.7 - 9M81 2164.80 - 4,095.60 6 - 66.6 46.66 I� ii 44.iii" -6.6& -6.2o i6i'-T66 J.00 o.00 14.26 - z- 4i. 2 6.66 i 6. .81 i�EA� 6 26i2 4,iC5.i2 T 1-1-0.T-4-162 "iYY8- -0-06'- TYO -2.96- -�YO -T.-00 --6.FO i4.97 -2--1,3-0 ­4g. 2-2' --48",-2-2- -0-0-0' "0 -0 -0 --4,-15-3.-9- 3',-6-08& 0.0 2147.82 2380.91 -30-5-7.5-6, 4528.73 -il 6.32-1-484-2-- -1-1-6-7 0-0-0-- --0.2­5, 2.-4-4- 1--0,-0, 1,.-00- 0-.,0,0 6-0- 2,4--6-6-.13 5,523.69 g- V�0.6 44-64 5436 14.46' b.-O-0 6.t6 -�.-6-2 i.661-66' 0.60 1,f.iC 411.2-2 6.06 3,�nT- 0.0 2251.67 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 i'l '166.6: 4-6.,0 14-8976 lb.83 0.00 -0.24 2-46 1-00 1.00 0;00 20.93 48;22 0.00 4,112.8 0.0 327&82 2671.24 .- . - - -- --,- 5,950.06 I- - , ��6.6 6.-i6- i.Zi- 4.Ei.66- 6-66 T� 2 o iZ2� . 6 6 bo i� i 3 .9 0.0 3613.73 1322.38 4,936.10 1-3 UO-6 C60- 14. �8 O.-CO 3�4.k� 6.6 -3-- -8 -82 9-.-30- ___Lq4.9 -6.0 -3,-4-94- 2-8 -i�-Ob�- -,g-li- 6.66 6.ii 0- -1.06 7&6 .00 iO- �4 i ' W 6.00 2,612.9 3414.68 1�226 7.54 I ii - -2fCd 90-52 17.j'94V -41-7- 6.06- -010-0 -6."2� ��i 1-00" -1.0-0 -1-.,o-o- -0"'0-0- 722-.6-8 -3.'3'3 -i-ki -05. 0 0' -2-,-78-9.-3 0.03779.40 164-91 3.944.31 16, ik-o �i,2-9-4.8-1-3 1-07-2- 1-.66 b-.66-- TO.6�' 6.0-0 i,6811 0.6 21ili.i� i C7.'� 1 17 �IFO -92--.01 -5.M0- -W.6i3 I'E.83- 0-.0-0 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 �8 ikb iEi6* �2.gi 6.66 0.18 Y.66 T .00 1.00 0.00 13.43 3.33 0.00 2,139.7 0.0 2561.95 172.03 2,733-97 16 3�0.0 T33-6 - - �.b�3 - - '§-.9-0- 0'-0'0" -0.1-4 -2-:8-0 '3�4 1.66 i.bd 'T60 - - - ' - I OA - 3M � 0.60 1�-3'7-8.6 - , 0.0 2131A9 174.17 2-ic§M 26 i7(T.6 ii.99 4.i3i - --- 6AT6 6.60 iii 6 . 6 q 16 oo 4- 6-. 9 3.33 0. 00 1,3 78.6 0.0 2156.57 176.22 �,332.79 21 :3bO.6 Y4-.gg -6.Wd -6-06- - -O.T f.66 1.6-0 b-66 12.1 j i.T�- -..0.0 1,1�j.8. 6236 2,523:27 �2 416.0 i ' �i - 4.�� 3 -- �.�O OTO �.k 1.00 1.00 0.00 10.49 0.00 0.00 1,353.7 0.0 2203.69 0.00 2,203.69 21, -4kd - -5-5.,7-2 - -4-.8'33 9.90 0.00 0.14 2.80 - 1.00 1.00 0.00 IOA9 0.00 'o.oiI 0 ' 00 1,353.7 0.0 2225.89 0.00 2,225.89 i� 4�.6 kii 4.663 5.�-i 6.6o 6.�6 i6i 1.66 i.06 6.66 6.-66 ik� 6.0 Uk13 6.60 1,��4.ii 60,604.1 0.0 80,394.64 Copyright (D 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: 1.2D + 1.13W 60'Wind Wind Load Factor: 1.60 Dead Load Factor: 1.20 Ice Dead Load Factor: 0.00 Code: EIA/TIA-222-G Exposure: C Crest Height: 0.00 Site Class: E - Weak Soil Struct Class: 11 10112/2016 h S Page: 7 Tov� E.ginmring W.d.s 1.2D + 1.6W 122 mph Wind at 600 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) (psq (sqft) (sqft) (sqft) Ratio Cf Df Dr (in) (sqft) (sqft) (sqft) (lb) Ice (lb) (lb) (lb) (lb) '0.'0- --2-06-'5-6- - -78' -.3f-----28- -4 9-2 .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 iz-6-5 -6.60- ­60-0 1-3-1-9 - -48 2-2 - - -0-00- - '3-.3-7-2--7 - - M 1491.55 1811.12 3,302.68 0.� 3E42 .9iT iZ6� iiT 0 ii) .61 6 .66 06 --Z8.2i -&.� 0 i72- -i,- .7 -6-7 iO 6. 6Ei3 1E�j iii 67 8 5 bld UOUO-.6-0 1­3ii- -4-8-.2-2- 0-0-0 3-,37-2-.'7- 9.65 2164.80 T?L3Z.�5 0.09 i�li 5 O.bii 07i.6i O.iFTOO 0.00 13.02 48.22 0.00 3,372.7 3 28 8 4,136. 0 -�� K-dii - -- -ig-.2-C-0.00 ---iT -'- 0.20 2.59 0.80 1.00 0.00 - 13.38 -- -- 4-8-22 dZd- C 4j7 9 F�- 1� 3--� 3 0. .154-L9 i 1:TO.O .32 ii.'84i .67 0.00 0.25 2.44 0.80 .00 6.0il 18.3� .2i O.d� 53.9 E0 2631.54 2466A3 9,097.67 -i& -�.i3i -14.4-6 �U-2- -6.0-0 -0.0 2063.12 2541.56 4,604.68 1i6.0 5. 3 �4 i6 6T 0 0.19 2.62 0.80 1.00 0.00 12.97 48.22 0 OT 3,307.6 o .0 11 60 '724.46 4724.46 1i i§-rO' '4-60-iZ.69-8-- I-E-EF3 ' 6LOd -U4-T46- -6-66-T.66 TOAW-fi.-9�-' --i�.26 4-8-'--'- 99 0-.-- --LO -4 -11-2.8 - 0.0 2811.98 2671.24 5;483.22 i 1i 1�.O ET7.iii T(1.00 6.�6 2.4� 1'&0 0 li.5� 0.00 3,731.9 00 3070.07 1322.38 4,392.44 i-Y U-0.6--��86-9T.6-4' ��-.06-1- -0-0-0 - 0-1 -8 -'2--6-6 0-80 TOO 0.00 --- 12.19 14.98 0.00 2354.6 0.0 2154.27 829.30 2,983.57 14 250.0 49.7115.009 9.17 6.06 3 2.50 80 T06 O.CO T4 �.33 07 .9 i 0.0 2908.59 162.26 3,070.85 V � 0- 0.6 O:Y2 i7 3-94 -9.i7 0-06-- 0�-i43 -T 7:9-0 -CFCF-6-- .00 -1-920- 3-33 -0--0-0 -2-,7-8-9.3- 0.0 3199.57 164.91 3.364A8 lij OT 1.29 8ii 16.7� 6 6. T5 ii� .87o 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 .01 .653- -1D "Tiii- 0.00 -- - OAS 2.66 - - 0.80 i-Od -6".k -C�.CO 1YYO 13- 3 0.00 --- ---- 2,139:7 --,- - 0.0 2297�35 169.78- 2467.12 �8 0.0 iT70' Ei.03i 3 0.�6' 6.'�'8 iii�' .00 0.00 --- 12.23 3.33 0.00 2,139.7 , 0.0 2331.86 172.03 2,503.88 '6-66 -OT4-'��O -5'0---T-06-ORO 3-.-3-3 0: 0­0 -1-,37-8-S '0--0 -2.109.30 -a, 20 370.0 53.99 4.833 9.90 E00 .14 .80 OiO UO .00' i 6.iii3 1,�ii.6 6.6- Ti, ii�' 1 5 i6 E2 i 34.0 -ii 0-0 -6-6- - -92 -, -i- 1-17 --0-.-0-0 -1,4-5-4.-8 ORO 2­21-4 4-2 -6'2-36 - - - - - Zi7678-] �i(iii ii.T7' 33 9. �O ---- 6.00 O�4 2.i - &- .80 ol".Y6 6- .06 .5i 0.00 0.00 1,353.7 6'0 266078 000.6i 23 430.0 55.72 4.833 9. 90 6.(-]0 6 1-4 2YO - -68-0 1.00 0.00 9.53 0.06 1-,3-53.7 2020.84 0.00 2,020.84 1 T4 �5.0 5j.T3 4.663 51 0.00 0.19 2.65 0.80 1.00 0.00 644 0.00 0.00 799.5 0.0 1300.01 0.00 1,300.01 60,604.1 0.0 -7-4,551.93 Copyright @ 2016 by Tower Engineering Solutions, LLC. All rights reserved Structure: FL04816-A-SBA Code: E[ArrIA-222-G 10/1212016 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 IES. Gh: 0.85 Topography: I Struct Class: 11 3 Twff En� ... bg S.Mo.s Load Case: 1.21) + 1.6W 900 Wind 1.2D + 1.6W 122 mph Wind at 90' 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) acift) (sqft) (scift) Ratio Cf Df Dr (in) (sqft) (sqft) (sqft) (lb) Ice (lb) (lb) (lb) (lb) 1 .0' 27.53 0.446' 3-4§ 0. 0 .66 Agb.� b.O-' 168�.TV _78­3_6 ---'-'--8-67-2- 2 i7T3"1941 �t72 0.00 0.19 2.64 0.85 0 i6.�i i�. i8 6._ 60 �,6 5� 0.0 66i.,i � �2 2.257.16 3 -50.0 YI-Cl�-9il IT:RT --6.60- -d.Y6-1bf.- 6-m 1-06 �6."db '6.60 1149 -219:�Y - - 9.00 ---- 3,372.7 0.0 1524.97 1811A2 3,336.09 i kb - �i i6i'l 6.66 1.66 ii. 0.00 �, an. i 6.6 1C86.6i 1 �,�64.ii TO:E- j9-.Oj '9.&A f4-05 U.'66 Uff-76.66 U.4b ��.2-2' -0':-O-o 3,372.7 0.0 1809.94 2164.80 -b.b 3,974.74 6 Z66 -1 -6.66 6-26-iiif' 6.�6 6.66 ilil TE]i2 0.66 3,3i2.7 _7 4:1-Y2-�-9i-1 iUii- 6.6-6 6.Y 2.59 - 6-.b� -i.'06- -6.66 11�6 48.-22 TGO TQ6k� 0.,6 �dTfo� -3-8 �.397.98 i ik.6 -- ia3i �4.-8�i -J-1 T7 o.00 o.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,i64.ii -6 7i-56.0 -,4,6-4--,5-.9-3,-8 -14.4-6 -0.0-0 b-.16 -Yd� 1.66- -6-60 1 �.-2 6 iff.O- 0-06 j,-307-'6" 0.0 2110.26 2541.56 4,651.81 .83 5,938 1446 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 -';�6-.- -- 9� �U99 - �0.63 6 -6.b- 24 6 -T - IZ- - . 0'- V.R� � 6 .6 C 6 i6dd �8-22_ 0.00 4,112.8 0.0 2928.69 2671.24 5,599.93 16-60 0.66 6-26 - Y.4i Ei5 1.00 0.00 20.44 24.26 6.-dd 3,��m.g 6.-o �265.F8 I iH'k 4,508.k 13 230.0 48.85 5.964 13-01 C60 ---6-1-8 -� -66'-bT57i.66- -6-o-o i�]Tq---i4-gs b.b6 z-354.-6 -i 6-6T2b-6.-6&-'6T9-36-- --T;� 49.71 1�.666 �7 .6 ii 27E(T 6^�5 .66 99 .33 T OLO EI'U.6 0 6 i6iii6' 16i.�6 3,1 9�.49 i-5- -i�-O.-O 6.1-7 6.66- 0.-2&­2 �rS -j. - d.f5 -1-6-0 -0-.dd io-O 2.7-8-9.3- -1,683A 0.0 3344.53 164.91' 3,509.44 . - 1� i60.0 .279 4.8i3 i6.i� 6-.66 I � 2.7i- 6. �5 -1-'06 6.60 16.'�i i."ii' 6.66 0.0 1978.5-0 167.4-1 2j'45.91 17 310.0 5101 5.990 12.83 -6506- 6.-89 i.06 U 0-0 1 �!96 -;-'3.3-3 --0' 2-,-1 3'g-.'7-' 0.02353.74 169.78 2;523.52 -3 0.00 0.18 6 '1.06 2.53 3.33 0.00 2,i�5.� 0 0 li�. 8 1 63 6 .4 WO-6 8�36 I.E3� 9.90 0.00 0.14 2-80 0.85 1.00 0.00 9.77 -i. 3:33 0.00 -6To 1,378.6 0.0 1984-22 474.17 ZO 0.0 53.99 4.833 9.90 6.6o' 6j� 2.�F'6.8� 1.E' Ydd �i i�i i�g 1, .6 0.0 2007.57 176.22 2,183.79 9 -966'6 -i�6'6 ' -9.46- T-1 9-T-7d--O.9 Tb-O -6-06 ii-.2� TI-7 -,0-00 -6'.6o 1f;'j- L-4.-§- Q.qL 2276:04 62.36 - �Ta.�r6 2� 5KT7 3i - Wi- -o.E- -m� -i-80-- g.ii 6.(T6 1,353.7 --- - 0.0 iOiT43 E66 - -- 2,651Z 23 4MO 55.72 4.833 9.90 6.66 - -0.00 .6A4 . -11- --1-- _q q.00 9.77 MO 0.00 1,353.7 0.0 �ffi:f-o 6. CO -�-,67-;D -0 �4 -�45-.O- 56'.-1-3 4-,0'6'3,, 5-.5-1 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 Copynght.@ 2016 by Tower Engineering Solutions, LLC. Ali rights reserved. Structure: FL04816-A-SBA Code: EIAMA-222-G 10/1212016 Site Name: Swain Road Tower Exposure: C Y Height: 450.00 (ft) Crest Height: 0.00 Base Elev: 0.000 (ft) Site Class: E - Weak Soil VL! IES. Gh: 0.85 Topography: 1 Struct Class: 11 Page: 9 TmcrEnginocfing Solutiom Load Case: 0.9D + 1.6W Normal Wind 0.9D + 1.6W 122 mph Wind at Normal To 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) (Sqft) (sqft) (sqft) Ratio Cf Df Dr (in) (sqft) (sqft) (sqft) (1h) Ice (lb) (lb) (lb) (lb) 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 -Y6.6 ---- -- - - - - - - 6-.66 6.-id -i.C1 - f-.O-O 1.66 6.6-0 - 14.38 -48-:-22- -- -0-.00- -72-52­96" -E --ii 0.0 1625.20 1811.12 --6.6 3,436.32 i iO.0 Hii T gl� 14.'65 OT 0 �.26 .61 1.05 1.00 0.00 14.30 48.22 FO 2.k � �69-�5- ic�i-6.T6 v�T46 _5 TIJ.b 1-3EL63-5-968- --Z -K- i�.68 --ii' - 6.b-O TZ 6-1 T60 10-0 MO - U-.3 0 - 'Z8-:ff -'- -d.-d 0 - -2.----- Rg-9 60.� 0.�g gfl �5 6.F 0 J---- 6. i6' 2. 1 1.06 1.00 0.00 14.20 48.22 0.00 2,529.6 0.02022.81 2282.42 4,305.22 -_6 7 --i T1-CFO Z1-8 T -9-9 1-1 f 5- 28 b. 0- 0- -0.-20- 2-59 - 1-0 0--1--.0-0 -0� -00--0 -14-.-5-7, -48-22 01-00- .-2-,7o-6--4 -3j1KA' 0-.0- -21--47-.-8--2 -23-8-0--9-1-- 4-,5-2-8.-7-3 36.0 4iii .8ii i4.�7-OT . o- 5 2.44 .00 T06 . 0 0 8.�2 -6-- 6. o' 7.�13 6CI� 6.6 365 - �4 5,523.6i -6 - - -10 ­f&O-d- �4-64-5-.938 -Kii- T4-46 0.19 2.62 1.00 1.00 0.00 14.18 48.22 0.00 2480.7 - -- 0.0 2251.67 2541.56 -- -M-i--6- 4,793.23 IT OT .8i 4� 8 44.i6 �.00 0.19 2.62 1.00 1.00 0.00 14.16 48.22 0.66 2:iiOl 6.0 iiO& 60 Zi 4,6-- 1814 -Z-92 6-06 ii.-24 T4�--'i-db -1.bd 666 -463H '--- P-Q0 - - - MHA 0 _-_0 j?78-82 2671-24 5,950-06 1� T7.326- 6-.o 6 2-6 41- o6- do .00 3. 4.26 000 2,798.9 0.0 3613.73 1322.38 4,936.10 .97674 --1161' -656 6 -18 �.66 --1- 'i.50 -f.Y i',O'-O- -'0--.00- -1-3-.-3-9- -14-9-8-_ 0-00 l-,7-65---9 0.0 2364-98 829.30 -iHi� 3,194.28 2i6.6 7 CGO 6.-- i3 T �O .6E 6.66 26".24' 0.06 i, �5 6.6 Y�4 . 8' �. �Fil� i 1-5 -�7-0-.6 -51- '4TV3 -6.6-6- -E�-Y.4-3 -'i-0-0-i -ii 0-0 -6.6-0 ��66 -3-.3-3 -0.-0-0 2-;09-2.-0 0.0 3779740 164.91 3,944.31 2 9TO ig 5-- Y M.i2 MO 6.15 i 6 i TO' 6.66 1EM 0. �d 1.187.3 _ _0 18.�O 1T -dfd-o �OCF, T95-0- UM 6.0-0 -c�i-8 -�-.676 -iYo i.d'd 6-45 1 �.46 --- �-33- ---- 0. 0--0'- 1-,6-04-.8 .0.0 2522.92 169.78 - 2,692.70 2 .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 - 6 lii.'03 2.ii&�i i6- Y5-0.'6 ---- 9-3Y6 -F&�g -Z -83i ---dAE--O-.Ob -O.-i4"iTO --1-CFO -i! T.66"'TCiiJ 10-4-9 -dPR'L _ '---0 ---4--0 I,QL_ 0.0 2131.49 174.17. -6 - �2 305.66 �0 �70-0 �.83i .96 0 1� 0 1.00 1.00 0.00 10.49 3.33 0.00 1,034.0 �T5 6.ii �T �1 -22 -395-.b- Y436 --- 6�A- iU-5 -50-0 Y1-6 -0.7-3 -T.-00-T.ff 6.00- V.1Y --1-17- -0.-0-0-1,0-9-1.1 0.0 2460AI 62.36 ' -.6o 2,523.27 -2. .0 ii.1 E3 .96 (166 .14 2. 0 T .66 1 .66 0- .00 6.06 0.60 tolu o.6 ��H.6� b 26 i. �9 43Y6 --- 99-.7-2 --Z-- -4T3-3 --6.66 650- -Eco- -d.-U -� 8-0 -6--- -Tod-T.bd- -o6 -oo 6.-Co- 1-6.49-- -- " -0:6-0 -0.-0-0 -- J-.0-1 5-.3 - - -0.-0, 2-2-2-5.8-9 ---0 9-919,225.,6-6- - --- 2� 4Z-6--- 5. 5E�3 .063 i.5 I ig Eli i �.-oo �.ii- 6.6b o.To 599.6 - 0.0 1464.13 0.00 1,464.13 45,453.1 0.0 80,394.64 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: 0.9D + 1.6W 600 Wind Wind Load Factor: 1.60 Dead Load Factor: 0.90 Ice Dead Load Factor: 0.00 Code: ElArFIA-222-G Exposure: C Crest Height: 0.00 Site Class: E - Weak Soil Struct Class: 11 10/12/2016 YL %. v v . I ES. Page: 10 Tow� Enginmring Soludm 0.9D + 1.6W 122 rnph Wind at 600 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) (psQ (sqft) (sqft) (sqft) Ratio Cf Df Dr (in) (sqft) (sqft) (sqft) (lb) Ice (lb) (lb) (lb) (lb) 1 6 -3.49 d'66 -'�.16- 0.80 1.00 0.00 2.55 2.41 MO 673.7 0.0 206M fd.d6 2k92 2 �i`b 2T6 i.-941 1i 2 6. 0 0.19 2.64 010 1. 0 b' 3 3 90-.d 21i.Yl 5'.��T -i4.69 0.66 O.fo- zdi d.'8-0 -1-.00- 'i.00 -6.0-0 13.1-9, '13.�� 4,,8-.2--2 0.00 -�.06 2,529.6 0.0 1491.55 1811.12 3,302.68 4 56.0 3�Z i.611 -14.66 0.66 626 161 6.6 b-.06- 4ili 2,59.6 6.0 16E.-W W4M Z 76J6 k.b� �.96-8- -1-4-. *6-5 -14.6-5- 0.0-0- -0.0,0 U06 -1.-0--0- 6.50 -0-.00, i-3.1 1 �BM2- U06 �,5Y6.6 6.6 ii&.6&'�i6-4-.8-0 -3-�-W,4--.4-5 6 96-.0 4-6.-0-9- 0".2-0" 2-.-6-1 0-80 13.-0'2 4-8.-2-2- 0,-0,0 2-,-52-'9'.-6 0.0 1854.38 2282.42 4,136.80 i 10'.6 4-1-k K?I-il -"I �-8 6.66 G.YO i.86 � 8-0 - i -0 6- �.Td ij.�8 49.Z -6-.66- 2 9.0 1973-49�8g-91 4,35439 6 130.6 4i3ii4. 7 6.00 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 zi 6.-0- 4-4-.-64-- --5.-9-3-8- I-4--A6- -14.-4-6 b.66 -0.0-0- 6.191 �k UO i-.bd -0.8-0 -1- -0-0 0.0-0 -0-.0--0- 1-,2-.-99- -121-97 4-8.-2-2 '0* 0-0 2-,- - -- - ---- ----- I 0.0 2063.12 2541.56 -6� -�� ' 4,604. 68 16- i 76,0- -4,5-.-8-3,- 5-93-8, 0.1-9 2-.6-2 48.22 0.00 2,480.7 �C 0.� illi 06. � 724. 46 11 166.6 -iE-42-i�-869 M6-3- 6.00 6.24 2�6 -T86- -i�i i.-O-O' -0-.-0-0 17-.-9-5- 4-8--2-2 0-.0--0 3--,0-8-4-6 0.0 2811.98 2671�24 5,483.22 ii ci.� �7-i2 T7.��i i6­.ob 6.00 6.�6 6. io- i. �6 �.Co i 6.67 kiiti 6.F6 0.0 36�0'0� 1�H-38 4,iE�4 'd-.66 OA 8 2.66-'b-.CO f.bb 6-.6-0 -Itk5-.A 0.6 829-.36 i,4-83.57 . �4- ikci 6.i��5.00q .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 27(T.b W.911T�9-4 ' 6.17 0-06 629 2.Z -O.RO 1.-Oa 6. 60 -1 �56--- 13-3 - -6:6E --- 21 --- , L9ZO 0.0 3199.57 164.91 3,364.48 16 'i6 �. 6 5126 1632 6.1� 2.i� T.ib 1.66 6.00 i.66 333 0 0. 0 8 3 1,1 7. 0.0 1931.96 167.41 2,669. ilr 17 Y, d.b K.-gio -i�.8j 6.66 o.i-A �.�6 d.�d- i-.O-O- '0- -0 0' 12-12-0 3.33 0.00 1.604.8 0.0 2297.35 169.78 2.467.12 16- �i6.6 o.66 6.1'8- i.6� b-id i.'66 6.60 12.2i 3.3i 6.60 m6i.iI 0.0 2iil. 6 1ii6i i 56.88 ib j 5 b'. 0-- -53.-3-6"-4,.8-3-3- -9-9-0 6.0-0- -0.14- 2.8-0- 0.8-0 -1-0-0, -0-.0-0'- --9-53- -i� "3.n -0.-0-0 - - -1,-0,3-4.-0- 0.0 1935.13 174.17 2,109.30 20 370.0 liii6 . 3i 9. 2.i- 614 0 SO T-d� 6.'b 6 6. 6. �O 1.6ZO 0.6 1-657'90 176.22 2.134.12 21' 39-0.10 5�59 - k-076 -1 6.�� ---6.-90 0.00 --0.0-0 0.16 2.73 -2--8--0 0.80 -i.65 -0,,.8-0 -1-.-00- -0.0-0 -0,.-0-0- ibyY Ti� . 90 1 i-L91:1 0.02214.42 62.36 --- 2,276.78 ;i� 416.'0 55-17--4-.-8-3-3- 0-1-4- 9'.5-3- b.06 0.00 1,015.� 0.0 �66o,fi 6-60 zoao-.i� 0 .0 55.72 4.833 9:90 0.00 1 -6.06 0.14 2.80 0.80 1.00 -0'.-80 -1.0-0 0.00 9.53 0.00 0.00 1,016.3 0.0 2020.84 0.00 2,020.84 i� 4io kii -Z66 5.��- o.19- 2-.-6'5- 0.-00- 6.4 6.06 6.06 56M 0.6 1366.6i 0.00 1,306.61 45,453.1 0.0 74,551.93 Copyright (9) 2016 by Tower Engineering Solutions, LLC. All rights reserved. Structure: FL04816-A-SBA Code: EIAIFIA-222-G 10/12/2016 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 IES. Gh: 0.85 Topography: 1 Struct Class: 11 Tower En&mdng Soluflm Load Case: 0.9D + 1.13W 90* Wind 0.9D + 1.6W 122 mph Wind at 90' From Ce Wind Load Factor: 1.60 Wind Importance Factor: 100 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) (sqft) (sqft) (sqft) Ratio Cf Df Dr (in) (sqft) (sqft) (sqft) (lb) Ice (lb) (lb) (lb) (lb) 'i Z.d " 7.�Y 6.06 0. 5 b.66 �i.56 .06 67 3 J -0'0' 208.36 78.36 28 2.0 iTii i, 1TH 36' li .64 1.00 6.00 10.13 38.58 0.00 1,990.9 0.0 1003.34 1253.82 2.257.16 -56:6 8-1 :KbTi i Z. V5 6.6-0 - -&.Z6 -U.20 M .99 1.6-6 60-0 ij- .49 --- 48.22 0.00 2.529.6 0.0 1524.97 1811.12 -� 3,336.09 56-3 "�C- 9-1-1 jl 5 66 6.66 1T41" 4li.22 6YO 26.6 0. 3 0 16. T6 i i 3.iO .779 5 -i .6 ' -39.03 68 -i--- - -V5 b.b 6- -ET - i-.b6 -- -1- -6.'66 f�.Tq - - 4-6-- - .22 0.00 - - 2,529.6 0.0 1809.94 2164.80 3.974.74 66.6 Z- 6.09 .911 1 4Y5 0 OT6i (ii� 1.00 0.00 13.31 48.22 0.00 - .- 2,529.6 - - I --- - -- - 0.0 1896.49 2282.42 - 4,178.90 7 '6 116.11 .82 .26 00 0.20 2.59 0.85 1.00 0.00 13.68 48.22 0.00 2,706.4 0.02017.07 2380;91 4,397.98 36.0 43.3214.842 - 11.67 - &.TO 25 2.4 CCI .00 ii.68 8.22 0.00 3,115.4 0.0 2738.05 2466.13 g.iC4.1 iEl 6 64 W --�.938 _ZY3 -a-iiil; - 4 14'. 6 -J�ZT .06 -6 -oo b.i� 2.6� '6- --- -GO --- - - .06- --- -- 1i.29 - - 8-22- ---- -6.00 --- 2,480.7 - ---- 0.0 2110.26 2541.56 - - --- 4.651.81 -- --- -- i-O 6 .19 2.62 0.85 1.00 0.00 13.27 48.22 0.00 2.480.7 0.0 2163.43 2609.42 4,772.85 -1 f 1-9610 -;f6.F2 i4 8-98 - i-0.8-3 - 6TO --6-.i6 T�4 b-� j- .06 b.6-0 i jj.-66 785�- 6.FO-- .0 2928.69 2671.24 5,599.93 ti 16.6 :i'-- T7 217.328 16.D0 .00 2T1 O.iii 6.�O M.44 i�26' CdE 2,798.9 6. 5.i8 13H�8 4,5Y8.i6 -4&8C6.964 13.01 0.00 0.18 2.66 0.85 1.00 0.00 12.49 14.98. -iii 0.00 . _ 1.765.9 0.0 2206.95 829.30 3,036.25 9-7 o3b- 6- 56 2� 6 6 6 Tq- i 9 6.b-o �. 6.- �5 i b'0--30"3-5.-1-9-' 1-62-26' 3-,l-- - 97.45 15 70.6' --5-21T.3§4 -UY 0 ET -2 U.-25' 3 .95 1. 66 -0-i6 666 26 7 .0 - 133 0:00 2,092.0 0.0 3344.53 164.91 3,509.44 --1� 160 Eli; i7i 1.'66- 6.6-6 0.�3 Yi2l �.187.3 0.0 1978-50 167AI 2,145.91 -18 iO.6 52H --96 -6T3i -U.85 U. 0-0 -6 - i- O'l 66 6.85 '1.06 - 1- 7�:T 6. 6 T 0 .- .071 -- 0-.d 0 -�504 166.78 -- - - - 2.523.52 336.6 2.76 U.8� 0.00 0.18 2.66 0.85 1.00 0.00 12.53 3.33 0.00 1,604.8 0.0 2389.38 172.03 16 56.0 93.3-6 -53 ]�-8d3 -Zii 9-0 66 - b.'1 i '��--80 -6.8-5 T.66 -i.00 6. 66 -0 --- 3-33 ---- 0.00 - -- - 1,034.0 0.0 1984.22 174;17 2,158.39 Z -f1 3ii).0 .99 3 6.96 0' (FO 6.i� 16 65 0.00 9.77 3.33 E 0 3 .0 n� 6 007. 7 76.ii 2,Ti .79 0 .076 .95 0.66 6 C5 1.6Y 0.00 11.22 1.1 7 0.00 1,091.1 0.0 2276.04 62.36 2,338.40 J2- 2.80 ---�.06 g5 6.06 0.00 0.00 1,015.3 iO W) 5 3 6.66 lAi ,23 430.0 55.72 4.833 9.90 -i�-i 0.00 -6.oii 0.14 2.80 -6.-ii 0.85 1.00 0.00 9.77 0.00 0.00 1,015.3 - 0.0 2072.10 0.00 -M 2,072.10 OM i.06- 6. �6 C64 E56 �.Cb 6�9.6 13Z.64 0.00 45,453.1 0.0 76,012.61 Copyright Q 2016 by Tower Engineering Solutions, LLC. All rights reserved. Structure: FL04816-A-SBA Code: ElArrIA-222-G 10/1212016 Site Name: Swain Road Tower Exposure: C Y Height: 450.00 (ft) Crest Height: 0.00 X Base Elev: 0.000 (ft) Site Class: E - Weak Soil IES. Gh: 0.85 Topography: I Struct Class: 11 Page:12 To%vff Engincenng WudDm Load Case: 1.OD + 1.OW Normal Wind 1.OD + 1.OW 60 mph Wind at Normal T 7ace Wind Load Factor: 1.00 Wind Importance Factor: 1 C)o 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) (scift) (sqft) Ratio Cf Df Dr (In) (sqft) (sqft) (sqft) (lb) Ice (lb) (lb) (lb) (lb) -1-2.6' b.dd 3.49- - 6-66' "' -6'66--- 0'35-' 2.1'6 1.00 -1.00 0"0--0 - 2,'64 '2. , 41 1 0 - .00 -6.6o 7 1 4 1 8.5 0.0 -- 32.32 -�2- 1 1 1.85 -i4 4 - 4.16 - �.i6 ii4f- ti.7� ii-.ii- i.�4 i.60- I.-Ob 6.6-0- �Oii ii.6- �'iiii 6. 16(1 1 k i5O.O6 36-.b �-.6Ei -&91-1 -K�i U.-65 -6.ff UO -�.-61 1.00 I.B6 -oo (�.Od I '4il-U 0-.0- 9 ?,�10.6 0.0 246.25 -2i4-�O 273.79 520.03 - 4 iO. 6 ili i 6.66 6 26'i.61 i . t6o- &6o �Z�' 0.00 2,816.6 0.0 36�i7 5i6.0� :'fO.6 &966 14.65- O.OU- -0--00- 626- 16-1 1.6-6 1-06- 6-.FO -0-0-0- U.-47 TiU2 --6.56 -0-.0-0 0. 6 Y69'.Ti 307.25 �21M Kio- T6-1 l 1�.6-5 0-.-20- 2'.6-1- 1'.0--0 1.00 1-4- A-- 1 48,-.2-2- 2,8-,1,0-.6- 0.0 310.32 345.03 655.35 --16-.0 '9-9-11 i-52-8 -5.-66- --O�.26 6m �.96 1.b6 i.0-0- -&0 - -0 ... 0-0 -14--8-l' 4'8--.2-2. -07-0-0 Y.-O-07-1 0.0 330.05 359.92 689.97 TH.6 16.i�-lTi4i Ti.Ii7 0.-&0 1.06 1. 6-b6 271.67 4i.i2 6.66 i,4E6 u 470-10 372.80 842.90 i60.6 ind -66 U.-46 - '6.66-' - '- 6A6 Y.F21.66 -- - '- 1.66 -- - ­ - b.-Ob- --- li.�a - -- - 4i.-2-2- -- -0.0­0 2,7-5-6.-3, - 0.0 344.12 384.20 - 728.33 iO T6.6 �'- il .93i U.46 6.00 0.19 2.62 1.00 1.00 0.00 14.34 48.22 R ijk.3 6.6 364.46 � 7 7. 1i i-96-6 1 1 .3514.898 10.83 6.66-' O-i4' -�Td- -1.66 1.06- 616- 21-.0 4E�� QG 3.427.3 0.0 502.60 403.81 906-41 ii -�16-.O- -11--.59-1-7-.3 -2-8 "l 6. 0-0- -0--0,0- 0-.2,6- 2-.4'1 1'.00- 1.0-0- --0.-00- 2-3'.2-0- 2-4.2-6 0.0o 3,109.9 0.0 550.26 199.90 750.17 --- 13 - -Y �-O.O il.61 &.-664 - - 15.01 -6.-60' '&- - - -6.16 2-C6 - i-.00 1' 0-0 - -00-0- 13-46 -14-.-9-8-- 0-00 1-.9- -6 2--.-1 - 0.0 359.94 ------- - 125.36 , -- - 485.31 --I� Y66.0 ii.6- 2 ii.066 .66 �Zi T6- . 6' 1.00 1.00 0.00 20.33 3.33 0. 00 2,177.4 0.0 518.4 8 24.53 5 43.01 1�F-2YCFO i-i.T2 T7.3-9-4 --�T- - 9--;1- 7 -0-.-0-0 -0-.-2-6 2-43- 1.-00' -1-.,0,0- - -' -0-M, -- --2-2--77 - --' -33 - -- 3 -0,.0--, 0 -2-32-4.4 -1 R., - 0-0 - 573.60 .- - 24.93 - . ---- 598.53 --- - 1 i i6.�2 o. 1-oo 1.00 0.00 10.95 3.33 0.00 1,319.3 0.0 320.19 25.31 345.50 if �ma.6 U.-m 6. Rd 638 �.as 'i.60 1.6b -6.6b 13.41 3j3'. 6.60 Qni 0.6 3151-6-6 _M66 4 6 �.-id 1-i 0.6 12.7i iO 1 M OM 6.18 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 .0 i� .91 4.833 - 9.90 0.00 0.14 2.80, 1.00 1.00 0.00 "0 IOA9 3.33 -1 - 0.00 -60 1,148. 9 0.0 322.22 -kj. 26.33 348.5 4 k - 370.6 ii.06 .8ii 6. E. 6& 64 1.66 .66 66 i0.46 .33 0. 1.14iil 6.6 1 26.�4 C5 if �96.-O- -1--3.,2-0 -6-0-76 1-0,-.5-5- 0 ' 00- 0-1-6 -2-73--J.0-0 1.6-0 0-0-0 -1-2-.'1'3 -111-7 -0,.0-0, -1-,212.3- 0.0 372.01 9.43 381.44 9.60 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 '�S WO.-d 13A� 4.933 6.66 6.0-0 -6.14 U'8d 'i�do -i.66 6.66 io.49 0.06 6.06 1-.1-2-8-1 -0'.0 336A9 6.-06 _RKT9 4�.O 13.58 4.063 5.61 0.00 0.19 2.65 1.00 1.00 0.00 7.25 0.00 0.00 6ki 0.0 n1.33 0.00 221.33 50,503.5 0.0 12,203.71 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.OW 60* Wind Wind Load Factor: 1.00 Dead Load Factor. 1.00 Ice Dead Load Factor: 0.00 Code: ElArrIA-222-G Exposure: G Crest Height: 0.00 Site Class: E - Weak Soil Struct Class: 11 10/12/2016 V��. --I E-S. Page: 13 To,,ff Engincerng Solufim 1.OD + 1.OW 60 mph Wind at 600 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 Stnuct 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 _-2.6 _6ACV.,�f6__ �.4b�_01_0' - d.b5 -2--16- _616 __fO_'O_ -00-0 2-.55 _-2-2-1-0.00 - '7-4-8-5" 'O__.O"__3_122_' -11.-85- --':Fj.CF7-' 1 0 66 11.72 0.00 0.19 2.64 0.80 1.00 0.00 9.94 38.58 0.00 2,212.1 0.0 148.73 189.54 338.26 YO-0 -7.6-9 _b.fo 1_61 G.66- 1-66O.-do 1-S.Y3 6.60 ab- :ii6.b4 _i�jjf6 V99.9§1 0. 6.6� I Zi5 W O.id 1.61 0 .80 1.00 0.00 13.23 48.22 0.00 2,810.6 0.0 251.71 304.87 556.58 '11._2CI_�._968 - �4X� - -6.-06-- ___ ____2__ 1�0__Y6_1 --d-.80- 'l-0-0- -0-0-0- -1-3-2-7 4-8 2-2 - -'G--:O-O _2_70.9­ 3-2-7'.-2-5 _598- _19' -1 6.�6 9�; �7 T4.6� 6.66 0. 0 2.�l 0 .00 6.00 liili __ 0.60 2,810.6 0.0 84.dd 16 116.6 ld.iy -9.4fi __F5J8 0.,65, CT-20 _Y_5§ d.-_80' i.bb" 4­80-2 __�&Yi 0J.-O'd 5,05-07.1- -0.6 --30-37'-0 -3-5-9-.92' g2. i i .0 O��ilZ.�4i 11.67 M�d .25 T4 86*�.O� 0.00 li.iO 61.5 (TO T65 0 k 778.50 _i.�3 1-06- -&.CO 1-3. 1- �6_ 4-8-.2-2--'- 0--.-0-0 -2.7-56-3 ----- - 6:0-3-15M-73-8-42-0- -699.83--! .66 6i j.'g6 (60 .15 4i.�i .00 2,756.3 0.0 324.05 394.46 718.51 ff 'ii -fg-OT-1T.5�-Un8-- Ta.0 -TO 6-0-0 O_f4 1�_6 _0.60_'KO__O' 06-005 '1 8_2_4 _48-22 0-.-00- 1,4027._3 0.0 432.03 403.81 - 835.84 1b.0 .661�.32i .06 d.-00 .26 2.41 0.80 1.00 0.00 19.74 24.26 0.00 3,TO9.9 -66 4F 8T8 _T9 �.96 7. 8 _�c __iZ _&9-6-4- _131-01 _000- -0-.-18 -2.6-6- -0-.8-0.1-0-0- O_._O_0_ 1-2--.2-9 14.98 0.00 1 962.1 0.0 328.09 125.36 -- ------ 453.46 2:F2 1 5.F09' i� 0.60 .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 1 _4 70. 7. 9_A7 _b:6_0__ -63-5 -YAd V.50-i-Ld --6.-Ob -16.2-6 3.�j 6:60 2,Y;R�4 6_0 465_._9� RTY 9"10-8 i 2EO 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 f7___T16.b U2:�8__�_.96b _6.6ii ii'fl� 6-.CO- 0.'116 2-.66- -0.66 _116 P.qQ_. j?.21 333 0.00 1,783.1 0.0 347.50 25.66 373.17 ii �36.0 .7 lii3 .0-0 Eii 6.80 1.00 0.00 12.24 3.33 0.00 1,783.1 0.0 352.94 26.00 378.94 _�78_33 - _6T --i.i& _14 - -6.TO -1-06 _'j- ___ __UO -6.93 - - _1�3_ __'_ d.0-0 1,f4i j_ -6-6 _'�9�63_ �_6.YY__ - il) T70. T_ �T .06 �.iii 0-0.60 6- �._iO .00 0.00 9.53 3.33 _'_ 0.00 _ - 1,148.9 _ 0.0 295.97 __ 26.64 322.61 -if §9-6.6- i3_20 -6-OT6 i6'&5_" -6.60- 6.t_6__17i_ 0­050'_ 1-0"9-2-- T1_7 01-0-0 212.3 0.0 334.75 9.43 344 - . 1 8 227 Z0.0 3.34 d.j8 80 6-6-- i86 �.60 .00 ii3 0 0.66' - O.YO - 1,12ii.l .0 302.44 0.00 302.44 4.T33 _9§0__6.6d_ __6T.o_ -6.1-4 - �F_80) _6'i6 _(T8d_'�_.CO__T6O _6.z_j -6.0*0 -0.-0-0- 1 9.0 05.49 0.00 305.49 i.ii_ 2.65 0.66 6.4 6.66 666.2 0.0 19�. 2 0.66 1 Wii 50,503.5 0.0 11,320.47 Copyright @ 2016 by Tower Engineering Solutions, LLC. Ali rights reserved. Structure: FL04816-A-SBA Code: ElArFIA-222-G 10/12/2016 Site Name: Swain Road Tower Exposure: C If Height: 450.00 (ft) Crest Height: 0.00 ES Base Elev: 0.000 (11) Site Class: E - Weak Soil Gh: 0.85 Topography: 1 Struct Class: 11 Page:14 To�Engiuming Solufims Wind Load Factor: 1.00 Dead Load Factor: 1.00 lee Dead Load Factor: 0.00 1.OD + I.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) (pso (sqft) (sqft) (sqft) Ratio Cf of or (in) (sqft) (sqft) (sqft) (lb) Ice (lb) (lb) (lb) (lb) 1' 2.6- '6.�Z",C446 -- �.'49 '-0.66- U� 116- -9- - b.m f.b6"6.ob -0.8-5 - -0-.00 2.�6 2.��l -0. 0-0 -0-.00 -2 -1'2.'l . 31'80�-­11-.65- -43.K' . 2 ii.6 �'.6-6- 3'-9-41 1--l.-72- 0-.-00 ou 2.-64-- 1.0-0 1-0-1-3 3-8-5-8- 2, 0.0 151.67 189.54 341.21 3- 36.6- 7.65 K-61 1 1 4.-05 O.-GO CF26- Y64 -211 "am 6A i.06 0.66 -660- 13.82 �8122- 0'.-00 -2,61-0.6 0.0 231.0 9 27 . 3. , 79 564.88 4 iioxi' u-7 ii-i� -F4.65 o.-od 6.io i.&o n6i �iim ().00 2,8%6 6.0 i�7.3i id2.26 iro-- d.id -��66 ii.-675- -6.66- O.W Y.di- --6.i6 bY5 f.dob.00 - -- 13 -5i - 4�M 6.6b 2.6-16.6 6. 0 5j�.�5 b&'�b 96.o 6.i6 6.6o z.6- 1 6. i6 66 E66 1152 i 4i. 2 (� 0. 0 i-O �,� .6 �.o ig�.23 i45.63 636.:�� i-1 6.b- 16.if- 1.�ii ig.iS 6A6 6.2-0- '2.5-9-- - -0 --- 85 1.'0-0' 0--.0-0- 13.-92- 4"8'.2-2- 6.0-0 3-,007-1 . - 0.0 ---- 3M29 359.92 67021 --i i iio.� 16.4iT4. i Ti�67 11.66 O.i5 i -4 OM 1.66 5.60 1 9�4 4i.i2 0.60 3,46 1.5 0.0 421.80 372.80 794.60 -6 1 mb -0, 10 ' 86-ii.MS -5,.9-3,8 -1 ZT6 &Cd �.O -0.1-9, -2-6-2- 6.S5 i ' 65- -0.8,5- b.bij 15.4� �Lff -Cwb '2, "3 U 322.75 384.20 706.95 10 1 io, 11.0­9- 1-4.,4-6- 0'.0-0 1.6-0 0-.0-0- 13'.45- 48'.�� 6.00 2,756.3 6.0 i3i 3i 364.46 �k6 i6o, .0 11.3514.898 10.83 - 0.00 -b.66 0.24 2.46 'OM 1:00 0.00 18.99 48.22 0.00 3,427.3 0.0 -- 449.67 ----- 403.81 853.48 12 216.6 11-.59 i-7.ii8 i-ETo 66s i.66 �.00 io.66 k�6 0.06 3,1 bg 9 o.-6 �6g-.6 49-.66 H6.53 i� _U -ij6-.6 if.H-E-96T -12.6� I�Tl '6'i b.00 0.18 2.66 0.85 1 . .00 0.00 - 12 - . , 5 , 8 14.98 - 0.00 i,-9- 6--2-1 0-.0- -3-3-6,.-05- -125-.3-6- '4 6-1- A -2 H6 6 1&'666- 7 6.�o 6.�i .00 0.00 18.08 3.33 0.00 2,177.4 0.0 461.07 24.53 485.60 15 270.-0 12-.-22--17.394 9.17 0.00 0.25 2.43 'i. bzs 1.66 'b.do 26.1-6 3.3i '_b 2.g�1-4 0.0 507.86 24.93 532.79 16 266.0 U.471 4.61i 2 6.06 6.i� i� om 1.6'6 o.00 4�ii i.33 0.00 1,319.3 0.0 �qg.oq �ul �kiii W �1-10-.-O 1 --6 9-. F9 6 i-2.-83 - 6.60 -0 T8 1-6-6- -66 0.85 .1.00 - 0.00 -6- 12.51 3.33 0.00 1,783.1 0.0 356.03 25.66 - 381.69 -6� 18 ik 0 1 i.7 6.-�33 12M 6.66' 6.18 1 6.65 1.80 6. 0 1Z.64 i.33 0.00 1,783.1 0.6 �di.6i Y-66- 6. iv. 19 WO.-O 116i 9.96 O.dO 6.-14 Uf6- OM 1.-00 6.00 9.77 3.33 b.ob -d-.6 296.68 26.33 3�612l§ 26 Y70.6 1�.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 �i ��b.-o - - i 6.9� -- 6.66 - -6. fid- �F. 7-3 - - -i.86 d.8� -f.06-- -6.6i5 6106 il.�2 i.-17 -6.66- -1,-2ff� b.6 3�.67 a.4d 5ff.4-9 i2 410.0 1 i.3� �Zii 6.90 6.60 6.0 1.6 om 9.77 0.00 630 1,i2i.l 6.6 3�0.1� E06 i1o.1i 23 43b.0 1'3-A--8 --4.8--33 -9.-90- 0'.'0-0- '-0'-;14- -2.-8-0-' 0.-8--5 1-0-0 -6.85 -01-0-0 -6.06 9.77 0.00 0.00 1,12 .1 0.0 313.24 0.00 31&24 - 24 44d.0 13.5ii 4.�6� 5.�l 0.�O C�16 2.65 1.66' 6.64 0.00 0.00 666.2 0.0 202.72 0.00 202.72 50,503.6 0.0 11,541.28 Copyright @ 2016 by Tower Engineering Solutions, LLC. All rights reserved. Structure: FL04816-A-SBA Code: EIAMA-222-G 10/12/2016 Site Name: Swain Road Tower Exposure: C Y Height: 450.00 (ft) Crest Height: 0.00 ES Base Elev: 0.000 (ft) Site Class: E - Weak Soil 5,1 Gh: 0.85 Topography: 1 Struct Class: 11 Page: 15 To� Enginftring Solufiara Mem Leg Top Force Len Bracing % Fy Cap Use Sect Elev Member (kips) Load Case (Ift) x Y Z KLIR (ksl) (kips) Controls 1 4 §dL --3 iir�foub -_1d7.FA_'i.fD �FlI.GW6&Wn(T I.H _706 100 100 27.2F2 -56.60 3ff.49 4-1.0 lvier�6erX 2 26 SO L - 21 iW ��,D CIE ....... -151.63 1.21) + 1.6W60* Wind 3.97 100 100 100 58.62 50.00 290.39 52.0 __ Mern . bar X 3 4� S& - 3 IW§61_115 _i5s.25 1.21D74_T�W60' Wind 3.95 100 100 100 58.34 50.00 291.08 52.0 MemberX 4 (30 SOL - 3 1/4- SOLID -153.11 1.2D,1.6�vwl�md 3.95 100 100 100 58.34 50.00 291.08 52.0 Member X 5 no�io-c-- !Te §6116 _--tiMMO-11 2D + 1.15W 60"Almal 3.95 100 100 100 58.34 50.00 291.08 47.0 Member 6 100 SOL -31/4"SOLID -136.30 _iii 166 150 lbO 66 34 91.08 46.0 Member X 7 - - _j 1- - __ U5 SQL� WSOLID - ­_ ___. - - -Wind -141.61 KZD + Nonnal AS _160 mo -lob T&u- w.bo -i§-um �d.amjrnRr)� e 8 �40 OL - 3�fT�i6CJD -158.19 1.2D + 1.6WNormal Wind 3.95 100 100 100 54.17 50.00 349.34 45.0 MemberX 6 160 so E : Y so-uld _1__ _N1jrm 25.92 i.2D + 1.6W YI Vi nd 5.95 166 160 _106 63�26_ -50.60 �d�.s4 5S.6 mwiber.� -16 _56 �io_L_ 3__i6LI6 + 1.6W Normal Wind 3.95 100 100 100 63.20 50.00 237.54 44.0 MemberX 115.T9 I M� T6W N;irmMINVirid 0 160 ibo --56.60 m.j � 1._ 09 - _JiR 0 FA�mt;wr X vi 220 96L 16-- -83.76 1.2D + 1.6W Normal Wind 3.95 100 100 100 63.20 50.00 237.54 35.0 Member X 13 NUSOL-2�11iV501_113 _-V�.23_ K2D+ 1.6W6'0-* Wind- 3.9 1 5 1 0 100 100 68.95 5 - 0.00 1 . 88.81 50 - .0 Memb . erX 14 260 SOL - 2 3/4" SOLID -85.16 1.21) + 1.6W 60* Wind 3.95 100 100 100 68.95 50.00 188.81 45.0 Member X 15 2886 S_0L:_23M;S6[LlD - _1.�D+ - - Wind "9 T06 - too T06 '66.65 &GO 01 - MITI - - 36.6 ^MaRb& X liB XT6 961 47i&LID i6F\�_ " -�F.66 1.26 1.Zi VM - 3.6i 106 - - 106 -66 - 8�.Zi - 56.6� -iii- 6.Z6 - - T 5CO erW6WX 17 __320'§OL-2`1d�SODID :5Y4� D .6WNaff I Wind _1.T 1- �aR 5+99 106 M 100 75.1i4 56.60 146.66 �6.(f fferaber5z 4 --- l.2_D­+ 1_.6WNonmaI Wind 3.95 100 100 100 75.84 50.00 145.06 38.0 Member X 1-9 31150 §61. - 2;�OILIID 46.55 1.M + TUMI W­Wmd' 3.§5 loo too too -94.ao 5o.bo 7126 66.6 Member X io iiio's-oL - v �bub - + 1- 6CF-7 _-HA7 �.26 .5� Wmd i.S� _160 1 CFO 100 �4.ib­ �E.66 �3.28 73.6 MwSer X 21 - __ SO -b 100 SOL -T LID _:6i.M 1 . .6Vi6& _�15+1_6 Wha - �.65 ido loo lob ��b -.5(Too iazli �i.o meR�e- r x 2� 4270 _i& -Y iEUD 1.�D + Wm 3.95 MO 106 100 6i. i6.06 F&iti 55.0 a ff _739 �6 T215 �, 1_VVV6(� VVEnd iOO 160 100 94.W 506(f 7128 510 '1VI&mbu X �Z 466 SOL - 2- SOLID -28.61 1.2D + 1.6W 60* Wind 3.25 100 100 100 78.00 50.00 90.61 31.0 Member X HORIZONTAL MEM BERS 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 2 20 A A SAE 2.!R.;Xb.li7�5 -0.611 -ind liD+1.6WI,loma1W 5.60- 160 -li 06 i6O liO.7� 36.60 3 TO SAE-2_5X2.5X0.l875 -0.79 1.2D + 1.6W60* Wind 5.00 100 100 100 120.75 36.00 EFo ixE-i.�)cT5kivi --2.-li- n �_.00 -too mo i6 0 1 .75 3 . 5 86 ��4 2.5�a.5)(0.11_06 _f.2ID+_1_.6­WNo=a1__W­hd 5.00 -10-0 10-0 -1-06 1-20-.75 36.00 6- __�06 7 120 SAE 2_@U.�XO.25 -6-og 'l.2D + 1.6W Noma] Wind 5.00 106 100 106 121.35 36.0o 8 140 SAE - 3X3XO.25 -3.05 1.2D + 1.6W Normal Wind 5.00 100 100 100 110.68 36.00 9 1_60 to _iiiS IT 266 SAE - 3Mk6.31_25 -8.5o'im ; -i.6MNoanaI1Wmd -5.00 -160 100 -1-60 116.69 96.00 12 220 iT �;b SAE - �.95a_.5XOA 678' -0M lJD;1.6_WNor'aIW_m_d_ 5.00 10 1 0 100 100 12 . 0.75 - 36.CO 14 260 SAE-3X3XO.25 -2.34 1.213 + 1.6W Normal Wind 5.00 100 100 100 110.68 36.00 _-1.58-J.2D +_1.6W Name[ Wind -5.00 100 100 -100 110.68 36.00- 16 300 _3X3XO.25 SAE - i)EX-025 --CW6 -1.26 + 1.�� �w�aFVVmd 00 160 1 be li6.57 36.00 17 S20 18 3�15 16 360 SAE-_2X2X0.25 -0.58 1.21) + 1AW Normil-Wind 5.00 -1 do too lob uosi w.od 26 iFO E_ _S�_ i)6�Ri5 -Oi2l' 1.213 ; I.Ei�f Normal Wind 5.00 100--100 100 140."57 36.00 it 406 'S At - 2. 6��_SROA 8 7-5- -0_.1 5- _1_2`D­ + 1._6 W-6-0 -*W-in -d 5.00 100 100 100 120.75 36.00 22 420 0.00 0 13.56 0 - as� o 13.56 0 0.00 0 17.76 0 24.48 0 0.00 0 o.ca -6 3-0.17 6 0.00 0 13.56 0 24.48 0 24.48- -0 - 10.75 0 0.00 0 0.00 0 10.7.5 61 10.75 0 13.56 0 6.6o - 6 23F 440 SAE-M�6.25 -0.47 1.2D�71_.6W_Norrnalvrjndl UO 160-100 100 140.57-36.66 10.75 0 Copyright 2016 by Tower Engineering Solutions, LLC. All rights reserved. 0 6- Boitstie'ar 0 Bolt Shear �o 6olt Shaer 0 Bolt Shear 0 b Bolt.Shea.r 0 Bolt Shear 0 0 6 ETdt Stlearr 0 0 acioudhe a r. _0 ElolFSI�ear 0 Bolt Shear' 0 Bolt �hW�r boltshear! 0 Bolt Shear 0 Bolt Shear 0 0 Bolt Shear Structure: FL04816-A-SBA Code: EIA[FIA-222-G 10/12/2016 111 oil Site Name: Swain Road Tower Exposure: C Y Height: 450.00 (ft) Crest Height: 0.00 Base Elev: 0.000 (ft) Site Class: E - Weak Soil IES. Gh: 0.85 Topography: 1 Struct Class: 11 3 Enenccring Sohn= o 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 24 450 SAIE-2.SX2.5)(0.1875 -0.42 1.20 + 1.6W Noma] Wind 5.00 100 100 100 120.75 36.00 13.56 0 0 Boit Shear - � I .-; -I I -� - .."- -1--.- j - , I. 'I AL'MEMB - - - , �7 1 -,.� �DIAG(sr 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 (ks!) (kips) Bolts Holes (kips) (kips) % Controls 1 4 SOL --3146 SOLID ---&�O 1-2D-+ Wi�d-- --Y71 W W 77.-9� 50.00 12.79 -0 0 T-Only 2 20 SOL - 314" SOLID -1.98 1.213 + 1.6W Noma[ Wind 6.38 50 50 50 183.85 50.00 2.95 0 0 T-Only 3 40 SOL. - �WS-00113 -2-86 I.2D-+-i.CWNorrWi1Wind 'il3i M 86 -56- IM81 MAO �m 0 a TP-n,ly 4 6 SOL - 314' SOLID -1.08 1.213 + 1.6W No"al Wind 6.37 50 50 50 183.51 50.00 2.96 0 0 T-6nly -5 ild SOI : d14; SOLI D '-1.112 1.;ZD ;: i -6W 14omiWl Wt6d -647 50- 90 9'0 16YM Z0.60 2.66 0 a T-Only 00 SOL - 3/4'SOLID -1.60 1.213 + 1.6W Nonnal Wind 6.37 50 50 50 183.51 50.00 2.96 0 0 T-Only 7 U6 SOL--716'SOLID --0.49 1.YD +-1.6V N��YlWhnd 6.37 56 50 SO 157-.26- 50.60 5.49 0 0 T-Only 8 140 PLT-2"Xl/2" -3.31 1.2D + 1.6W Normal Wind 6.37 50 50 50 238.95 50.00 3.96 0 0 T-Only 9 f6O §6C-71W S6LID -5.19 1A -� 1.M N&in�lWlnd 6.V 'M 5d 96 157.-Y6 50.06 5.49 0 6 T-dnl� 16 mo sbtL --7-1-8-" -SO-,L-ID -2.99 1.21) + 1.6W - N - omnal Wind 6.37 1 5-0 50 50 1-57.26 50.00 5.49 0 6 T-Only 11 tio FiEf-TX5W -2.41 1.2D + I-AAW-WirmaVW-M 6-.S7'- 56 CO !TO 191.16 50.06 7.75 0 0 T-Only 12 220 PUT - 2"X518' -7.08 1.2D + 1.6W Normal Wind 6.37 50 50 50 191.16 50.00 7.73 0 a T-Only f3 MO S-011 - 3WSOI-jb --233 1.1D + 1.&W-WornO &iiid '6.37 CO CO- 18-3.5-1 50-.0-0 2.96 0 0 T-Only 4 -260 �LTT - 2'XI12' -3.60 1.2D + 1.6W Nomal Wind 6.37 50 50 50 238.95 50.00 3.96 0 6 T-O-nIY i5 �60 PUT - 2'XI&, -0i i - �b � 1. 6W Wormall Wind 6.37 66 50 !fO 218.65 �0.'60 MN6 0 6 T-Only 16 "SW SOL - 5/8"'S-O'L-D --0.-8-5-- 1.213 + 1.6W N - onnnal Wind 67 50 50 '60 Z2-0.5-7 56.0-0 1.42 0 0 T-Only 17 K6 S-01- - 77W.SOUD -I.-ifi IJ-D + -1. 6-W fformil 1AF1 nd �47 56 56 W 1E726 -86.60 5.49 0 0 f-only - 18 S-(5L - N8--�66D -'-6A4 1. 2--D' ---l.-6-W -N-o'm-ai W-'ind- 6. . 37 50 50 50 1 - 67.26 50.00 5.49 0 0 T-On ly 19 �-66 sOL-M'§0U1-15- '1.64 -1.215 ; TAW Won�a­l WFnd 6.37 0 50 �6 MO.V ff.br 1.42 0 0 T-Unhy- 20 SOL -5/8" -S-0-Ll D- -1.22 1.2D + 1.6W Nonnnal Wind 6.37 50 50 50 2-20-.57 60.00 1A2 0 0 T-Onl Y 21 MCI S0--W4'S6LID -0.29 1213 + 1.6%V Ninrni"alWind -6.37 66 50 M 183.51 50.00 2.96 0 0 T-0 - niy 22 �26 SOL - 5-/8-" SROLTID - -0'.5-7 '1.2-D + 1-.6W­-No -'6.3-7' 5-0 50- 5­0 220.67 50.-00 1.42 0 0 T-Only �F3 440 SOL - BPI" SOLID -6.79 1.2D +I.MWorindl Wind 647 50 W 50 22CF.57 50.00 IA2 0 0 T-Onfy 24 450 SOL - 314" kLiD -1.30 1+2D + 1.6W No" -al- Wind 5.9 . 6 50 50 50 17 . 1 . .75 50.00 3.38 0 0 - T-Only Copyright Q 2016 by Tower Engineering Solutions, LLC. AH rights reserved. Structure: FL04816-A-SBA Code: ElArrIA-222-G 10/1212016 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 ES. Gh: 0.85 Topography: I Struct Class: 11 Page: 17 To� Engin�ng Solutim Top Force Sect Elev Member (kips) Load Case Fy Cap Leg 1 4 0 0.00 2 �O 0 0.00 0 '6 4 io 0 0.0 - 0 -80 0 0.00 6 100 0 0.00 7' a 140 0 0 0 OZ-0 10 180 0 1 -t2 a 0.00 2iO 0 0.00 TS--- -iM 0 0.00 T4 0 80 --io-O 0 0.00 -- 0.00 Ti 3�6 0 0.00 a 0.00 80 0 F.&O ii� 1&0 §31- -YSioLff 3.64 1-ID; I-6W &orma-l-Kind 50 f4U7 2.00 Mernbjr' �2 �20 S� L:F60-LID W74 1.2[�; 1.6��N.r;Tai Wlnd SO 3.60 MeWber ,Y3 '44-0- SOL---;��SOIIID- �'215 -r-1AVV Nori�-a-[91�d- W" -1-4Ui 1.66 Mimbar 2Z 50 ii rm- 1. D-T6w­No a[ Wnj - 50 W.37 Member �HORIZONTAL Top Force Fy Cap Num Num Cap Cap Cap Use Sect Elev Member (kips) Load Case (ksi) (kips) Bolts Holes (kips) (kips) (kips) % Controls It 'i 4 PLT-4"x5J8' 51.72 1.213 + 1.6W 601 Wind 36 81.00 0 0 63' Memhdr�, Z6 SAE MO.TS75 .88 1.213 + 1.6 Noma] Wj 36 29.22 0 0 Bolt Shear -3- 46 SAFE :-2.'95F2ZM:i-87& 6 -90 -1 -2D ;-f.IWRorin-aIW- -M Y9.9 -6 EWIt §13;�r 0 SAE-2.5X2.5XO.1875 1.31 1.213 + 1.6W Noma] Wj 36 29.22 0 0 Bolt Shear T-- VO T9:1� -0 bwstiear T �60 SAE - 2.SX2.5XO.l875 1.29 1.21) + 1.6W Normal Wi 36 29.22 0 0 Bolt Shear uo SAt - i.5)a5XO.:z5 -i�- 1.69 1.iD - 1.6W Nairmal W1 Z16 XM 0 0 Bolt Shear 8 140 TX2RF-25 2+82 1.21) + 1.6W Normal Wj 36 46.66 0 0 Bolt Shear -1 CO SAff -2.1�.MCU&­ 'iTRi-iX6. 0.8§- Tr, da.'e� '--o- -6- 'ffolf§��ar IF 40 + .6W Normal Vill 36 38.56 --F 0 Bolt Shear 1 i 160 '-2iO- 'SAE -C- --�M) 03UZ" 2+8�- 1TD; T.M`NdriWalgi -36 6 6 hear 1-2- S-AE 6.7i-t-2D + TiWiTorir�-I%W- --�-6 -ii.0 ---0 6 _ _Aj�_ Bolt Shear A3 Z4-0 SXE�- i.-5X-2-.5XO 1-815 TI5-;71.l3%-WWoiin-al W '-36 ZU2 6 6 ff-o-ItSheu 0 SAE - 3X3XO,25 + BoItShear 1-5 T80-- §A-C-3�3XO.T6 T67 -YO-O -SAE - -2X2X-0-25-- 0-5-7 -1.2-D-+-1--6W-Nom-a-1 W--i ---36 --3-0-.4-6-- -0- -0-- -Bc,I-t"Shear 1-7 U-0 -bAE-2:9�5XO:T5'- 0AI I.IDW-1-M-Plonim-I)IO -�d' _T8.56 -6 -6-- Do -It ShWaF! 18-- iZ- (IZT T-20 -�71 -6W Pio-r;-.-1 W, -'-0 I3J­CShear-- T9 -iO- 56- 0 -2 S� - 25- E -ZX2XG. --g�E--TXiX6T5 - 6.46 '�.W i-ib -6wNo--VIr f. Mal 1 -3 A 6 --d --Batafig�-F-I F8O- T2-D+-l-6'w­NomalW-i 3-6 3-GA-6 0 0 Bolt Shear 2-2 �-20 SM-i;EX-025 j-d- j��6 0 0- -13.It-�hear 23- 4,fd- SAE --2RM-.r5 1 6W &(;=-`et %W Y6 36.�16 6 0 ddlfsh�a-r Copyright @ 2016 by Tower Engineering Solutions, LLC- All rights reserved. Structure: FL04816-A-SBA Code: ElArrIA-222-G 1011212016 Site Name: Swain Road Tower Exposure: C Y III oil Height: 450.00 (ft) Crest Height: 0.00 Base Elev: 0.000 (ft) Site Class: E - Weak Soil IES. Gh: 0.85 Topography: 1 Struct Class: 11 Page:18 Tow� Engineering SolWow % H6h6oi4TXCmE'MBERS - __ 1� - - -1-1 . _ �_ - '_q' .1 ,", _., 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 - 15X2SX0.1875 0.39 1.2D 1.6W Nonnal Wi 36 2122 0 0 Bolt Shear DLAGONAL MEMBERS. Mem Shear Bear B.S. Top Force Fy Cap Num Num Cap Cap Cap Use Sect Elev Member (kips) Load Case (ksi) (kips) Bolts Holes (kips) (kips) (kips) % Controls -,f sclL:�W'ffub- -5b -- 79�.-66 b -'d- T1 -rT4iiE�r 2 io 6&_ 3re �_61_i!D 0.33 1.2D + 1.6W Noma . I Wi 50 19.88 0 '0 Baft Shear -46 SOL - WC SOLID- bxFo f2_D_'+_ 1.6W 6-0* Wind 5 - 0 1 11 9.88 0 0 Bolt Shear 4 E�0 SOL 3WSO z- 27 iib_+ T .6W Normal Wi 50 19.88 0 0 Bolt Shear 5 �6 SOL -W S70-IJ-D T.57 _l.!D_i-1_GWKoRiIWi T9.66 6 6 0.0 0 5 0 0.00 6 li() SOL-7/8"SOUD 0.11 - 1.2D + 1.6W - Normal V - Vi - 50 27.06 0 0 Bolt Shear �4 0 l3d - 2'_il;i 7.39 -i.26 + 1- .6W �orrnal 1�i 5]0 iUl& 6 0 acit Shear f66'- s6L-- fir saito 0.00 so b.60 0 b 16 - 1TO S-61. 6 Too 5o 166 o 6 I I _206 CAO 1.�_D + 1.M NcWmaIW.__ ZO ff2_5_ 6 6 _Boltsh6ar ii _��6 PLT (136 50 0.00 0 6 13 NO s6L-3j4;SOLJb 126 U15 + 1.6W Nomnilwi 56 _M68 0 6 so[tSfiear 14 _�60 PL�-2'Xl/2" 5.1 - I I . .2D + 1.6W - Nomnal Wi 5 0 45.00 0 0 Bolt Shear 1� i8o PLT-FXvz. 0.00 1.2b i-.6W K;ii�at W, -50- 49.00 0 "o boltsfi6ar I . _360 SbL - 5ii` i6U6 0.00 1.213 1.6 . W Normal . Wi 50 13.81 0 a Bolt S hea r 17 _SO_L -1& SOLID 0.00 - - 50 -066 0 0 1i i4b SOL - 7/8� SOLID 0.34 1.215 + IAW No;malwi- -50 27.06 0 0 Bolt �Wear IS �60 sbi_-wrsouly 0.0 - 0 1 - .213 + 1 . .6W tiormal - Wi 5 . 0 13.81 0 0 Bolt S h - r - - 2a 26 386 �oi= -_5e�666 6.66 - ­ '_ - 1.2b + IAWNarnnal Wil ' 50 13.81 0 0 - Bolt Shear 21 406 wL-W4"SOUd 6.13 1.25 + 1.6W Nannal-Wi M 19._86 0 0 Bolt Sheu 22 i�d SOL- af -io r iD 0.62 1.2D + 1.6W 90* Wind 50 13.81 0 0 Bolt Shear 23 46 sol_-&A-soub J.Si 1.2b + 1.6 W- N­o-m- 'al- W-i 50 13.81 0 0 Bolt Shear 24 450 SOL - 3/4' SOLID 1.57 1.2D + 1.6W Normal Wi 50 19.88 scits-he-ar Copyright (D 2016 by Tower Engineering Solutions, L.L.C. 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 Code: ElArrIA-222-G Exposure: C Crest Height: 0.00 Site Class: E - Weak Soil Struct Class: 11 10/12 /2016 YL. V IES. Page: 19 TO�ff u&eedng Solutiow FX FY FZ Load Case Node (kips) (kips) (kips) Uplift Down 1--2.D + i.6W Normal Wind 1 0.00 376.50 -3.7.9 Al 0.00 -11.74 9.99 _,�,lb_ 716.80 17.�_q -49.44 Ala -76.80 -77.49 -49.44 A5b 38.49 -52.88 -27.05 Me -38.49 -52;88 -27.05 -.6W-60' Wind -1 - --3.-08 - J92.52 -1.7.8 Al -4.33 -38+39 42.37 Alb- 34.50 -38.35 -24.91 Ala -104.40 -101.54 -60.29 A5 -4.13 -32.36 25.05 A5b 19.65 -32.39 -16.11 Me -51.38 -66.03 -29+67 -�.49- -�364.94- -0M--- Al -5.42 -57.25 66.26 Allb 17.10 -21.06 -12.24 Ala -98.14 -94.45 -54.22 A5 -5.05 -42.26 35.66 A5b 12.19 -22.11 -9.45 A5a -4, -;�K66 - -- OAD + 1.6W Normal Wind 1 0.00 360.30 - - - - - - - -3.84 Al 0..00- -11.84 10. 0!8 -- Alb M84 -77.55 -49.46 Ala -76.85 -77.55 -49.46 A5 0.00 -16.50 10.38 A5b 38.53 -52.93 -27.08 A5a -38.53 -52.93 -27.08 -6W �O�Win-d --T-- -UN- 3-76XF- Al -4.33 -38.55 42.53 Alb 34.65 -38.51 -25.00 Ala -104.55 -101.70 -60.38 A5 -4.13 -32.44 25.11 A5b 19.70 -32.47 -16.14 A5a -51.42 -66.09 -29.69 T -3.97- -W.R3 ------ -(T.111- Al -5.42 -57.38 66.41 Alb 17.23 -21:20 -12.31 Ala -98.21 -94.57 -54.26 A5 -5.05 42.33 35.70 A5b 12.25 -22.18 -9.48 - - - - - - - - - - - - - Me -49.26 --61.93 -25.98- -- - -- - - - - - - - - - - - Copyright @ 2016 by Tower Engineering Solutions, LLC. All tights reserved. 1.013 + I.OW Nonnal Wind 1 0.00 236.92 -0.73 Al 0.00 -28.05 34.74 Alb 40.49 -.38.15 �24.0 Ala -40.49 -38.15 -24.12 A5 o.bb -1 5M 13.41 A5b 16.00 -21.09 -9.93 A5a -16.00 -2i.69 -9.93 - - - - - - - - - - - - - - - - i.ob + Uik 6o- Vona - - - - - - - - - 1 - - - ---- - 0.59 - ------ - 255.81. - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ---0,34 At -0.65 -31.46 38.75 Alb A23 -31.46 -19.93 Ala -43.81 -41.08 -25.30 A 5 -0.61 -1�.54 i5,.16 A510 12.85 -17.54 -8.12 A5a -17.58 -22.61 -10.15 - - - - - - - - - - - - - - - - 1.01D + UW90-* Wind - - - - - - - - - - 1 - - - - - - -0.70 - --- - 236.37 - - - - - - - - - - - - - - - - - - - - - - - - - - - 0.01 Al -(�do 34.6 42.82 Alb Ala -43.25 -40.35 -24.61 A5 -0.74 -1 gi27 16.97 A5b 11. 16.26 -7.24 - - - - - - - - - - - - - - - - - - - - -- - A5a - - -- -17.43' - - - - - -- -22.23 - ------- - - -9.71 - - : - - - - - - - - - - - - - - - - - - - - - - - - - -- - - Max Reactions (kips) Base Ancharl Anchor2 Vertical 392.52 101.70 66.09 Horizontal 3.84 120.73 59.38 Copyright G 2016 by Tower Engineering Solutions, LLC. All tights reserved. Structure: Site Name: Height: Base Elev: Gh: FI-04816-A-SBA Swain Road Tower 450.00 (ft) 0.000 (ft) 0.85 Topography: 1 Code: EIA/TIA-222-G 10/12/2016 Exposure: C Crest Height: 0.00 Site Class: E - Weak Soil Struct Class: 11 Page: 21 Allow Applied Elevation Tension Tension Load Case (ft) Cable Node 1 Node 2 (kips) (kips) Use % 1.2D + 1.6W Non-nal 64.08 7/8 EHS Al 25 47.82 2.25 5 Alb 25a 47.82 13.01 27 Ale 251b 47.82 13.01 27 128.03 Al T2 47.82 0.37 1 Ala T2b 47.82 14.03 29 Alb T2a 47.82 14.03 29 Alb T2 47.82 14.03 29 Ala T2a 47.82 14.03 29 Al T2b 47.82 0.37 1 191.97 1 EHS Al T3 62.70 2.59 4 Ala T3b 62.70 20.01 32 Alb T3a 62.70 20.28 32 Alb T3 62.70 20.00 32 Ala T3a 62.70 20.27 32 Al 173b 62.70 2.59 4 255.93 Al T4 62.70 5.05 8 Ala TO 62.70 21.49 34 Alb T4a 62.70 21.42 34 Alb T4 62.70 21.47 34 Ala T4a 62.70 21.40 34 Al T4b 62.70 5.05 8 324.07 A5 116 62.70 5.06 8 Aft 116a 62.70 24.91 40 A5a 116b 62.70 24.91 40 384.07 718 EHS A5 137 47.82 6.49 14 A5b 137a 47.62 21.33 45 A5a 137b 47.82 21.33 45 443.38 1 EHS A5 158 62.70 10.10 16 A5b 158a 62.70 26.87 43 A5a 1581b 62.70 26.86 43 1.21D + 1.6W 60* Wind 64.08 7/8 EHS Al 25 47.82 6.48 14 Alb 25a 47.82 6.48 14 Ala 25b 47.82 17.46 37 128.03 Al T2 47.82 7.06 15 Ala T2b 47.82 19.03 40 Alb T2a 47.82 6.75 14 Alb T2 47.82 7.04 15 Ala T2a 47.82 18.96 40 Al T2b 47.82 6.73 14 191.97 1 EIFIS Al T3 62.70 9.46 15 Ala T3b 62.70 26.55 42 Alb T3a 62.70 9.19 15 Alb T3 62.70 9.39 15 Ala T3a 62.70 26.36 42 Al T31b 62.70 9.15 15 255.93 Al T4 62.70 11.18 18 Ala T4b 62.70 27.31 44 Alb T4a 62.70 10.91 17 Alb T4 62.70 11.07 18 Ala T4a 62.70 26.99 43 Al T4b 62.70 10.83 17 324.07 A5 116 62.70 13.68 22 Aft 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 Me 116b 62.70 31.35 384.07 7/8 EHS A5 137 47.82 12.70 A5b 137a 47.82 12.71 Me 137b 47.82 26.69 443.38 1 EHS A5 158 62.70 17.04 A5b 158a 62.70 17.09 Me 158b 62.70 33.08 1.21D + 1.6W 90* Wind 64.08 7/8 EHS Al 25 47.82 9.69 Alb 25a 47.82 3.14 Ala 25b 47.82 16.11 128.03 Al T2 47.82 10.78 Ala T21b 47.82 17.66 Alb T2a 47.82 2.96 Alb T2 47.82 3.23 Ala T2a 47.82 17.33 Al T21b 47.82 10.46 191.97 1 EHS Al T3 62.70 14.72 Ala T31b 62.70 25.08 Alb T3a 62.70 4.72 Alb T3 62.70 4.91 Ala T3a 62.70 24.28 Al T3b 62.70 14.35 255.93 Al T4 62.70 16.10 Ala T4b 62.70 25.71 Alb T4a 62.70 6.88 Alb T4 62.70 7.01 Ala T4a 62.70 25.30 Al T4b 62.70 15.65 324.07 A5 116 62.70 19.24 A5b 116a 62.70 8.08 Me 116b 62.70 29.36 384.07 7/8 EHS A5 137 47.82 16.88 A5b 137a 47.82 8.61 Me 137b 47.82 25.03 443.38 1 EHS A5 158 62.70 21.71 A5b 158a 62.70 12.52 Me 158b 62.70 31.17 0.91D 1.6W Non-nal 64.08 718 EHS Al 26 47.82 2.27 Alb 25a 47.82 13.00 Ala 25b 47.82 13.00 128.03 Al T2 47.82 0.37 Ala T2b 47.82 14.04 Alb T2a 47.82 14.03 Alb T2 47.82 14.03 Ala T2a 47.82 14.03 Al T2b 47.82 0.37 191.97 1 EHS Al T3 62.70 2.61 Ala T3b 62.70 20.03 Alb T3a 62.70 20.29 Alb T3 62.70 20.02 Ala T3a 62.70 20.28 Al T3b 62.70 2.61 255.93 Al T4 62.70 5.09 Ala T4b 62.70 21.51 Alb T4a 62.70 21.44 Alb T4 62.70 21.49 Ala T4a 62.70 21.42 Al T4b 62.70 5.08 324.07 A5 116 62.70 5.08 A5b 116a 62.70 24.94 Me 116b 62.70 24.95 384.07 7/8 EHS A5 137 47.82 6.52 A5b 137a 47.82 21.35 Me 137b 47.82 21.35 443.38 1 EHS A5 158 62.70 10.14 A5b 158a 62.70 26.89 Me 158b 62.70 26.88 Copyright@ 2016 by Tower Engineering Solutions, L.L.C. 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 m z C? w m a3 m m m as m m m 7 m m co (j) co 0 �>>>>>>>>>>>>g>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> - - - - - - - - - - - - - - - - - - E; i; - - - - - - - - - - jj ij �j . . . - - - - - - j� j� Fj j! wwwwww 0 u u w m u u u �4 � �4 �J :� -4 �4 !J !l) rl) p �,5 N !,) p !,) !,5 p 74 74 7� �,J -4 -4 �J 74 74 p !l) !Q -J :,4 -4 -4 -� -4 � -4 �4 Z� �4 �4 M 6 �D W ------------- 1.01) + 1.OW No"al 128.03 7/8 EHS Ala T2a 47.82 7.98 Al T2b 47.82 6.04 191.97 1 EHS Al T3 62.70 7.37 Ala T3b 62.70 10.07 Alb T3a 62.70 10.01 Alb T3 62.70 10.07 Ala T3a 62.70 10.00 Al T3b 62.70 7.37 255.93 Al T4 62.70 7.25 Ala T4b 62.70 9.93 Alb T4a 62.70 9.81 Alb T4 62.70 9.93 Ala T4a 62.70 9.80 Al T4b 62.70 7.25 324.07 AS 116 62.70 8.20 A5b 116a 62.70 10.85 ASa 116b 62.70 10.86 384.07 718 EHS AS 137 47.82 6.05 A5b 137a 47.82 8.58 Me 137b 47.82 8.58 443.38 1 EHS AS 158 62.70 8.60 A5b 158a 62.70 11.09 Me 158b 62.70 11.09 1.01) + 1.OW 60* Wind 64.08 7/8 EHS Al 25 47.82 7.18 Alb 25a 47.82 7.18 Ala 25b 47.82 8.84 128.03 Al T2 47.82 6.71 Ala T2b 47.82 8.53 Alb T2a 47.82 6.64 Alb T2 47.82 6.70 Ala T2a 47.82 8.52 Al T2b 47.82 6.64 191.97 1 EHS Al T3 62.70 8.30 Ala T3b 62.70 10.81 Alb T3a 62.70 8.22 Alb T3 62.70 8.27 Ala T3a 62.70 10.78 Al T3b 62.70 8.19 255.93 Al T4 62.70 8.24 Ala T4b 62.70 10.68 Alb T4a 62.70 8.10 Alb T4 62.70 8.18 Ala T4a 62.70 10.63 Al T4b 62.70 8.05 324.07 AS 116 62.70 9.02 A5b 116a 62.70 9.02 Me 116b 62.70 11.58 384.07 7/8 EHS AS 137 47.82 7.03 A5b 137a 47.82 7.03 Me 137b 47.82 9.20 443.38 1 EHS AS 158 62.70 9.40 A5b 158a 62.70 9.42 Me 158b 62.70 11.86 1.01) + 1.OW 90* Wind 64.08 7/8 EHS Al 25 47.82 7.76 Alb 25a 47.82 6.78 Ala 25b 47.82 8.72 128.03 Al T2 47.82 7.37 Ala T2b 47.82 8.40 Alb T2a 47.82 6.22 Alb T2 47.82 6.22 Ala T2a 47.82 8.40 Al T2b 47.82 7.29 191.97 1 EHS Al T3 62.70 9.19 Ala T3b 62.70 10.62 Alb Ma 62.70 7.64 Alb T3 62.70 7.63 Ala T3a 62.70 10.60 Copyright @ 2016 by Tower Engineering Solutions, LLC- All rights reserved. 17 13 12 16 16 16 16 12 12 16 16 16 16 12 13 17 17 13 18 18 14 18 18 15 15 18 14 18 14 14 18 14 13 17 13 13 17 13 13 17 13 13 17 13 14 14 18 15 15 19 15 15 19 16 14 18 15 18 13 13 18 15 15 17 12 12 17 I.OD + I.OW 90* Wind 191.97 1 EHS Al T3b 62.70 9.05 14 255.93 Al T4 62.70 9.07 14 Ala T4b 62.70 10.46 17 Alb T4a 62.70 7.67 12 Alb T4 62.70 7.54 12 Ala T4a 62.70 10.45 17 Al TO 62.70 8.85 14 324.07 A5 116 62.70 9.92 16 Me 116a 62.70 8.43 13 A5a 116b 62.70 11.41 '18 384.07 718 EHS A5 137 47.82 7.82 16 A5b 137a 47.82 6.37 13 Me 137b 47.82 9.05 19 443.38 1 EHS A5 158 62.70 10.20 16 A5b 158a 62.70 8.88 14 Me 158b 62.70 11.67 19 Copyright @ 2016 by Tower Engineering Solutions, LLC. All rights reserved. Structure: FL04816-A-SBA Code: ElArrIA-222-G 10/1212016 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: 11 Page: 26 Max Reactions Base: 392.52 (Vertical) 3.84 (Horizontal) Anchorl: 101.70 (Vertical) 120.73 (Horizontal) Anchor2: 66.09 (Vertical) 59.38 (Horizontal) Max Usages Max Leg: 73.0% (1.2D + 1.6W 60* Wind - Sect 20) Max Dlag: 11.0% (1.2D + 1.6W Normal Wind - Sect 1) Max Honz: 63.0% (1.2D + 1.6W 60* Wind - Sect 1) Max Cable: 55.9% (O.9D + 1.6W 60* Wind) - Elev: 384 it Max Deflection, Twist and Sway Elevation Deflection Tmrist Sway Load Case (ft) 00 (deg) (deg) O.9D + 1.6W 122 mph Wind at 60* From Face 115.92 0.3196 0.0142 0.0911 128.03 0.3344 0.0115 0.1250 191.97 0.5204 0.0340 0.2074 200.00 0.5578 0.0565 0.2961 224.07 0.65411 0.1617 0.2396 231.97 0.6820 0.1380 0.1646 255.93 0.7327 0.0831 0.1850 375.93 1.4377 0.8426 0.3076 388.02 1.4930 0.8987 0.2284 - - - - - - - - - - - - - - - - - - - - - - - - - - - - 450.00 - - - - - - - - - - - - - - 1.5629 - - - - - - - - - - 0.7527 - - - - - - - 0.1174 - - - - - - - - - - - 0.9D + 1.6W 122 mph Wind at 90* From Face 115.92 0.3073 0.0694 0.0964 128.03 0.3223 0.0533 0.1365 191.97 0.5290 0.1180 0.2145 200.00 0.5623 0.1393 0.3147 224.07 0.6615 02368 O�2395 231.97 0.6898 0.2098 0.1831 255.93 0.7376 0.1465 0.1691 375.93 1.3726 1.2846 0.2880 388.02 1.4190 1.3853 0.1852 - - - - - - - - - - - - - - - - - - - - - 450.00 - - - - - - - - - - - - - - 1.4348 - - - - - - - - - - 1.2376 - - - - - - - 0.1829 - - - - - - - - - - - O.9D + 1.6W 122 mph Wind at Normal To Face 115.92 0.2811 0.0013 0.0685 128.03 0.2947 0.0015 0.1451 191.97 0.5346 0.0028 0.2504 200.00 0.5786 0.0233 0.3849 224.07 0.6873 0.1136 0.2332 231.97 0.7181 0.0834 0.1807 255.93 0.7701 0.0084 OA741 375.93 1.2745 0.0499 0.1602 388.02 1.3015 0.0608 0.1200 - - - - - - - - - - - - - - - - - - - - - - - - - - - - 450.00 - - - - - - - - - - - - - - 1.2663 - - - - - - - - - - 0.0803 - - - - - - - 0.1060 - - - Copyright @ 2016 by Tower Engineering Solutions, LLC. All rights resomed. 1.OD + 1.OW 60 mph Wind at 60' From Face 115.92 0.0342 0.0018 0.0040 128.03 0.0348 0.0018 0.0068 191.97 0.0450 0.0061 0.0095 200.00 0.0469 0.0097 0.0176 224.07 0.0515 0.0263 0.0079 231.97 0.0523 0.0231 0.0019 255.93 0.0512 0.0149 0.0026 375.93 0.0701 0.0905 O.00B4 388.02 0.0683 0.0982 0.0136 - - - - - - - - - - - - - - - - - - 450.00 - - - - - - - - - - - - - - 0.0300 - - - - - - - - 0.0978 - - - - - - - 0.0560 - - - - - - - - - - - I . OD + I.OW 60 mph Wind at 90' From Face 115.92 0.0325 0.0052 0.0034 128.03 0.0327 0.0048 0.0065 191.97 0.0403 0.0107 0.0079 200.00 0.0417 0.0148 0.0139 224.07 0.0446 0.0334 0.0089 231.97 0.0447 0.0310 0.0115 255.93 0.0416 0.0251 0.0176 375.93 0.0601 0.1341 0.0336 388.02 0.0601 0.1"8 0.0326 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 450.00 - - - - - - - - - - - - - - 0.0920 - - - - - - - - 0.1474 - - - - - - - 0.0807 - - - - - - - - - - - 1 . OD + 1.OW 60 mph Wind at Normal To Face 115.92 0.0322 0.0002 0.0011 128.03 0.0320 0.0002 0.0039 191.97 0.0361 0.0004 0.0027 200.00 0.0367 0.0035 0.0111 224.07 0.0368 0.0172 0.0050 231.97 0.0356 0.0126 0.0128 255.93 0.0277 0.0010 0.0208 375.93 0.0175 0.0072 0.0407 388.02 0.0264 0.0073 0.0477 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 450.00 - - - - - - - - - - - - - 0.0977 - - - - - - - - - 0.0123 - - - - - - - 0.0775 - - - - - - - - - - - I . 2D + 1.6W 122 mph Wind at 60' From Face 115.92 0.3235 0.0140 0.0874 128.03 0.3374 0.0113 0.1220 191.97 0.5222 0.0334 0.2076 200.00 0.5597 0.0558 0.2969 224.07 0.6563 0.1606 0.2407 231.97 0.6842 0.1367 0.1651 255.93 0.7350 0.0814 OA858 375.93 1."26 0.8583 0.3080 388.02 1.4979 0.9136 0.2286 - - - - - - - - - - - - - - - - - - - - - - - - - - - - 450.00 - - - - - - - - - - - - - - 1.5678 - - - - - - - - - 0.7655 - - - - - - - 0.1178 - - - - - - - - - - - 1.213 1.6W 122 mph Wind at 90* From Face 115.92 0.3088 0.0691 0.0972 128.03 0.3239 0.0531 0.1377 191.97 0.5323 0.1191 0.2162 200.00 0.5658 0.1404 0.3168 224.07 0.6656 0.2379 0.2412 231.97 0.6940 0.2109 0.1842 255.93 0.7421 0.1477 0.1679 375.93 1.3779 1.2814 0.2885 388.02 1.4243 1.3832 0.1850 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 450.00 - - - - - - - - - - - - - - 1.4393 - - - - - - - - - 1.2359 - - - - - - - 0.1841 - - - - - - - - - - - I . 2D + 1.6W 122 mph Wind at Normal To Face 115.92 0.2836 0.0013 0.0697 128.03 0.2974 0.0015 0.1470 191.97 0.5399 0.0026 0.2529 200.00 0.5843 0.0230 0.3883 224.07 0.6940 0.1132 0.2356 231.97 0.7251 0.0829 0.1828 255.93 0.7778 0.0078 0.1761 375.93 1.2809 0.0580 0.1870 388.02 1.3088 0.0609 0.1218 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 450.00 - - - - - - - - - - - - - - 1.2749 - - - - - - - - - 0.0894 - - - - - - - 0.1054 - - - - - - - - - - - Copynght @ 2016 by Tower Engineering Solutions, LLC. All rights reserved. III 111 IES T�FX*Wff1"850tX&= Guyed Tower Base'Design Date 1011212016 Customer Name: SBA Communications Corp� EIAMA Standard: EiA-222-G Site Name: Swain Road Tower Structure Height (Ft.): 450 Site Nmber: FL04,816-A-SBA Engineer Name: Velez Engr. Number: 26831 Engineer Login ID: Foundation Info Obtained from Structure Type: Analysis or Design? Base Reactions (Factored): Axial Load (Kips): Uplift Force (Kips) Foundation Geometries: Dramfings/Calculations Guyed Tow r Analysis F'3T92.5 ]Shear Force (Kips): 3.8_-' 1 0.0 Moment (Kips- If] Mods required -Yes/No ?: Diameter of Pier (ft.): 4.0 Depth of Base BG (ft.); F�o I S* Pier Height A. G. (ft.); 1.00 1 Thickness of Pad (ft): L3205 Length of Pad (ft.): 16.5 Width of Pad (ft.): 16.5 Final Length of pad (ft) 16.5 Final width of pad (ft); 16.5 Concrete Strength (psi): 3000 Steel Elastic Modulus: 29000 ksi Vertical bar yield (ksi) 60 . Tie steel yield (ksi): 60 Vertical Rebar Size #: 8 Tie / Stirrup Size #: 5 Qty. of Vertical Rebars: 18 Tie Spacing (in): 6.0 Pad Rebar Yield (Ksi): 60 Pad Steel Rebar Size (#): 10; Concrete Cover (in.): 3 Unit Weight of Concrete: 150.0 pd Rebar at the bottom of the concrete pad: Qty. of Rebar in Pad (Q: F_167Qty.,fRebarInP,d(W): F716 Sail Design Parameters: Soil Unit Weight (pcf): 110.0 Soil Buoyant Weight: 47.6 Pcf FiTo ol Water Table B.G.S. (ft): 1 2.5 1 Unit Weight 62.4 pcf Ultimate Bearing Pressure (psf): 1 5000 Ultimate Skir 1 0 Psf 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. FQ: Total Effective Concrete Weight (Kips): Check Soil Capacities: Calculated Maxium Net Soil Pressure under the base (psf): Calculated Foundation Allowable Axall Capacity (Kips): ;i.00 5.0 \V i 40 5 10 10 13.25 4.0 0 18 ft 8 0.0 16.5 L Angle from Top of Pad: Angle from Bottm of Pad: Angle from Bottm of Pad: 0.75 Compression Strength Reduction Factor: 454.45 Total Dry Soil Weight (Kips): 0.00 Total Buoyant Soil Weight (Kips): 49.99 Weight from the Concrete Block at Top (K) 238.75 Total Dry Concrete Weight (Kips): 680.63 Total Buoyant Concrete Weight (Kips): 95.43 Total Vertical Load on Base (Kips): 1749�6 < Allowable Factored Soil Bearing (psf): 727.2 > Design Factored Axial Load (Kips): CTo­ F 30 30 1�1 25 0.6 49.99 0.00 0.00 35.81 59.62 537.94 L-1 C.padtV Ratic 3000 0.58 b 0 393 0.54 [O]KIII TES Engr. Number: 26831 Page 2/2 Date: 10/12/2016 Check the capacities of Reinforceing Concrete: Strength reduction factor (Flexure and axial tension): Strength reduction factor (Axial compresion): (1) Concrete Pier: Vertical Steel RebarArea (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-WaV 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 1284.2 > Design Factored Moment (Mu, Kips-Fi 10.6 0.01 1 386.8 > Design Factored Shear (Kips): 3.8 0.01 OKI 767.9 > Design Factored Tension (Tu Kips): 0.0 0.00 EOK OKI 2380.6 > Design Factored Axial Load (Pu Kips): 392.5 0.16 OKI 0.17 1 OKI j Check Tie Spacing (Design/Required): 0.5 0.008 575.5 > One -Way Factored Shear (L-Dir Kips): 86.2 0.15 -8- K! 575.5 > One -Way Factored Shear (W-Dir Kips) 86.2 0.15 OKI 1522.5 > Two -Way Factored Shear (Kips): 336.2 0.22 OKI 0.0029 F_0__K71 Lower Steel Pad Reinf. Ratio (W-Direc 0.0029 OKI 3124.3 > Moment at Bottom ( L-Direct. K-Ft): 509.8 0.16 OKI 3124.3 > Moment at Bottom (W-Dir. Kips -Ft): 509.8 0.16 OKI iES Tower Erganccrn;., Solubm, -Guy Anchor Analysis and Design Date. 1011212016 Customer Name: SBA Communications Corp EIAITIA Standard: EIA-222-G Site Name: Swain Road Tower Structure Height (Ft.): 460 Site Nmber: FL04816-A-SBA Engineer Name: W. Velez Engr. Number: 26831 Engineer Login ID: Foundation Info Obtained from: L Drawings/Calc Number of Anchors: DEI Soil Design Parameters: Soil Unit Weight (pd): E105.0 Soil Buoyant Weight: Pcf Cohesion of Soils (psf): Fl� Water Table B.G.S. (ft)" Ultimate lateral pressure (psf): 2-0-- Unit Weight of Water: 1660 Ultimate Skin Friction: 62.4 Pcf - Psf Internal Angle of Friction (0) Coefficient of Shear Friction: r-29-7 030 Conical Failure Angle from Top: 30 Failure Angle from Bottm F20 Material Properties: Concrete Strength (psi): F-3-00-071 Unit Weight of Concrete: F 1-50-0 psi Horizontal Rebar Yield (psi): F600001 Shear Strength Reduction Factor; 0.75 Flexure Strength Reduction Factor: 0.9 A. Inner Anchors: Radius ft): ____1 F 200 1. Desinn Reactions (Factored): Uplift (Kips:) F__j_Oj_,7_j Shear (Kips) - 1-20.7 Angle of force resultant (0 40.1 2. Foundation Geometries: Block Base Depth B.G.S. (ft): 12.0 Block with/without toe? F-1-2-o-1 No F 70ft. Water Table below grade (ft): 2.00 FTOo I Length of Anchor Block (L, ft.): 36.0 1 Width of Anchor Block: 6 0 Thickness of Anchor Block (ft.): 6.0 Concrete Block @ top of Anchor? (1). InnerAnchors. Radius (ft.): 200 H (ft.): 12.0 Hw(ftj: 2.0 L ift.): 36.0 W (ft.): 6.0 T (ft.): 6.0 Angle (0): 40.1 S (ft.): 19.40 Top bars: 8 # 8 Front bars: 8 # a Concrete Volume (Cu. Yd.)IEoch: 48.00 (2). OuterAnchors. 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.)IEach: 9.44 TIES Engr. Number: 26831 Page 2/2 Date: 10/12/16 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): 105.69 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. Ft.): 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 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 Im S. Design Concretg Block: Rebar Size (4); 8 Wind Load Facto on Concrete Design: 1.00 Qty. of the Reber at top of the block: 8 City. of the Rebar in the front of the block: Area of Single Reber (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 0 i One Way Shear due to Uplift (Kips): 50.9 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.S 0 Moment due to uplift Load Kips-ft): 457.7 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 0 Max. Ratio of Shear Force/Shear capacity; 0.15 B. Outer Anchors: Radius ft): 315 0 1. Design Reactions (Factored): Uplift (Kips:) F-6-6 I Shear (Kips): F 59 47 Angle of force resultant (0 48.1 2. Foundation Geometries: Block Base Depth B.G.S. (ft): F-!To--] 12.0 Block with/without toe? No WaterTable below grade (ft): 20 F3.0 .0] Length of Anchor Block (L, ft.): 17.0 Width of Anchor Block: I 1 5.0 ft. Thickness of Anchor En Block (ft.): Concrete Block @ top of Anchor? No 3. Foundation Analysis and Design: 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 Dry Concrete 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 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 S. Design Concrete Block: Rebar Size (#): 7 City. of the Rebar at top of the block; J'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 One Way Shear due to Uplift (Kips): 33.0 One Way Shear Capacity for uplift (kips): 157.7 Moment due to Shear Load Kips-ft): 126.2 Flexural Capacity for Shear Load (Kips-ft): 453.5 Moment due to uplift Load Kips-ft): 140.4 Flexural Capacity for uplift Load (Kips-ft); 431.8 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 our=