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HomeMy WebLinkAboutBLD-23-003076 STRUCTURAL $ c Date: June 16, 2022 Tower Engineering Professionals 326 Tryon Road Raleigh, NC 27603 (919) 661-6351 Subject: Structural Modification Analysis Report Carrier Designation: AT&T Mobility Co-Locate Site Number: 297509 Site Name: cRAN_RCTB_MCAPE_113 FA Number: 15351216 Crown Castle Designation: BU Number: 808915 Site Name: WXTK-West Yarmouth JDE Job Number: 664564 Work Order Number: 2129153 Order Number: 559516 Rev. 1 Engineering Firm Designation: TEP Project Number: 29666.712722 Site Data: 17 Sea Gull Avenue,West Yarmouth, Barnstable County, MA 02673 Latitude 41°38'7.69", Longitude -70° 14'4.93" 302.3 Foot-Guyed Tower Tower Engineering Professionals is pleased to submit this "Structural Modification Analysis Report" to determine the structural integrity of the above-mentioned tower. The purpose of the analysis is to determine acceptability of the tower stress level including the proposed modifications as outlined in the attached drawings, "Appendix D". Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case,to be: LC4: Modified Structure w/Proposed Equipment Configuration Sufficient Capacity This analysis utilizes an ultimate 3-second gust wind speed of 140 mph as required by the 2015 International Building Code as amended by the Massachusetts State Building Code, Ninth Edition. Applicable Standard references and design criteria are listed in Section 2-Analysis Criteria. Structural analysis prepared by: Cooper Bowen, P.E./TML I ..A.A.S1 Respectfully submitted by: "/c 7;:s RONALD E. SGS GLOVER,JR. 0 STRUCTURAL Ronnie E. Glover, P.E., S.E. NO.52093 " Fc�srEa��.�%r 4 06/16/2022 f t t June 16,2022 302.3-ft Guyed Tower Structural Modification Analysis Report CCI BU No 808915 TEP Project Number 29666.712722, Order 559516, Revision 1 Page 3 1) INTRODUCTION This is a 302.3-ft guyed tower mapped by Tower Engineering Professionals in November of 2011. The tower has been modified per reinforcement drawings prepared by Tower Engineering Professionals in August of 2012. 2) ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 140 mph Exposure Category: D Topographic Factor: 1.0 Ice Thickness: 1.5 in Wind Speed with Ice: 50 mph Service Wind Speed: 60 mph Table 1 - Proposed Equipment Configuration Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Level(ft) Elevation Antennas Manufacturer Lines Size(in) (ft) _ I 3 I CCI Antennas I DMP65R-BU4D w/Mount Pipe 97.0 97,0 3 Ericsson RRUS 4449 B5/B12 6 3/8 3 Ericsson RRUS 4415 6 3/4 I 3 I Site Pro 1 I PSA 3 Table 2-Other Considered Equipment Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Level(ft) Elevation Antennas Manufacturer Lines Size(in) (ft) — 234.0— 254.0 I 1 —Shively--- — Shiely Labs 6810-5 ---�I 1 I 3/8 229.0 229.0 1 Shively Labs 6812B-3-SS 1 7/8 220.0 220.0 I 1 I Commscope I HSX10-59-D3M 1 EW63 1 Tower Mounts Pipe Mount[PM 601-1] 1 I Commscope I HSX8-59-D3M 200.0 200.0 1 EW63 1 Tower Mounts Pipe Mount[PM 601-1] 194.0 194.0 1 Mark P-9A72GN-S 1 7/8 1 Tower Mounts Pipe Mount[PM 601-1] 190.0 190.0 2 Mark P-9A72GN-S 2 7/8 2 Tower Mounts Pipe Mount[PM 601-1] 185.0 185.0 1 Radiation Systems SH-5A72GN 2 7/8 tnxTower Report-version 8.1.1.0 1 w June 16,2022 302.3-ft Guyed Tower Structural Modification Analysis Report CCI BU No 808915 TEP Project Number 29666.712722, Order 559516, Revision 1 Page 5 3)ANALYSIS PROCEDURE Table 3-Documents Provided Document Reference Source Geotechnical Report [ 3026337 I CCISites Tower Foundation Drawings 3026338 CCISites Tower Manufacturer Drawings 3026335 CCISites Tower Reinforcement Drawings 3329166 CCISites Post-Modification Inspection 3408393 CCISites Previous Structural Analysis I 10209878 I CCISites 3.1)Analysis Method tnxTower (version 8.1.1.0), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. When applicable, Crown Castle has calculated and provided the effective area for panel antennas using approved methods following the intent of the TIA-222 Standard. 3.2)Assumptions 1) The tower and structures were maintained in accordance with the TIA-222 Standard. 2) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2, and the referenced drawings. 3) The following material grades were assumed: a) Leg grade:A572-50 This analysis may be affected if any assumptions are not valid or have been made in error. Tower Engineering Professionals should be notified to determine the effect on the structural integrity of the tower. 4)ANALYSIS RESULTS Table 4-Section Capacity(Summary) Section Critical Elevation(ft) Component Type Size P(k) ORA,.(k) Pass/Fail No. Element Capacity L1 302.25- 295.609 Pole P12x.5 1 -0.60 636.44 0.8 Pass L2 295.609 Pole P12x.5 2 -25.71 636.44 16.3 Pass 275.609 L3 275.609 Pole P12x.5 3 -27.78 636.44 35.6 Pass 255.609 L4 255.609 Pole P12x.5 4 -29.58 636.44 43.8 Pass 235.609 Ti 235.609 Leg 21/4 7 -25.60 128.90 19.9 Pass 232.245 T2 232.245 Leg 21/4 19 -41.17 128.83 32.0 Pass 228.878 T3 228.878 Leg 21/4 31 -46.60 135.97 34.3 Pass 225.51 T4 205.312 Leg I 21/4 43 -56.22 131.25 42.8 Pass T5 1085315 Leg 21/4 91 -55.15 131.25 42.0 Pass tnxTower Report-version 8.1.1.0 t June 16,2022 302.3-ft Guyed Tower Structural Modification Analysis Report CCI BU No 808915 TEP Project Number 29666.712722, Order 559516, Revision 1 Page 7 Section Elevation(ft) Component Type Size Critical P(k) Pau°w(k) °�° Pass/Fail No. Element Capacity T17 I8.33333 Horizontal C6x8.2 576 -1.71 I 79.44 I 38.4 Pass 3.33333 T2 232.245 Top Girt L2x2x1/4 20 3.87 31.91 12.1 Pass 228.878 T4 225.51 - Top Girt L2x2x1/4 45 -0.97 15.01 6.5 Pass 205.312 T5 205.312 Top Girt L2x2x1/4 93 -0.96 15.01 6.4 Pass 185.115 T6 185.115 .Top Girt L2x2x1/4 141 -1.33 15.19 8.7 Pass 164.917 T8 144.719 Top Girt L2x2x1/4 236 -2.01 15.19 13.2 Pass 124.521 T9 124.521 Top Girt L2x2x1/4 284 -2.09 15.19 13.7 Pass 104.323 T10 104.323 Top Girt L2x2x1/4 332 -2.00 15.19 13.2 Pass 84.125 T11 84'125 Top Girt L2x2x1/4 382 4.26 31.91 13.4 Pass 63.9271 T12 63.9271 Top Girt L2x2x1/4 428 -1.88 15.19 12.4 Pass 43.7292 T13 43'7292 Top Girt L2x2x1/4 476 -1.83 15.19 12.0 Pass 23.5312 T14 23.5312 Top Girt L2x2x1/4 524 -1.56 15.19 10.3 Pass 13.4297 T17 8.33333 Top Girt C6x8.2 573 23.79 81.65 29.1 Pass 3.33333 T3 228'878 Bottom Girt L2x2x1/4 32 -0.88 15.01 5.8 Pass 225.51 T4 225.51 Bottom Girt L2x2x1/4 48 -0.97 15.01 6.5 Pass 205.312 T5 205.312 Bottom Girt L2x2x1/4 96 -0.96 15.01 6.4 Pass 185.115 T6 185.115 Bottom Girt L2x2x1/4 145 -5.22 15.19 34.4 Pass 164.917 T7 164'917 Bottom Girt L2x2x1/4 191 -1.63 15.19 10.7 Pass 144.719 T8 144'719 Bottom Girt L2x2x1/4 239 -2.01 15.19 13.2 Pass 124.521 T9 124.521 Bottom Girt L2x2x1/4 I 287 -2.09 15.19 13.7 Pass 104.323 T10 104.323 Bottom Girt L2x2x1/4 335 -2.00 15.19 13.2 Pass 84.125 T11 84'125 Bottom Girt L2x2x1/4 I 383 -1.85 15.19 12.2 Pass 63.9271 T12 63.9271 Bottom Girt L2x2x1/4 431 -1.88 15.19 12.4 Pass 43.7292 T13 43'7292 Bottom Girt L2x2x1/4 479 -1.83 15.19 12.0 Pass 23.5312 T14 23.5312 Bottom Girt L2x2x1/4 527 -1.32 I 15.19 8.7 Pass 13.4297 T4 225.51 Mid Girt L2x2x1/4 50 1.41 31.91 4.4 Pass 205.312 T5 205.312 Mid Girt L2x2x1/4 100 1.38 31.91 4.3 Pass 185.115 T6 185.115 Mid Girt L2x2x1/4 146 0.60 31.91 1.9 Pass 164.917 T7 164'917 Mid Girt L2x2x1/4 194 0.75 31.91 2.4 Pass 144.719 T8 I 1424 5121 Mid Girt L2x2x1/4 I 243 2.15 31.91 I 6.7 I Pass 1tnxTower Report-version 8.1.1.0 June 16,2022 CCI BU No 808915 302.3-ft Guyed Tower Structural Modification Analysis Report Page 5 TEP Project Number 29666.712722, Order 559516, Revision 1 Critical % Pass/Fail Section Size P(k) 'Wallow(k) Capacity No. Elevation(ft) Component Type Element � Guy _._ ---I- I 85.1 Pass __ I (T7) I I I Guy(T7)B 87.5 Pass I I I I I I G( T7)C 86.8 Pass —I I II I Top y I I I I Pull-OGuff 40.5 Pass II • (T7) l Bottom Guy Pull- 7.7 Pass I I i Off(T7)9 Torque Arm Top 43.9 I (T7) Pass I I l I Torque Q Arm 60.6 Pass Bottom (T7) I I l I Bolt Checks 46.2 Pass I I 1 -(RATING-I 87.5 Pass Table 5-Tower Component Stresses vs. Capacity-LC4 I Elevation (ft) %Capacity Pass I Fail Notes Component _._..____ _ _ __ _— ___ _—_____---___ Pass 1 2 - — Flange Connection 295.6 0.8 16.4 Pass 1,2 Flange Connection 275.6Pass 1,2 Flange Connection 255.6 35.5 43.5 Pass 1,2 Flange Connection 235.6Pass 1,2 Mast Foundation Structural 73.8 31.1 Pass 1,2 Mast Foundation Soil Interaction - 54.71 Pass 1,2 Guy Anchor Shaft - Pass 1,2 Guy Anchor Soil Interaction - 54.0 1 Structure Rating (max from all components)= I 87.5% Notes: 1) See additional documentation in"Appendix C-Additional Calculations"for calculations supporting the%capacity listed. 2) Rating per TIA-222-H Section 15.5 4.1) Recommendations 1) The modifications depicted in "Appendix D - Structural Design Drawings" shall be installed and, upon completion, inspected. The tower and its base and anchor foundations have sufficient capacity to carry the proposed load configuration once the proposed modifications are installed. tnxTower Report-version 8.1.1.0 1 t i Job Page tnxTower WXTK-West Yarmouth (BU 808915) 6 of 74 Tower Engineering Project Date Professionals,Inc. TEP No. 29666.712722 16:35:22 06/15/22 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(619)661-6351 Crown Castle FAX:(619)661-6350 CSB Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt Elevation Type Size Grade Type Size Grade ft T3 228.88-225.51 Equal Angle A36 Equal Angle L2x2x1/4 A36 (36 ksi) (36 ksi) T4 225.51-205.31 Equal Angle L2k2x1/4 A36 Equal Angle L2x2x1/4 A36 (36 ksi) (36 ksi) T5 205.31-185.11 Equal Angle L2x2x1/4 A36 Equal Angle L2x2x1/4 A36 (36 ksi) (36 ksi) T6 185.11-164.92 Equal Angle L2x2x1/4 A36 Equal Angle L2x2x1/4 A36 (36 ksi) (36 ksi) T7 164.92-144.72 Equal Angle L2x2x1/4 A36 Equal Angle L2x2x1/4 A36 (36 ksi) (36 ksi) T8 144.72-124.52 Equal Angle L2x2x1/4 A36 Equal Angle L2x2x1/4 A36 (36 ksi) (36 ksi) T9 124.52-104.32 Equal Angle L2x2x1/4 A36 Equal Angle L2x2x1/4 A36 (36 ksi) (36 ksi) T10 104.32-84.12 Equal Angle L2x2x1/4 A36 Equal Angle L2x2x1/4 A36 (36 ksi) (36 ksi) T11 84.12-63.93 Equal Angle L2x2x1/4 A36 Equal Angle L2x2x1/4 A36 (36 ksi) (36 ksi) T12 63.93-43.73 Equal Angle L2x2x1/4 A36 Equal Angle L2x2x1/4 A36 (36 ksi) (36 ksi) T13 43.73-23.53 Equal Angle L2x2x1/4 A36 Equal Angle L2x2x1/4 A36 (36 ksi) (36 ksi) T14 23.53-13.43 Equal Angle L2x2x1/4 A36 Equal Angle L2x2x1/4 A36 (36 ksi) (36 ksi) T17 8.33-3.33 Channel C6x8.2 A36 Flat Bar 4x3/8 A36 (36 ksi) (36 ksi) Tower Section Geometry (cont'd) Tower No. Mid Girt Mid Girt Mid Girt Horizontal Horizontal Horizontal Elevation of Type Size Grade Type Size Grade Mid ft Girts Tl 235.61-232.24 None Equal Angle A36 Channel C15x40 A36 (36 ksi) (36 ksi) T4 225.51-205.31 1 Equal Angle L2x2x1/4 A36 Equal Angle A36 (36 ksi) (36 ksi) T5 205.31-185.11 1 Equal Angle L2x2x1/4 A36 Equal Angle A36 (36 ksi) (36 ksi) T6 185.11-164.92 1 Equal Angle L2x2x1/4 A36 Equal Angle A36 (36 ksi) (36 ksi) T7 164.92-144.72 1 Equal Angle L2x2x1/4 A36 Equal Angle A36 (36 ksi) (36 ksi) T8 144.72-124.52 1 Equal Angle L2x2x1/4 A36 Equal Angle A36 (36 ksi) (36 ksi) T9 124.52-104.32 1 Equal Angle L2x2x1/4 A36 Equal Angle A36 (36 ksi) (36 ksi) T10 104.32-84.12 1 Equal Angle L2x2x1/4 A36 Equal Angle A36 (36 ksi) (36 ksi) T11 84.12-63.93 1 Equal Angle L2x2x1/4 A36 Equal Angle A36 / (36 ksi) (36 ksi) T12 63.93-43.73 1 Equal Angle L2x2x1/4 A36 Equal Angle A36 (36 ksi) (36 ksi) T13 43.73-23.53 1 Equal Angle L2x2x1/4 A36 Equal Angle A36 (36 ksi) (36 ksi) T16 10.06-8.33 None Equal Angle A36 Equal Angle L2x2x1/4 A36 } g L tnxTower Job Page WXTK-West Yarmouth (BU 808915) 8 of 74 Tower Engineering Project Date Professionals,Inc. TEP No. 29666.712722 16:35:22 06/15/22 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(619)661-6351 Crown Castle FAX:(619)661-6350 CJB Tower Calc Calc Legs X K Single Girts Horiz. Sec. Inner Elevation K K Brace Brace Diags Horiz. Brace Single Solid Diags Diags Angles Rounds X X X X X X X • ft Y Y Y Y Y Y Y T1 . Yes Yes 1 1 1 1 1• 1 1 1 235.61-232.24 1 1 1 1 1 1 1 T2 Yes Yes 1 1 1 1 1 1 1 1 232.24-228.88 1 1 1 1 1 1 I T3 Yes Yes 1 1 1 1 1 1 1 1 228.88-225.51 1 1 1 1 1 1 1 T4 Yes Yes 1 1 1 1 1 1 1 I 225.51-205.31 1 1 1 1 1 1 I T5 Yes Yes 1 1 1 1 1 1 1 1 205.31-185.11 1 1 1 1 1 1 I T6 Yes Yes 1 1 1 1 1 1 1 1 185.11-164.92 1 1 1 1 1 1 1 T7 Yes Yes 1 1 1 1 I 1 1 1 164.92-144.72 1 1 1 1 1 1 1 T8 Yes Yes 1 1 1 1 1 1 1 1 144.72-124.52 1 1 1 1 I 1 1 T9 Yes Yes 1 1 1 1 1 1 1 1 124.52-104.32 1 1 1 1 1 1 1 T10 Yes Yes 1 1 1 1 1 I 1 1 104.32-84.12 1 1 1 1 1 I 1 T11 Yes Yes 1 1 1 1 1 1 I 1 84.12-63.93 1 1 1 1 1 1 1 T12 Yes Yes 1 1 1 1 1 1 1 1 63.93-43.73 1 1 1 I 1 1 1 T13 Yes Yes 1 1 1 1 1 1 1 1 43.73-23.53 1 1 1 1 1 1 I T14 Yes Yes 1 1 1 1 1 1 1 1 23.53-13.43 1 1 1 1 1 1 1 T15 Yes Yes 1 1 1 1 1 1 1 1 13.43-10.06 1 1 1 1 1 1 1 T16 Yes Yes 1 1 1 1 1 1 1 1 10.06-8.33 1 1 1 1 1 1 1 T17 8.33-3.33 No Yes 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 'Note:K factors are applied to member segment lengths.K-braces without inner supporting members will have the K factor in the out-of-plane direction applied to the overall length. Tower Section Geometry (cont'd) Tower Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Elevation ft Net Width U Net Width U Net Width U Net U Net U Net U Net U Deduct Deduct Deduct Width Width Width Width in in in Deduct Deduct Deduct Deduct in in in in T1 0.0000 I 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 1 0.0000 0.75 0.0000 1 235.61-232.24 T2 0.0000 1 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 1 0.0000 1 0.0000 1 232.24-228.88 T3 0.0000 1 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 1 0.0000 1 0.0000 1 228.88-225.51 T4 0.0000 1 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 1 0.0000 1 225.51-205.31 ) tnxTower Job Page WXTK-West Yarmouth (BU 808915) 10 of 74 Tower Engineering Project Date Professionals,Inc. TEP No. 29666.712722 16:35:22 06/15/22 326 Tryon Road Raleigh,NC 27603 Client Designed Phone:(619)661-6351 Crown Castle g by FAX:(619)661-6350 CSB Tower Redundant Redundant Redundant Redundant Redundant Vertical Redundant Hip Redundant Hip Elevation Horizontal Diagonal Sub-Diagonal Sub-Horizontal Diagonal ft Net Width U Net Width U Net Width U Net U Net U Net U Net U Deduct Deduct Deduct Width Width Width Width ' in in in Deduct Deduct Deduct Deduct in in in in T12 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 63.93-43.73 T13 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 43.73-23.53 T14 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 23.53-13.43 T15 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 13.43-10.06 T16 10.06-8.33 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T17 8.33-3.33 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 Tower Section Geometry (cont'd) Tower Leg Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Elevation Connection ft Type Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. in in in in in in in TI Flange 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 235.61-232.24 A325N A325N A325N A325N A325N A325N A325N T2 Flange 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 232.24-228.88 A325N A325N A325N A325N A325N A325N A325N T3 Flange 0.7500 4 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 228.88-225.51 A325N A325N A325N A325N A325N A325N A325N T4 Flange 0.7500 4 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 225.51-205.31 A325N A325N A325N A325N A325N A325N A325N T5 Flange 0.7500 4 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 205.31-185.11 A325N A325N A325N A325N A325N A325N A325N T6 Flange 0.7500 4 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 185.11-164.92 A325N A325N A325N A325N A325N A325N A325N T7 Flange 0.7500 4 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 164.92-144.72 A325N A325N A325N A325N A325N A325N A325N T8 Flange 0.7500 4 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 144.72-124.52 A325N A325N A325N A325N A325N A325N A325N T9 Flange 0.7500 4 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 124.52-104.32 A325N A325N A325N A325N A325N A325N A325N TIO Flange 0.7500 4 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 104.32-84.12 A325N A325N A325N A325N A325N A325N A325N T11 Flange 0.7500 4 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 84.12-63.93 A325N A325N A325N A325N A325N A325N A325N T12 Flange 0.7500 4 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 63.93-43.73 A325N A325N A325N A325N A325N A325N A325N T13 Flange 0.7500 4 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 43.73-23.53 A325N A325N A325N A325N A325N A325N A325N T14 Flange 0.7500 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 23.53-13.43 A325N A325N A325N A325N A325N A325N A325N T15 Flange 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 13.43-10.06 A325N A325N A325N A325N A325N A325N A325N T16 10.06-8.33 Flange 0.7500 4 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 A325N A325N A325N A325N A325N A325N A325N T17 8.33-3.33 Flange 0.7500 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 A325N A325N A325N A325N A325N A325N A325N t . 1 tnxTower Job Page WXTK-West Yarmouth (BU 808915) 12 of 74 Tower Engineering Project Date Professionals,Inc. TEP No. 29666.712722 16:35:22 06/15/22 326 Tryon Road Raleigh,NC 27603 Client Designed Phone:(619)661-6351 Crown Castle g by FAX:(619)661-6350 CSB Guy Data (cont'd) Guy Cable Cable Cable Cable Tower Tower Tower Tower Elevation Weight Weight Weight Weight Intercept Intercept Intercept Intercept A • B C D A B C' D ft K K K K ft ft ft ft 285.609 0.41 0.41 0.41 12.08 12.08 12.08 6.0 sec/pulse 6.0 sec/pulse 6.0 sec/pulse 235.609 0.36 0.36 0.36 9.52 9.52 9.52 5.3 sec/pulse 5.3 sec/pulse 5.3 sec/pulse 164.667 0.31 0.31 0.31 6.82 6.82 6.82 4.5 sec/pulse 4.5 sec/pulse 4.5 sec/pulse 83.875 0.18 0.18 0.18 4.75 4.75 4.75 3.8 sec/pulse 3.8 sec/pulse 3.8 sec/pulse Guy Data (cont'd) Torque Arm Pull Off Diagonal Guy Calc Calc K, Ky K K, K, K, Elevation K K ft Single Solid Angles Rounds 285.609 No No 0.7 0.7 1 1 235.609 No No 0.7 0.7 1 1 164.667 No No 1 1 0.7 0.7 1 1 83.875 No No 0.7 0.7 1 1 Guy Data (cont'd) Torque-Arm Pull Off Diagonal Guy Bolt Size Number Net Width U Bolt Size Number Net Width U Bolt Size Number Net Width U Elevation in Deduct in Deduct in Deduct ft in in in 285.609 0.6250 0 0.0000 0.75 0.0000 0 0.0000 0.75 0.0000 0 0.0000 1 A325N A325N A325N 235.609 0.6250 0 0.0000 0.75 0.0000 0 0.0000 0.75 0.0000 0 0.0000 1 A325N A325N A325N 164.667 0.7500 4 0.0000 0.75 0.0000 0 0.0000 0.75 0.0000 0 0.0000 1 A325N A325N A325N 83.875 0.6250 0 0.0000 0.75 0.0000 0 0.0000 1 0.0000 0 0.0000 1 A325N A325N A325N Guy Pressures Guy Guy z q, q, Ice Elevation Location Ice Thickness ft ft psf psf in 285.609 A 142.80 62 8 1.4762 B 142.80 62 8 1.4762 C 142.80 62 8 1.4762 235.609 A 117.80 60 8 1.4480 B 117.80 60 8 1.4480 f Job Page tnxTower WXTK-West Yarmouth (BU 808915) 14 of 74 Tower Engineering Project Date Professionals,Inc. TEP No. 29666.712722 16:35:22 06/15/22 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(619)661-6351 Crown Castle FAX:(619)661-6350 CJB Guy Guy Chord Guy Tension F F. F, M, M, M, Elevation Location Angle Top Bottom K ft K K K kip ft kip ft kip ft • 285.609 A 53.7433 11.96 0.00 9.96 ' -6.62 -5.29 0.00 0.00 10.48 B 53.7433 11.96 5.73 9.96 3.31 2.65 0.00 -4.58 10.48 C 53.7433 11.96 -5.73 9.96 3.31 2.65 0.00 4.58 10.48 Sum: 0.00 29.88 0.00 0.00 0.00 0.00 235.609 A 48.6828 11.65 0.00 9.09 -7.29 -26.25 0.00 0.00 10.47 B 48.6828 11.65 6.31 9.09 3.64 13.13 0.00 -22.73 10.47 C 48.6828 11.65 -6.31 9.09 3.64 13.13 -0.00 22.73 10.47 Sum: 0.00 27.28 0.00 0.00 0.00 0.00 164.667 A 38.4785 11.25 -0.20 7.39 -8.48 -21.33 43.00 -36.94 10.46 A 38.4785 11.25 0.20 7.39 -8.48 -21.33 -43.00 36.94 10.46 B 38.4785 11.25 7.45 7.39 4.06 42.66 43.00 0.00 10.46 B 38.4785 11.25 7.24 7.39 4.42 -21.33 -43.00 -36.94 10.46 C 38.4785 11.25 -7.24 7.39 4.42 -21.33 43.00 36.94 10.46 C 38.4785 11.25 -7.45 7.39 4.06 42.66 -43.00 0.00 10.46 Sum: 0.00 44.33 0.00 -0.00 0.00 0.00 83.875 A 22.0466 8.16 0.00 3.43 -7.40 -9.91 0.00 0.00 7.83 B 22.0466 8.16 6.41 3.43 3.70 4.96 0.00 -8.59 7.83 C 22.0466 8.16 -6.41 3.43 3.70 4.96 -0.00 8.59 7.83 Sum: 0.00 10.30 0.00 0.00 0.00 0.00 Guy-Mast Forces (Excluding Wind) - Service Guy Guy Chord Guy Tension F F, F, M My M, Elevation Location Angle Top Bottom K ft K K K kip ft kip ft kip ft 285.609 A 53.7433 6.16 0.00 5.04 -3.54 -2.68 0.00 0.00 5.83 B 53.7433 6.16 3.07 5.04 1.77 1.34 0.00 -2.32 5.83 C 53.7433 6.16 -3.07 5.04 1.77 1.34 0.00 2.32 5.83 Sum: 0.00 15.11 0.00 0.00 0.00 0.00 235.609 A 48.6828 6.10 0.00 4.66 -3.94 -13.46 0.00 0.00 5.83 B 48.6828 6.10 3.41 4.66 1.97 6.73 0.00 -11.65 5.83 C 48.6828 6.10 -3.41 4.66 1.97 6.73 -0.00 11.65 tlZ.xT(I}Ue ji" Job Page WXTK-West Yarmouth (BU 808915) 16 of 74 Tower Engineering Project Date Professionals,Inc. TEP No. 29666.712722 16:35:22 06/15/22 326 Tryon Road Raleigh,NC 27603 Client Designed Phone:(619)661-6351 Crown Castle 9 by FAX:(619)661-6350 CJB Description Sector Exclude Component Placement Total Number Start/End Width or Perimeter Weight From Type Number Per Row Position Diameter Torque ft in in plf Calculation 3.33 0.000 HB 158-21 U6S24-xxM_T B No Ar(CaAa) 172.33- 4 4 0.000 1.9960 2.50 ' MO(1-5/8) 3.33 0.000 1"Rigid Conduit B No Ar(CaAa) 235.61- 1 1 0.000 1.0000 1.13 3.33 0.000 ***** Climbing Ladder B No Af(CaAa) 235.61- 1 1 0.000 2.5000 5.00 (Round) 3.33 0.000 Safety Line 3/8 B No Ar(CaAa) 235.61- 1 1 0.000 0.3750 0.22 3.33 0.000 ***** CU12PSM9P6XXX(1-1/ C No Ar(CaAa) 110.33- 1 1 0.000 1.6000 2.35 2) 3.33 0.000 HB158-1-08U8-S8J18( C No Ar(CaAa) 134.33- 2 2 0.000 1.9800 1.30 1-5/8") 3.33 0.000 HB158-1-08U8-S8J18( C No Ar(CaAa) 145.33- 1 1 0.000 1.9800 1.30 1-5/8") 134.33 0.000 EW63(ELLIPTICAL) B No Ar(CaAa) 203.33- 2 1 0.000 2.0100 0.51 3.33 0.000 EW63(ELLIPTICAL) B No Ar(CaAa) 223.33- 1 1 0.000 2.0100 0.51 203.33 0.000 AVA5-50(7/8") C No Ar(CaAa) 232.33- 1 1 0.000 1.1020 0.30 3.33 0.000 LDF2-50(3/8) C No Ar(CaAa) 172.33- 1 1 0.000 0.4400 0.08 3.33 0.000 ***** LDF5-50A(7/8") A No Ar(CaAa) 172.33- 6 6 0.000 1.0900 0.33 3.33 0.000 LDF5-50A(7/8") A No Ar(CaAa) 188.33- 5 5 0.000 1.0900 0.33 172.33 0.000 LDF5-50A(7/8") A No Ar(CaAa) 193.33- 3 3 0.000 1.0900 0.33 188.33 0.000 LDF5-50A(7/8") A No Ar(CaAa) 197.33- 1 1 0.000 1.0900 0.33 193.33 0.000 ***** GCC-312(3-1/2) A No Surface Ar 237.33- 1 1 0.000 3.5300 2.30 (CaAa) 235.61 0.000 GCC-312(3-1/2) A No Ar(CaAa) 235.61- 1 1 0.000 3.5300 2.30 3.33 0.000 ***** Waveguide A No Af(CaAa) 235.61- 1 1 0.000 2.5000 2.13 3.33 0.000 *** Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Exclude Component Placement Total CAAA Weight or Shield From Type Number Leg Torque ft ft-2/ft plf Calculation ***** ***** AM Detuner A No No CaAa(Out 158.33-3.33 1 No Ice 0.03 1.00 Of Face) 1/2"Ice 0.13 1.48 1"Ice 0.23 2.56 2"Ice 0.43 6.57 tnxTower• Job Page WXTK-West Yarmouth (BU 808915) 18 of 74 Tower Engineering Project Date Professionals,Inc. TEP No. 29666.712722 16:35:22 06/15/22 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(619)661-6351 Crown Castle FAX:(619)661-6350 CSB Tower Tower Face AR AF CAAA CAA,! Weight Section Elevation In Face Out Face ft ft2 ft2 ft2 ft2 K T6 185.11-164.92 A 0.000 0.000 25.605 0.000 0.13 B 0.000 0.000 25.234 0.000 0.22 C 0.000 0.000 2.552 0.000 0.01 T7 164.92-144.72 A 0.000 0.000 27.056 0.762 0.16 B 0.000 0.000 35.439 0.762 0.38 C 0.000 0.000 3.236 0.762 0.04 T8 144.72-124.52 A 0.000 0.000 27.122 1.131 0.17 B 0.000 0.000 35.439 1.131 0.39 C 0.000 0.000 9.057 1.131 0.09 T9 124.52-104.32 A 0.000 0.000 27.201 1.131 0.17 B 0.000 0.000 35.439 1.131 0.39 C 0.000 0.000 12.075 1.131 0.11 T10 104.32-84.12 A 0.000 0.000 27.296 1.131 0.17 B 0.000 0.000 46.999 1.131 0.45 C 0.000 0.000 14.345 1.131 0.15 T11 84.12-63.93 A 0.000 0.000 27.416 1.131 0.17 B 0.000 0.000 49.844 1.131 0.47 C 0.000 0.000 14.345 1.131 0.15 T12 63.93-43.73 A 0.000 0.000 27.579 1.131 0.17 B 0.000 0.000 49.844 1.131 0.47 C 0.000 0.000 14.345 1.131 0.15 T13 43.73-23.53 A 0.000 0.000 27.827 1.131 0.17 B 0.000 0.000 49.844 1.131 0.47 C 0.000 0.000 14.345 1.131 0.15 T14 23.53-13.43 A 0.000 0.000 14.083 0.566 0.08 B 0.000 0.000 24.929 0.566 0.23 C 0.000 0.000 7.174 0.566 0.07 T15 13.43-10.06 A 0.000 0.000 4.714 0.189 0.03 B 0.000 0.000 8.310 0.189 0.08 C 0.000 0.000 2.391 0.189 0.02 T16 10.06-8.33 A 0.000 0.000 2.421 0.097 0.01 B 0.000 0.000 4.267 0.097 0.04 C 0.000 0.000 1.228 0.097 0.01 T17 8.33-3.33 A 0.000 0.000 7.000 0.280 0.04 B 0.000 0.000 12.339 0.280 0.12 C 0.000 0.000 3.551 0.280 0.04 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice AR AF CAAA CAAA Weight Section Elevation or Thickness In Face Out Face ft Leg in ft2 ft2 ft2 ft2 K Ll 302.25-295.61 A 1.589 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.00 L2 295.61-275.61 A 1.582 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.00 L3 275.61-255.61 A 1.571 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.00 L4 255.61-235.61 A 1.558 0.000 0.000 1.146 0.000 0.02 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.00 T1 235.61-232.24 A 1.551 0.000 0.000 4.677 0.000 0.07 B 0.000 0.000 4.995 0.000 0.08 C 0.000 0.000 0.037 0.000 0.00 T2 232.24-228.88 A 1.549 0.000 0.000 4.677 0.000 0.07 • • Job ob Page WXTK-West Yarmouth (BU 808915) 20 of 74 Tower Engineering Project Date Professionals,Inc. TEP No. 29666.712722 16:35:22 06/15/22 326 Tryon Road Raleigh,NC 27603 Client Designed Phone:(619)661-6351 Crown Castle g by FAX:(619)661-6350 CJB Section Elevation CPx CPz CPx CPZ Ice Ice ft in in in in T1 235.61-232.24 0.3843 -1.1439 0.6516 -0.3853 T2 232.24-228.88 0.3049 -1.7647 0.7207 -0.3094 T3 228.88-225.51 0.3053 -1.7738 ' 0.7307 -0.3142 T4 225.51-205.31 0.6067 -3.2584 1.0816 -1.7171 T5 205.31-185.11 0.5316 -4.8933 0.9162 -3.1441 T6 185.11-164.92 0.6475 -5.8083 1.1750 -3.9313 T7 164.92-144.72 1.3956 -5.6465 1.7063 -3.1771 T8 144.72-124.52 0.1989 -4.9120 0.6206 -2.4434 T9 124.52-104.32 0.0595 -4.6581 0.5629 -2.2262 T10 104.32-84.12 0.7713 -6.3780 1.2228 -4.0369 T11 84.12-63.93 0.7526 -6.6205 1.1836 -4.4007 T12 63.93-43.73 0.7799 -6.9045 1.2347 -4.6461 T13 43.73-23.53 0.7639 -6.9533 1.2264 -4.7334 T14 23.53-13.43 0.7247 -6.8872 1.1890 -4.7531 T15 13.43-10.06 0.7967 -7.4788 1.2434 -5.0509 T16 10.06-8.33 0.6118 -6.1063 0.9449 -4.0135 T17 8.33-3.33 0.2247 -2.3455 0.1833 -0.7833 Note:For pole sections,center of pressure calculations do not consider feed line shielding. Shielding Factor Ka Tower Feed Line Description Feed Line Ka Ka Section Record No. Segment Elev. No Ice Ice L4 29 GCC-312(3-1/2) 235.61- 1.0000 1.0000 237.33 TI 6 1"Rigid Conduit 232.24- 0.5060 0.2528 235.61 Tl 11 Climbing Ladder(Round) 232.24- 0.5060 0.2528 235.61 T1 12 Safety Line 3/8 232.24- 0.5060 0.2528 235.61 Tl 21 AVA5-50(7/8") 232.24- 0.5060 0.2528 232.33 Ti 30 GCC-312(3-1/2) 232.24- 1.0000 0.2528 235.61 TI 33 Waveguide 232.24- 0.5060 0.2528 235.61 T2 6 1"Rigid Conduit 228.88- 0.6000 0.5088 232.24 T2 11 Climbing Ladder(Round) 228.88- 0.6000 0.5088 232.24 T2 12 Safety Line 3/8 228.88- 0.6000 0.5088 232.24 T2 21 AVA5-50(7/8") 228.88- 0.6000 0.5088 232.24 T2 30 GCC-312(3-1/2) 228.88- 1.0000 0.5088 232.24 T2 33 Waveguide 228.88- 0.6000 0.5088 232.24 T3 6 1"Rigid Conduit 225.51- 0.6000 0.5141 228.88 T3 11 Climbing Ladder(Round) 225.51- 0.6000 0.5141 228.88 Job e g Pa tnxTowerWXTK-West Yarmouth (BU 808915) 22 of 74 Tower Engineering Project Date Professionals,Inc. TEP No. 29666.712722 16:35:22 06/15/22 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(619)661-6351 Crown Castle FAX:(619)661-6350 CSB Tower Feed Line Description Feed Line K Ko Section Record No. Segment Elev. No Ice Ice T6 30 GCC-312(3-1/2) 164.92- 1.0000 0.5638 185.11 T6 33 Waveguide 164.92- 0.6000 0.5638 185.11 • T7 4 11B158-21U6S24-xxM_TMO 144.72- 0.6000 0.5491 (1-5/8) 164.92 T7 6 1"Rigid Conduit 144.72- 0.6000 0.5491 164.92 T7 11 Climbing Ladder(Round) 144.72- 0.6000 0.5491 164.92 T7 12 Safety Line 3/8 144.72- 0.6000 0.5491 164.92 T7 17 HB158-1-08U8-S8J18( 144.72- 0.6000 0.5491 1-5/8") 145.33 T7 18 EW63(ELLIPTICAL) 144.72- 0.6000 0.5491 164.92 '17 21 AVA5-50(7/8") 144.72- 0.6000 0.5491 164.92 T7 22 LDF2-50(3/8) 144.72- 0.6000 0.5491 164.92 T7 24 LDF5-50A(7/8") 144.72- 0.6000 0.5491 164.92 T7 30 GCC-312(3-1/2) 144.72- 1.0000 0.5491 164.92 T7 33 Waveguide 144.72- 0.6000 0.5491 164.92 T8 4 HB158-21U6S24-xxM_TMO 124.52- 0.6000 0.5705 (1-5/8) 144.72 T8 6 1"Rigid Conduit 124.52- 0.6000 0.5705 144.72 T8 11 Climbing Ladder(Round) 124.52- 0.6000 0.5705 144.72 T8 12 Safety Line 3/8 124.52- 0.6000 0.5705 144.72 T8 16 HBI58-1-08U8-S8J18( 124.52- 0.6000 0.5705 1-5/8") 134.33 T8 17 HB158-1-08U8-S8J18( 134.33- 0.6000 0.5705 1-5/8") 144.72 T8 18 EW63(ELLIPTICAL) 124.52- 0.6000 0.5705 144.72 T8 21 AVA5-50(7/8") 124.52- 0.6000 0.5705 144.72 T8 22 LDF2-50(3/8) 124.52- 0.6000 0.5705 144.72 T8 24 LDF5-50A(7/8") 124.52- 0.6000 0.5705 144.72 T8 30 GCC-312(3-1/2) 124.52- 1.0000 0.5705 144.72 T8 33 Waveguide 124.52- 0.6000 0.5705 144.72 T9 4 HB158-21U6S24-xxM_TMO 104.32- 0.6000 0.5746 (1-5/8) 124.52 T9 6 1"Rigid Conduit 104.32- 0.6000 0.5746 124.52 T9 11 Climbing Ladder(Round) 104.32- 0.6000 0.5746 124.52 T9 12 Safety Line 3/8 104.32- 0.6000 0.5746 124.52 T9 15 CUI2PSM9P6XXX(1-1/2) 104.32- 0.6000 0.5746 110.33 T9 16 HB158-1-08U8-S8J18( 104.32- 0.6000 0.5746 1-5/8") 124.52 . tnxTower Job Page WXTK-West Yarmouth (BU 808915) 24 of 74 Tower Engineering Project Date Professionals,Inc. TEP No. 29666.712722 16:35:22 06/15/22 326 Tryon Road Raleigh,NC 27603 Client Designed Phone:(619)661-6351 Crown Castle g by FAX:(619)661-6350 C�B Tower Feed Line Description Feed Line Ka Ka Section Record No. Segment Elev. No Ice Ice T13 4 HB158-21U6S24-xxM_TMO 23.53-43.73 0.6000 0.6000 (1-5/8) T13 6 1"Rigid Conduit 23.53-43.73 0.6000 0.6000 T13 11 Climbing Ladder(Round) 23.53-43.73 0.6000 0.6000 T13 12 Safety Line 3/8 23.53-43.73 0.6000 0.6000 T13 15 CUl2PSM9P6XXX(1-1/2) 23.53-43.73 0.6000 0.6000 T13 16 HB158-1-08U8-S8J18( 23.53-43.73 0.6000 0.6000 1-5/8") T13 18 EW63(ELLIPTICAL) 23.53-43.73 0.6000 0.6000 T13 21 AVA5-50(7/8") 23.53-43.73 0.6000 0.6000 T13 22 LDF2-50(3/8) 23.53-43.73 0.6000 0.6000 T13 24 LDF5-50A(7/8") 23.53-43.73 0.6000 0.6000 T13 30 GCC-312(3-1/2) 23.53-43.73 1.0000 0.6000 T13 33 Waveguide 23.53-43.73 0.6000 0.6000 T14 2 FB-L98B-002-125000(3/8) 13.43-23.53 0.6000 0.6000 T14 3 WR-VG86ST-BRD(3/4) 13.43-23.53 0.6000 0.6000 T14 4 HB158-21U6S24-xxM_TMO 13.43-23.53 0.6000 0.6000 (1-5/8) T14 6 1"Rigid Conduit 13.43-23.53 0.6000 0.6000 T14 11 Climbing Ladder(Round) 13.43-23.53 0.6000 0.6000 T14 12 Safety Line 3/8 13.43-23.53 0.6000 0.6000 T14 15 CU12PSM9P6XXX(1-1/2) 13.43-23.53 0.6000 0.6000 T14 16 HB 158-1-08U8-S8J18( 13.43-23.53 0.6000 0.6000 1-5/8") T14 18 EW63(ELLIPTICAL) 13.43-23.53 0.6000 0.6000 T14 21 AVA5-50(7/8") 13.43-23.53 0.6000 0.6000 T14 22 LDF2-50(3/8) 13.43-23.53 0.6000 0.6000 T14 24 LDF5-50A(7/8") 13.43-23.53 0.6000 0.6000 T14 30 GCC-312(3-1/2) 13.43-23.53 1.0000 0.6000 T14 33 Waveguide 13.43-23.53 0.6000 0.6000 T15 2 FB-L98B-002-125000(3/8) 10.06-13.43 0.6000 0.6000 T15 3 WR-VG86ST-BRD(3/4) 10.06-13.43 0.6000 0.6000 T15 4 HB158-21U6S24-xxM_TMO 10.06-13.43 0.6000 0.6000 (1-5/8) T15 6 1"Rigid Conduit 10.06-13.43 0.6000 0.6000 T15 11 Climbing Ladder(Round) 10.06-13.43 0.6000 0.6000 T15 12 Safety Line 3/8 10.06-13.43 0.6000 0.6000 T15 15 CU12PSM9P6XXX(1-1/2) 10.06-13.43 0.6000 0.6000 T15 16 HB158-1-08U8-S8J18( 10.06-13.43 0.6000 0.6000 1-5/8") T15 18 EW63(ELLIPTICAL) 10.06-13.43 0.6000 0.6000 T15 21 AVA5-50(7/8") 10.06-13.43 0.6000 0.6000 T15 22 LDF2-50(3/8) 10.06-13.43 0.6000 0.6000 T15 24 LDF5-50A(7/8") 10.06-13.43 0.6000 0.6000 T15 30 GCC-312(3-1/2) 10.06-13.43 1.0000 0.6000 T15 33 Waveguide 10.06-13.43 0.6000 0.6000 T16 2 FB-L98B-002-125000(3/8) 8.33-10.06 0.6000 0.4987 T16 3 WR-VG86ST-BRD(3/4) 8.33-10.06 0.6000 0.4987 T16 4 HB158-21U6S24-xxM_TMO 8.33-10.06 0.6000 0.4987 (1-5/8) T16 6 1"Rigid Conduit 8.33-10.06 0.6000 0.4987 T16 11 Climbing Ladder(Round) 8.33-10.06 0.6000 0.4987 T16 12 Safety Line 3/8 8.33-10.06 0.6000 0.4987 T16 15 CUI2PSM9P6XXX(1-1/2) 8.33-10.06 0.6000 0.4987 T16 16 HB158-1-08U8-S8J18( 8.33-10.06 0.6000 0.4987 1-5/8") T16 18 EW63(ELLIPTICAL) 8.33-10.06 0.6000 0.4987 T16 21 AVA5-50(7/8") 8.33-10.06 0.6000 0.4987 T16 22 LDF2-50(3/8) 8.33-10.06 0.6000 0.4987 T16 24 LDF5-50A(7/8") 8.33-10.06 0.6000 0.4987 T16 30 GCC-312(3-1/2) 8.33-10.06 1.0000 0.4987 T16 33 Waveguide 8.33-10.06 0.6000 0.4987 tnxTower Job Page WXTK-West Yarmouth (BU 808915) 26 of 74 Tower Engineering Project Date Professionals,Inc. TEP No. 29666.712722 16:35:22 06/15/22 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(619)661-6351 Crown Castle FAX:(619)661-6350 C'�B Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft2 ft2 K ft ' • ft 2"Ice 14.50 14.50 0.73 **220** Pipe Mount[PM 601-1] A From Leg 0.50 0.0000 223.33 No Ice 1.32 1.32 0.07 0.00 1/2"Ice 1.58 1.58 0.08 0.00 1"Ice 1.84 1.84 0.09 2"Ice 2.40 2.40 0.13 **200** Pipe Mount[PM 601-1] A From Leg 0.50 0.0000 203.33 No Ice 1.32 1.32 0.07 0.00 1/2"Ice 1.58 1.58 0.08 0.00 1"Ice 1.84 1.84 0.09 2"Ice 2.40 2.40 0.13 **I94** Pipe Mount[PM 601-1] A From Leg 0.50 0.0000 197.33 No Ice 1.32 1.32 0.07 0.00 1/2"Ice 1.58 1.58 0.08 0.00 1"Ice 1.84 1.84 0.09 2"Ice 2.40 2.40 0.13 **190** Pipe Mount[PM 601-1] B From Leg 0.50 0.0000 193.33 No Ice 1.32 1.32 0.07 0.00 1/2"Ice 1.58 1.58 0.08 0.00 1"Ice 1.84 1.84 0.09 2"Ice 2.40 2.40 0.13 Pipe Mount[PM 601-1] C From Leg 0.50 0.0000 193.33 No Ice 1.32 1.32 0.07 0.00 1/2"Ice 1.58 1.58 0.08 1.00 1"Ice 1.84 1.84 0.09 2"Ice 2.40 2.40 0.13 1.9"Dia.x 6-ft B From Leg 1.00 0.0000 193.33 No Ice 0.00 1.14 0.02 0.00 1/2"Ice 0.00 1.76 0.03 0.00 1"Ice 0.00 2.14 0.04 2"Ice 0.00 2.90 0.08 1.9"Dia.x 6-ft C From Leg 1.00 0.0000 193.33 No Ice 0.00 1.14 0.02 0.00 1/2"Ice 0.00 1.76 0.03 0.00 1"Ice 0.00 2.14 0.04 2"Ice 0.00 2.90 0.08 **185** **169** 4003_840590966_TMO w/ A From Leg 4.00 -34.0000 172.33 No Ice 20.12 9.78 0.17 Mount Pipe -6.00 1/2"Ice 20.87 11.30 0.30 1.00 I"Ice 21.62 12.84 0.44 2"Ice 23.07 15.17 0.75 4003_840590966_TMO w/ B From Leg 4.00 -39.0000 172.33 No Ice 20.12 9.78 0.17 Mount Pipe -6.00 1/2"Ice 20.87 11.30 0.30 1.00 1"Ice 21.62 12.84 0.44 2"Ice 23.07 15.17 0.75 4003_840590966_TMO w/ C From Leg 4.00 16.0000 172.33 No Ice 20.12 9.78 0.17 Mount Pipe -6.00 1/2"Ice 20.87 11.30 0.30 1.00 1"Ice 21.62 12.84 0.44 2"Ice 23.07 15.17 0.75 APXVLLI9P_43-C-A20_TM A From Leg 4.00 -34.0000 172.33 No Ice 5.08 3.20 0.08 O w/Mount Pipe -2.00 1/2"Ice 5.59 3.68 0.13 1.00 1"Ice 6.10 4.17 0.20 2"Ice 7.17 5.19 0.37 APXVLL19P_43-C-A20_TM B From Leg 4.00 -39.0000 172.33 No Ice 5.08 3.20 0.08 O w/Mount Pipe -2.00 1/2"Ice 5.59 3.68 0.13 1.00 1"Ice 6.10 4.17 0.20 2"Ice 7.17 5.19 0.37 APXVLLI9P_43-C-A20_TM C From Leg 4.00 16.0000 172.33 No Ice 5.08 3.20 0.08 0 w/Mount Pipe -2.00 1/2"Ice 5.59 3.68 0.13 Job e g Pa tnxTowerWXTK-West Yarmouth (BU 808915) 28 of 74 Tower Engineering Project Date Professionals,Inc. TEP No. 29666.712722 16:35:22 06/15/22 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(619)661-6351 Crown Castle CJB FAX:(619)661-6350 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft2 ft2 K ' ft ft 2"Ice 4.62 4.62 0.15 Sitepro VFA12-HD A From Leg 2.00 0.0000 172.33 No Ice 13.20 9.20 0.66 0.00 1/2"Ice 19.50 14.60 0.80 0.00 1"Ice 25.80 20.00 1.01 2"Ice 38.40 30.80 1.24 Sitepro VFAI2-HD B From Leg 2.00 0.0000 172.33 No Ice 13.20 9.20 0.66 0.00 1/2"Ice 19.50 14.60 0.80 0.00 1"Ice 25.80 20.00 1.01 2"Ice 38.40 30.80 1.24 Sitepro VFA12-HD C From Leg 2.00 0.0000 172.33 No Ice 13.20 9.20 0.66 0.00 1/2"Ice 19.50 14.60 0.80 0.00 1"Ice 25.80 20.00 1.01 2"Ice 38.40 30.80 1.24 **142** X7C-FRO-640-VRO A From Leg 4.00 -44.0000 145.33 No Ice 12.40 6.06 0.06 -5.00 1/2"Ice 13.23 6.81 0.13 0.00 1"Ice 14.08 7.57 0.21 2"Ice 15.83 9.15 0.39 X7C-FRO-640-VRO B From Leg 4.00 -34.0000 145.33 No Ice 12.40 6.06 0.06 -5.00 1/2"Ice 13.23 6.81 0.13 0.00 1"Ice 14.08 7.57 0.21 2"Ice 15.83 9.15 0.39 HBXX-3319DS-A2M A From Leg 4.00 -34.0000 145.33 No Ice 11.58 2.66 0.04 5.00 1/2"Ice 12.31 3.23 0.09 0.00 1"Ice 13.05 3.81 0.16 2"Ice 14.60 5.04 0.30 HBXX-3319DS-A2M B From Leg 4.00 -24.0000 145.33 No Ice 11.58 2.66 0.04 5.00 1/2"Ice 12.31 3.23 0.09 0.00 1"Ice 13.05 3.81 0.16 2"Ice 14.60 5.04 0.30 X7C-FRO-640-VRO w/ A From Leg 4.00 -44.0000 145.33 No Ice 12.43 7.72 0.08 Mount Pipe -2.00 1/2"Ice 13.25 8.48 0.17 0.00 1"Ice 14.09 9.25 0.27 2"Ice 15.82 10.85 0.50 X7C-FRO-640-VRO w/ B From Leg 4.00 -34.0000 145.33 No Ice 12.43 7.72 0.08 Mount Pipe -2.00 1/2"Ice 13.25 8.48 0.17 0.00 1"Ice 14.09 9.25 0.27 2"Ice 15.82 10.85 0.50 HBXX-3319DS-A2M w/ A From Leg 4.00 -34.0000 145.33 No Ice 11.64 4.06 0.06 Mount Pipe 2.00 1/2"Ice 12.36 4.65 0.13 0.00 1"Ice 13.09 5.25 0.20 2"Ice 14.62 6.51 0.38 HBXX-3319DS-A2M w/ B From Leg 4.00 -24.0000 145.33 No Ice 11.64 4.06 0.06 Mount Pipe 2.00 1/2"Ice 12.36 4.65 0.13 0.00 1"Ice 13.09 5.25 0.20 2"Ice 14.62 6.51 0.38 B66A RRH4X45 A From Leg 4.00 -34.0000 145.33 No Ice 2.54 1.61 0.06 5.00 1/2"Ice 2.75 1.79 0.08 0.00 1"Ice 2.97 1.98 0.10 2"Ice 3.43 2.37 0.16 B66A RRH4X45 B From Leg 4.00 -24.0000 145.33 No Ice 2.54 1.61 0.06 5.00 1/2"Ice 2.75 1.79 0.08 0.00 1"Ice 2.97 1.98 0.10 2"Ice 3.43 2.37 0.16 RHSDC-3315-PF-48 A From Leg 4.00 -44.0000 145.33 No Ice 3.36 2.19 0.03 -5.00 1/2"Ice 3.60 2.39 0.06 -5.00 1"Ice 3.84 2.61 0.09 Job Page tnxTower WXTK-West Yarmouth (BU 808915) 36 of 74 Tower Engineering Project Date Professionals,Inc. TEP No. 29666.712722 16:35:22 06/15/22 326 Tryon Road Raleigh,NC 27603 Client Designed Phone:(619)661-6351 Crown Castle g by FAX:(619)661-6350 CSB Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip ft kip ft 295.609 Max.Compression 75 -0.87 0.08 0.40 ' Max.Mx 59 -0.60 1.41 0.01 Max.My 41 -0.60 0.04 -1.42 Max.Vy 62 -0.33 1.25 0.72 Max.Vx 40 0.32 0.04 -1.41 Max.Torque 35 -0.04 L2 295.609- Pole Max Tension 1 0.00 0.00 0.00 275.609 Max.Compression 79 -28.05 3.62 2.15 Max.Mx 55 -25.65 -19.78 13.89 Max.My 7 -25.71 0.13 -25.26 Max.Vy 52 2.34 2.76 -1.32 Max.Vx 4 2.91 0.05 2.92 Max.Torque 66 0.36 Guy A Bottom Tension 40 14.52 Top Tension 40 14.85 Top Cable Vert 40 12.29 Top Cable Norm 40 8.33 Top Cable Tan 40 0.00 Bot Cable Vert 40 -11.35 Bot Cable Norm 40 9.06 Bot Cable Tan 40 0.00 Guy B Bottom Tension 64 14.32 Top Tension 64 14.65 Top Cable Vert 64 12.13 Top Cable Norm 64 8.21 Top Cable Tan 64 0.00 Bot Cable Vert 64 -11.19 Bot Cable Norm 64 8.94 Bot Cable Tan 64 0.00 Guy C Bottom Tension 16 14.32 Top Tension 16 14.65 Top Cable Vert 16 12.13 Top Cable Norm 16 8.21 Top Cable Tan 16 0.00 Bot Cable Vert 16 -11.19 Bot Cable Norm 16 8.94 Bot Cable Tan 16 0.00 L3 275.609- Pole Max Tension 1 0.00 0.00 0.00 255.609 Max.Compression 79 -30.17 8.54 5.26 Max.Mx 52 -27.72 -50.21 36.12 Max.My 4 -27.78 0.14 -64.66 Max.Vy 52 2.00 -18.85 13.51 Max.Vx 4 2.51 0.08 -24.26 Max.Torque 66 0.37 L4 255.609- Pole Max Tension 1 0.00 0.00 0.00 235.609 Max.Compression 79 -34.21 5.17 -1.24 Max.Mx 52 -29.16 -61.66 45.98 Max.My 4 -29.22 0.19 -80.87 Max.Vy 23 2.71 -22.95 7.66 Max.Vx 41 2.76 0.15 -28.11 Max.Torque 68 5.59 Tl 235.609- Leg Max Tension 6 2.28 -0.00 -0.01 232.245 Max.Compression 51 -25.60 0.06 -0.07 Max.Mx 21 -17.67 -0.10 0.01 Max.My 33 -3.18 -0.03 -0.10 Max.Vy 30 0.31 -0.03 -0.02 Y Y Page tnxTower Job WXTK-West Yarmouth (BU 808915) 38 of 74 Tower Engineering Project Date Professionals,Inc. TEP No. 29666.712722 16:35:22 06/15/22 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(619)661-6351 Crown Castle FAX:(619)661-6350 CSB Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip ft kip ft Max.Vy 21 -2.40 -1.19 0.15 Max.Vx 33 -3.08 -0.27 -1.14 Diagonal Max Tension 33 4.53 0.00 0.00 Max.Compression 33 -4.83 0.00 0.00 Max.Mx 78 0.09 -0.01 0.00 Max.My 63 -4.21 0.00 -0.00 Max.Vy 78 0.01 -0.01 0.00 Max.Vx 63 -0.00 0.00 0.00 Bottom Girt Max Tension 6 1.24 0.00 0.00 Max.Compression 42 -0.88 0.00 0.00 Max.Mx 78 0.50 -0.04 0.00 Max.My 24 0.23 0.00 -0.00 Max.Vy 78 0.03 0.00 0.00 Max.Vx 24 0.00 0.00 0.00 T4 225.51- Leg Max Tension 30 24.97 -0.11 -0.19 205.312 Max.Compression 36 -56.22 0.10 0.03 Max.Mx 21 -23.23 1.96 0.11 Max.My 18 -43.36 -0.09 -1.57 Max.Vy 21 -2.41 -0.59 0.10 Max.Vx 33 -3.07 -0.02 -0.37 Diagonal Max Tension 33 3.45 0.00 0.00 Max.Compression 33 -3.64 0.00 0.00 Max.Mx 78 -0.65 -0.01 -0.00 Max.My 33 -3.62 -0.00 0.00 Max.Vy 78 0.01 -0.01 -0.00 Max.Vx 33 0.00 0.00 0.00 Top Girt Max Tension 39 0.93 0.00 0.00 Max.Compression 6 -0.38 0.00 0.00 Max.Mx 79 0.15 -0.04 0.00 Max.My 24 0.14 0.00 -0.00 Max.Vy 79 -0.03 0.00 0.00 Max.Vx 24 0.00 0.00 0.00 Bottom Girt Max Tension 30 0.71 0.00 0.00 Max.Compression 24 -0.01 0.00 0.00 Max.Mx 79 0.41 -0.04 0.00 Max.My 24 -0.01 0.00 0.00 Max.Vy 79 -0.03 0.00 0.00 Max.Vx 24 -0.00 0.00 0.00 Mid Girt Max Tension 6 1.41 0.00 0.00 Max.Compression 42 -0.26 0.00 0.00 Max.Mx 79 0.73 -0.04 0.00 Max.My 24 -0.05 0.00 0.00 Max.Vy 79 -0.03 0.00 0.00 Max.Vx 24 -0.00 0.00 0.00 T5 205.312- Leg Max Tension 30 25.12 -0.04 -0.28 185.115 Max.Compression 36 -55.42 0.19 -0.24 Max.Mx 21 -26.63 1.06 0.14 Max.My 63 -46.84 -0.15 -0.85 Max.Vy 22 5.52 -0.51 0.08 Max.Vx 16 -4.47 -0.12 0.38 Diagonal Max Tension 16 6.38 0.00 0.00 Max.Compression 16 -7.11 0.00 0.00 Max.Mx 79 -0.48 -0.01 -0.00 Max.My 24 -6.91 -0.01 -0.01 Max.Vy 79 0.01 -0.01 -0.00 Max.Vx 24 0.00 -0.01 -0.01 Top Girt Max Tension 4 0.72 0.00 0.00 Max.Compression 40 -0.19 0.00 0.00 Max.Mx 79 0.36 -0.04 0.00 1 1 tnxTowel" Job Page WXTK-West Yarmouth (BU 808915) 40 of 74 Tower Engineering Project Date Professionals,Inc. TEP No. 29666.712722 16:35:22 06/15/22 326 Tryon Road Raleigh,NC 27603 Client Designed Phone:(619)661-6351 Crown Castle g by FAX:(619)661-6350 CJB Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip ft kip ft Max.Mx 83 0.87 -0.04 0.00 Max.My 64 0.93 0.00 -0.00 • Max.Vy 83 0.03 0.00 0.00 Max.Vx 64 0.00 0.00 0.00 Mid Girt Max Tension 40 0.75 0.00 0.00 Max.Compression 1 0.00 0.00 0.00 Max.Mx 83 0.58 -0.04 0.00 Max.My 23 0.33 0.00 -0.00 Max.Vy 83 0.03 0.00 0.00 Max.Vx 23 0.00 0.00 0.00 Guy A Bottom Tension 37 31.06 Top Tension 37 31.25 Top Cable Vert 37 19.62 Top Cable Norm 37 24.32 Top Cable Tan 37 0.05 Bot Cable Vert 37 -19.02 Bot Cable Norm 37 24.56 Bot Cable Tan 37 0.28 Guy B Bottom Tension 67 31.93 Top Tension 67 32.12 Top Cable Vert 67 20.15 Top Cable Norm 67 25.01 Top Cable Tan 67 0.02 Bot Cable Vert 67 -19.56 Bot Cable Norm 67 25.24 Bot Cable Tan 67 0.01 Guy C Bottom Tension 25 31.70 Top Tension 25 31.89 Top Cable Vert 25 20.01 Top Cable Norm 25 24.83 Top Cable Tan 25 0.07 Bot Cable Vert 25 -19.41 Bot Cable Norm 25 25.06 Bot Cable Tan 25 0.30 Top Guy Pull-Off Max Tension 43 11.26 0.00 0.00 ` Max.Compression 31 -9.63 0.00 0.00 Max.Mx 84 -1.66 -0.04 0.00 Max.My 64 -4.30 0.00 -0.00 Max.Vy 84 0.03 0.00 0.00 Max.Vx 64 0.00 0.00 0.00 Bottom Guy Max Tension 23 2.46 0.00 0.00 Pull-Off Max.Compression 29 -1.19 0.00 0.00 Max.Mx 78 0.54 -0.04 0.00 Max.My 23 0.09 0.00 -0.00 Max.Vy 78 0.03 0.00 0.00 Max.Vx 23 0.00 0.00 0.00 Torque Arm Top Max Tension 25 35.70 0.00 0.00 Max.Compression 1 0.00 0.00 0.00 Max.Mx 86 14.53 0.06 0.00 Max.My 23 30.39 0.00 -0.00 Max.Vy 86 -0.05 0.00 0.00 Max.Vx 23 0.00 0.00 0.00 Torque Arm Bottom Max Tension 29 2.21 0.00 0.00 Max.Compression 37 -38.60 0.00 0.00 Max.Mx 83 -15.27 0.09 0.00 Max.My 66 -2.40 0.00 -0.00 Max.Vy 83 0.06 0.00 0.00 Max.Vx 66 0.00 0.00 0.00 T8 144.719- Leg Max Tension 29 54.11 -0.22 -0.04 124.521 Job Page tnxTower WXTK-West Yarmouth (BU 808915) 42 of 74 Tower Engineering Project Date Professionals,Inc. TEP No. 29666.712722 16:35:22 06/15/22 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(619)661-6351 Crown Castle FAX:(619)661-6350 CSB Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip ft kip ft 84.125 Max.Compression 59 -115.71 0.17 0.14 Max.Mx 57 -68.37 -1.15 -0.57 Max.My 39 -53.61 0.06 1.25 Max.Vy 57 -4.89 0.07 -0.00 Max.Vx 39 5.35 -0.00 -0.08 Diagonal Max Tension 63 5.58 0.00 0.00 Max.Compression 63 -6.39 0.00 0.00 Max.Mx 84 -1.41 -0.01 0.00 Max.My 66 -6.31 -0.01 0.01 Max.Vy 84 0.01 -0.01 0.00 Max.Vx 66 -0.00 -0.01 0.01 Top Girt Max Tension 30 1.26 0.00 0.00 Max.Compression 65 -0.27 0.00 0.00 Max.Mx 74 0.53 -0.03 0.00 Max.My 21 0.37 0.00 0.00 Max.Vy 74 0.03 0.00 0.00 Max.Vx 21 -0.00 0.00 0.00 Bottom Girt Max Tension 57 1.47 0.00 0.00 Max.Compression 1 0.00 0.00 0.00 Max.Mx 74 0.80 -0.03 0.00 Max.My 21 0.77 0.00 0.00 Max.Vy 74 0.03 0.00 0.00 Max.Vx 21 -0.00 0.00 0.00 Mid Girt Max Tension 29 1.66 0.00 0.00 Max.Compression 1 0.00 0.00 0.00 Max.Mx 74 1.02 -0.03 0.00 Max.My 21 0.71 0.00 0.00 Max.Vy 74 0.03 0.00 0.00 Max.Vx 21 -0.00 0.00 0.00 T11 84.125- Leg Max Tension 29 21.56 0.13 0.01 63.9271 Max.Compression 59 -106.53 -0.14 -0.08 Max.Mx 57 -68.38 1.29 0.57 Max.My 39 -53.63 -0.06 -1.42 Max.Vy 57 -4.88 1.29 0.57 Max.Vx 39 5.35 -0.06 -1.42 Diagonal Max Tension 66 3.61 0.00 0.00 Max.Compression 22 -3.53 0.00 0.00 Max.Mx 84 -0.81 -0.01 0.00 Max.My 66 -3.33 -0.00 0.00 Max.Vy 84 0.01 -0.01 0.00 Max.Vx 66 -0.00 -0.00 0.00 Top Girt Max Tension 30 4.26 0.00 0.00 Max.Compression 1 0.00 0.00 0.00 Max.Mx 74 1.68 -0.03 0.00 Max.My 21 2.07 0.00 0.00 Max.Vy 74 -0.03 0.00 0.00 Max.Vx 21 -0.00 0.00 0.00 Bottom Girt Max Tension 26 0.99 0.00 0.00 Max.Compression 1 0.00 0.00 0.00 Max.Mx 74 0.60 -0.03 0.00 Max.My 24 0.54 0.00 0.00 Max.Vy 74 -0.03 0.00 0.00 Max.Vx 24 -0.00 0.00 0.00 Mid Girt Max Tension 29 1.52 0.00 0.00 Max.Compression 1 0.00 0.00 0.00 Max.Mx 74 1.11 -0.03 0.00 Max.My 24 0.76 0.00 0.00 Max.Vy 74 -0.03 0.00 0.00 Max.Vx 24 -0.00 0.00 0.00 . Job ob Page WXTK-West Yarmouth (BU 808915) 44 of 74 Tower Engineering Project Date Professionals,Inc. TEP No. 29666.712722 16:35:22 06/15/22 326 Tryon Road Raleigh,NC 27603 Client Designed Phone:(619)661-6351 Crown Castle g by FAX:(619)661-6350 CSB Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip ft kip ft T13 43.7292- Leg Max Tension 29 12.66 0.02 0.00 23.5312 ' Max.Compression 60 -105.49 -0.05 0.19 Max.Mx 24 -63.17 0.80 0.20 Max.My 5 -17.14 -0.07 -0.72 Max.Vy 24 3.23 -0.01 0.10 Max.Vx 5 -2.99 0.00 0.03 Diagonal Max Tension 66 3.94 0.00 0.00 Max.Compression 29 -4.60 0.00 0.00 Max.Mx 84 -1.52 -0.01 0.00 Max.My 66 -4.55 -0.01 0.01 Max.Vy 84 0.01 -0.01 0.00 Max.Vx 66 -0.00 -0.01 0.01 Top Girt Max Tension 29 1.17 0.00 0.00 Max.Compression 1 0.00 0.00 0.00 Max.Mx 74 0.63 -0.03 0.00 Max.My 24 0.39 0.00 0.00 Max.Vy 74 -0.03 0.00 0.00 Max.Vx 24 -0.00 0.00 0.00 Bottom Girt Max Tension 56 0.80 0.00 0.00 Max.Compression 1 0.00 0.00 0.00 Max.Mx 74 0.63 -0.03 0.00 Max.My 24 0.57 0.00 0.00 Max.Vy 74 -0.03 0.00 0.00 Max.Vx 24 -0.00 0.00 0.00 Mid Girt Max Tension 26 1.63 0.00 0.00 Max.Compression 1 0.00 0.00 0.00 Max.Mx 74 1.23 -0.03 0.00 Max.My 24 0.95 0.00 0.00 Max.Vy 74 -0.03 0.00 0.00 Max.Vx 24 -0.00 0.00 0.00 T14 23.5312- Leg Max Tension 1 0.00 0.00 0.00 13.4297 Max.Compression 56 -89.93 0.30 0.33 Max.Mx 24 -63.18 -0.82 -0.01 Max.My 5 -17.16 0.07 0.78 Max.Vy 24 3.24 -0.82 -0.01 Max.Vx 5 -2.99 0.07 0.78 Diagonal Max Tension 29 4.57 0.00 0.00 Max.Compression 29 -4.94 0.00 0.00 Max.Mx 84 -1.42 -0.01 0.00 Max.My 66 -4.70 -0.01 0.01 Max.Vy 84 0.01 -0.01 0.00 Max.Vx 66 -0.00 -0.01 0.01 Top Girt Max Tension 29 1.38 0.00 0.00 Max.Compression 65 -0.18 0.00 0.00 Max.Mx 74 0.64 -0.03 0.00 Max.My 24 0.43 0.00 0.00 Max.Vy 74 0.02 0.00 0.00 Max.Vx 24 -0.00 0.00 0.00 Bottom Girt Max Tension 83 2.06 0.00 0.00 Max.Compression 1 0.00 0.00 0.00 Max.Mx 74 1.92 -0.03 0.00 Max.My 24 1.54 0.00 0.00 Max.Vy 74 0.02 0.00 0.00 Max.Vx 24 -0.00 0.00 0.00 T15 13.4297- Leg Max Tension 1 0.00 0.00 0.00 10.0625 Max.Compression 85 -76.33 -0.31 -0.18 Max.Mx 56 -72.47 -0.35 -0.19 Max.My 81 -76.29 0.00 0.36 1 4 tnxTower Job Page WXTK-West Yarmouth (BU 808915) 46 of 74 Tower Engineering Project Date Professionals,Inc. TEP No. 29666.712722 16:35:22 06/15/22 326 Tryon Road Raleigh,NC 27603 Client Designed Phone:(619)661-6351 Crown Castle g by FAX:(619)661-6350 CSB Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Max.Torsion 24 14.92 -6.80 -0.44 Min.Vert 1 104.03 0.03 -0.03 ' Min.H, 23 169.72 -7.50 -0.58 Min.Hz 41 159.61 0.05 -6.20 Min.M, 1 0.00 0.03 -0.03 Min.M, 1 0.00 0.03 -0.03 Min.Torsion 66 -15.61 5.54 2.69 Guy C @ 210 ft Max.Vert 51 -5.79 -3.46 1.99 Elev 0ft Azimuth 240 deg Max.H, 50 -5.81 -3.45 1.99 Max.H, 8 -69.67 -75.75 45.33 Min.Vert 20 -71.85 -80.06 44.77 Min.H, 20 -71.85 -80.06 44.77 Min.H, 50 -5.81 -3.45 1.99 Guy B @ 210 ft Max.Vert 27 -5.82 3.47 2.00 Elev 0 ft Azimuth 120 deg Max.H, 56 -71.46 79.78 44.60 Max.H, 68 -70.71 76.93 46.08 Min.Vert 62 -71.58 78.39 45.47 Min.H, 26 -5.84 3.47 2.00 Min.H, 26 -5.84 3.47 2.00 Guy A @ 210 ft Max.Vert 3 -5.74 0.00 -3.96 Elev 0 ft Azimuth 0 deg Max.H, 56 -40.04 2.94 -48.53 Max.Hz 2 -5.75 0.00 -3.95 Min.Vert 32 -72.72 -1.41 -91.60 Min.H, 20 -39.20 -2.93 -47.74 Min.H, 32 -72.72 -1.41 -91.60 Tower Mast Reaction Summary Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment,M Moment,M, K K K kip ft kip ft kip ft Dead Only 104.03 -0.03 0.03 0.00 0.00 -0.00 1.2 Dead+1.0 Wind 0 deg-No 186.93 -0.02 -5.91 0.00 0.00 2.59 Ice+1.0 Guy 1.2D+1.0W(pattern 1)0 deg- 184.94 -0.02 -3.25 0.00 0.00 2.61 No Ice+1.0 Guy 1.2D+1.0W(pattern 2)0 deg- 175.05 -0.02 -5.55 0.00 0.00 1.79 No Ice+1.0 Guy 1.2D+1.0W(pattern 3)0 deg- 172.39 -0.02 -7.00 0.00 0.00 2.56 No Ice+1.0 Guy 1.2D+1.0W(pattern 4)0 deg- 184.60 -0.02 -6.09 0.00 0.00 2.82 No Ice+1.0 Guy 1.2D+1.0W(pattern 5)0 deg- 186.75 -0.02 -5.91 0.00 0.00 2.59 No Ice+1.0 Guy 1.2 Dead+1.0 Wind 30 deg-No 179.58 2.85 -5.11 0.00 0.00 -2.03 Ice+1.0 Guy 1.2D+1.0W(pattern 1)30 deg- 177.93 1.66 -2.81 0.00 0.00 -2.03 No Ice+1.0 Guy 1.2D+1.0W(pattern 2)30 deg- 170.04 2.87 -4.75 0.00 0.00 -1.93 No Ice+1.0 Guy 1.2D+1.0W(pattern 3)30 deg- 167.89 3.06 -6.00 0.00 0.00 -1.66 Page tnxTOiver Job WXTK-West Yarmouth (BU 808915) 48 of 74 Tower Engineering Project Date Professionals,Inc. TEP No. 29666.712722 16:35:22 06/15/22 326 Tryon Road Raleigh,NC 27603 Client Designed Phone:(619)661-6351 Crown Castle I g by FAX:(619)661-6350 CSB Load Vertical Shear„ Shear, Overturning Overturning Torque Combination Moment,M, Moment,M, K K K kip ft kip ft kip ft 1.2D+1.0W(pattern 4)180 deg 164.69 -0.03 5.65 0.00 0.00 -2.83 -No Ice+1.0 Guy 1.2D+1.0W(pattern 5)180 deg 165:59 -0.02 5.58 0.00 0.00 -2.52 -No Ice+1.0 Guy 1.2 Dead+1.0 Wind 210 deg- 179.70 -3.21 4.99 0.00 0.00 1.30 No Ice+1.0 Guy 1.2D+1.0W(pattern 1)210 deg 178.05 -1.81 2.81 0.00 0.00 1.30 -No Ice+1.0 Guy 1.2D+1.0W(pattern 2)210 deg 170.15 -2.90 4.82 0.00 0.00 1.19 -No Ice+1.0 Guy 1.2D+1.0W(pattern 3)210 deg 168.03 -3.84 5.65 0.00 0.00 1.15 -No Ice+1.0 Guy 1.2D+1.0W(pattern 4)210 deg 177.82 -3.33 5.08 0.00 0.00 1.16 -No Ice+1.0 Guy 1.2D+1.0W(pattern 5)210 deg 179.54 -3.21 4.99 0.00 0.00 1.30 -No Ice+1.0 Guy 1.2 Dead+1.0 Wind 240 deg- 188.14 -5.62 3.07 0.00 0.00 7.04 No Ice+1.0 Guy 1.2D+1.0W(pattern 1)240 deg 186.06 -3.22 1.68 0.00 0.00 7.09 -No Ice+1.0 Guy 1.2D+1.0W(pattern 2)240 deg 175.94 -5.31 2.88 0.00 0.00 6.26 -No Ice+1.0 Guy 1.2D+1.0W(pattern 3)240 deg 173.54 -6.54 3.66 0.00 0.00 6.83 -No Ice+1.0 Guy 1.2D+1.0W(pattern 4)240 deg 185.84 -5.78 3.16 0.00 0.00 7.05 -No Ice+1.0 Guy 1.2D+1.0W(pattern 5)240 deg 187.97 -5.62 3.07 0.00 0.00 7.04 -No Ice+1.0 Guy 1.2 Dead+1.0 Wind 270 deg- 181.05 -6.72 0.33 0.00 0.00 14.22 No Ice+1.0 Guy 1.2D+1.0W(pattern 1)270 deg 179.25 -3.90 0.20 0.00 0.00 14.34 -No Ice+1.0 Guy 1.2D+1.0W(pattern 2)270 deg 170.77 -6.42 0.13 0.00 0.00 13.07 -No Ice+1.0 Guy 1.2D+1.0W(pattern 3)270 deg 169.75 -7.57 0.57 0.00 0.00 13.43 -No Ice+1.0 Guy 1.2D+1.0W(pattern 4)270 deg 179.20 -6.86 0.39 0.00 0.00 14.40 -No Ice+1.0 Guy 1.2D+1.0W(pattern 5)270 deg 180.91 -6.72 0.33 0.00 0.00 14.22 -No Ice+1.0 Guy 1.2 Dead+1.0 Wind 300 deg- 166.14 -5.49 -2.65 0.00 0.00 15.31 No Ice+1.0 Guy 1.2D+1.0W(pattern 1)300 deg 165.36 -3.25 -1.36 0.00 0.00 15.32 -No Ice+1.0 Guy 1.2D+1.0W(pattern 2)300 deg 161.31 -5.34 -2.60 0.00 0.00 12.95 -No Ice+1.0 Guy 12D+1.0W(pattern 3)300 deg 160.21 -5.93 -3.06 0.00 0.00 13.81 -No Ice+1.0 Guy 1.2D+1.0W(pattern 4)300 deg 165.15 -5.54 -2.69 0.00 0.00 15.61 -No Ice+1.0 Guy 1.2D+1.0W(pattern 5)300 deg 166.01 -5.49 -2.65 0.00 0.00 15.31 -No Ice+1.0 Guy 1.2 Dead+1.0 Wind 330 deg- 181.61 -2.81 -4.78 0.00 0.00 6.63 No Ice+1.0 Guy 1.2D+1.OW(pattern 1)330 deg 180.01 -1.65 -2.54 0.00 0.00 6.66 -No Ice+1.0 Guy 1.2D+1.OW(pattern 2)330 deg 171.83 -2.85 -4.44 0.00 0.00 5.11 -No Ice+1.0 Guy 1.2D+1.0W(pattern 3)330 deg 169.26 -3.01 -5.72 0.00 0.00 6.34 -No Ice+1.0 Guy 1.2D+1.0W(pattern 4)330 deg 179.68 -2.82 -4.94 0.00 0.00 6.92 1 • tnxTower Job Page WXTK-West Yarmouth (BU 808915) 50 of 74 Tower Engineering Project Date Professionals,Inc. TEP No. 29666.712722 16:35:22 06/15/22 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(619)661-6351 Crown Castle FAX:(619)661-6350 CSB Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 1 0.00 -51.53 0.00 0.00 51.53 -0.00 0.003% 2 -0.12 -61.49 -81.44 0.12 61.49 81.42 0.022% 3 -0.12 -61.49 ' -76.85 0.12 61.49 76.83 0.022% ' 4 -0.06 -61.49 -71.50 0.06 61.49 71.48 0.020% 5 -0.14 -61.49 -72.59 0.14 61.49 72.57 0.019% 6 -0.12 -61.49 -80.05 0.12 61.49 80.03 0.022% 7 -0.12 -61.49 -81.22 0.12 61.49 81.20 0.022% 8 39.10 -60.90 -70.24 -39.10 60.90 70.22 0.019% 9 36.81 -60.90 -66.27 -36.81 60.90 66.25 0.019% 10 34.13 -60.90 -61.72 -34.13 60.90 61.70 0.018% 11 35.23 -60.90 -62.58 -35.23 60.90 62.56 0.017% 12 38.41 -60.90 -69.04 -38.41 60.90 69.02 0.019% 13 38.99 -60.90 -70.05 -38.99 60.90 70.03 0.019% 14 69.30 -60.31 -42.54 -69.31 60.31 42.52 0.014% 15 65.25 -60.31 -40.19 -65.25 60.31 40.18 0.013% 16 60.48 -60.31 -37.56 -60.49 60.31 37.55 0.014% 17 62.35 -60.31 -37.52 -62.36 60.31 37.51 0.012% 18 68.10 -60.31 -41.84 -68.10 60.31 41.83 0.015% 19 69.11 -60.31 -42.43 -69.12 60.31 42.41 0.014% 20 84.06 -60.90 -1.01 -84.05 60.90 1.02 0.011% 21 79.07 -60.90 -1.01 -79.06 60.90 1.02 0.011% 22 73.46 -60.90 -1.07 -73.45 60.90 1.08 0.010% 23 75.34 -60.90 -0.59 -75.33 60.90 0.60 0.012% 24 82.67 -60.90 -1.01 -82.66 60.90 1.02 0.011% 25 83.84 -60.90 -1.01 -83.83 60.90 1.02 0.011% 26 71.27 -61.49 44.79 -71.25 61.49 -44.78 0.018% 27 67.04 -61.49 42.35 -67.03 61.49 -42.34 0.018% 28 62.15 -61.49 39.58 -62.13 61.49 -39.57 0.020% 29 64.10 -61.49 39.33 -64.08 61.49 -39.32 0.020% 30 70.06 -61.49 44.10 -70.05 61.49 -44.09 0.018% 31 71.08 -61.49 44.68 -71.06 61.49 -44.67 0.018% 32 39.35 -60.90 73.07 -39.33 60.90 -73.06 0.022% 33 37.11 -60.90 69.19 -37.10 60.90 -69.18 0.017% 34 34.23 -60.90 64.41 -34.22 60.90 -64.40 0.016% 35 35.49 -60.90 64.45 -35.47 60.90 -64.44 0.018% 36 38.65 -60.90 71.86 -38.63 60.90 -71.85 0.021% 37 39.24 -60.90 72.87 -39.22 60.90 -72.87 0.022% 38 -0.18 -60.31 82.21 0.17 60.31 -82.22 0.015% 39 -0.18 -60.31 77.74 0.17 60.31 -77.75 0.015% 40 -0.24 -60.31 72.37 0.23 60.31 -72.37 0.013% 41 -0.05 -60.31 72.87 0.06 60.31 -72.89 0.013% 42 -0.18 -60.31 80.82 0.17 60.31 -80.83 0.014% 43 -0.18 -60.31 81.99 0.17 60.31 -82.00 0.015% 44 -39.79 -60.90 71.99 39.77 60.90 -71.98 0.021% 45 -37.50 -60.90 68.02 37.48 60.90 -68.01 0.021% 46 -34.82 -60.90 63.47 34.81 60.90 -63.46 0.015% 47 -35.68 -60.90 63.72 35.67 60.90 -63.71 0.018% 48 -39.10 -60.90 70.79 39.08 60.90 -70.78 0.021% 49 -39.68 -60.90 71.80 39.66 60.90 -71.79 0.021% 50 -70.22 -61.49 44.58 70.20 61.49 -44.57 0.023% 51 -66.06 -61.49 42.18 66.04 61.49 -42.17 0.023% 52 -61.31 -61.49 39.56 61.30 61.49 -39.55 0.020% 53 -63.13 -61.49 38.95 63.12 61.49 -38.94 0.020% 54 -69.01 -61.49 43.88 69.00 61.49 -43.87 0.017% 55 -70.03 -61.49 44.47 70.01 61.49 -44.46 0.018% 56 -83.90 -60.90 -0.05 83.90 60.90 0.06 0.010% 57 -78.91 -60.90 -0.05 78.90 60.90 0.06 0.010% 58 -73.30 -60.90 0.01 73.29 60.90 -0.01 0.012% 59 -75.24 -60.90 -0.10 75.23 60.90 0.11 0.014% 60 -82.51 -60.90 -0.05 82.50 60.90 0.06 0.010% 61 -83.68 -60.90 -0.05 83.67 60.90 0.06 0.010% a tnxTower Job Page WXTK-West Yarmouth (BU 808915) 52 of 74 Tower Engineering Project Date Professionals,Inc. TEP No. 29666.712722 16:35:22 06/15/22 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(619)661-6351 Crown Castle FAX:(619)661-6350 CJB 15 Yes 37 0.00008598 0.00007746 16 Yes 34 0.00009450 0.00008220 17 Yes 31 0.00008475 0.00005866 18 Yes 36 0.00009955 0.00008718 19 Yes 37 0.00009317 0.00008223 20 • Yes 39 0.00004964 0.00009497 • 21 Yes 39 0.00004984 0.00009738 22 Yes 39 0.00005075 0.00008975 23 Yes 38 0.00005939 0.00008271 24 Yes 39 0.00004936 0.00009826 25 Yes 39 0.00004933 0.00009632 26 Yes 37 0.00007091 0.00008094 27 Yes 37 0.00007077 0.00008191 28 Yes 36 0.00008958 0.00008845 29 Yes 36 0.00008941 0.00008304 30 Yes 37 0.00007007 0.00008795 31 Yes 37 0.00007027 0.00008212 32 Yes 36 0.00009976 0.00005493 33 Yes 37 0.00008005 0.00004361 34 Yes 37 0.00008349 0.00004006 35 Yes 36 0.00009469 0.00004647 36 Yes 36 0.00009905 0.00005654 37 Yes 36 0.00009914 0.00005496 38 Yes 19 0.00009482 0.00004585 39 Yes 19 0.00009793 0.00004615 40 Yes 21 0.00008924 0.00002691 41 Yes 18 0.00008179 0.00005743 42 Yes 19 0.00008911 0.00004123 43 Yes 19 0.00009446 0.00004545 44 Yes 36 0.00009667 0.00006591 45 Yes 36 0.00009724 0.00006618 46 Yes 37 0.00007995 0.00004944 47 Yes 36 0.00009313 0.00005092 48 Yes 36 0.00009590 0.00006193 49 Yes 36 0.00009608 0.00006626 50 Yes 36 0.00009012 0.00009888 51 Yes 36 0.00008991 0.00009969 52 Yes 36 0.00008966 0.00009017 53 Yes 36 0.00008915 0.00007777 54 Yes 37 0.00007040 0.00007899 55 Yes 37 0.00007063 0.00007906 56 Yes 39 0.00004741 0.00008441 57 Yes 39 0.00004754 0.00008645 58 Yes 38 0.00006024 0.00009885 59 Yes 37 0.00007309 0.00009617 60 Yes 39 0.00004713 0.00008754 61 Yes 39 0.00004711 0.00008561 62 Yes 36 0.00009924 0.00009658 63 Yes 36 0.00009194 0.00009240 64 Yes 34 0.00008584 0.00007965 65 Yes 30 0.00009759 0.00007480 66 Yes 36 0.00009009 0.00009126 67 Yes 36 0.00009914 0.00009694 68 Yes 36 0.00008632 0.00006874 69 Yes 36 0.00008647 0.00006892 70 Yes 36 0.00008673 0.00005695 71 Yes 36 0.00008638 0.00005535 72 Yes 36 0.00008559 0.00007471 73 Yes 36 0.00008581 0.00006921 74 Yes 13 0.00010000 0.00006084 75 Yes 25 0.00000001 0.00001976 76 Yes 23 0.00000001 0.00002498 77 Yes 19 0.00000001 0.00002805 78 Yes 24 0.00000001 0.00002925 4 0 1 • Job Page tnxTower WXTK-West Yarmouth (BU 808915) 54 of 74 Tower Engineering Project Date Professionals,Inc. TEP No. 29666.712722 16:35:22 06/15/22 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(619)661-6351 Crown Castle FAX:(619)661-6350 CSB Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 235.61 Guy 93 1.812 0.0532 0.3604 20914 232.33 6812B-3-SS 93 1.827 0.0527 0.3611 135651 ' 223.33 HSX10-59-D3M 93 '1.869 0.0476 0.3688 37132 203.33 HSX8-59-D3M 93 1.887 0.0300 0.3385 54896 197.33 P-9A72GN-S 93 1.874 0.0250 0.3233 56847 193.33 P-9A72GN-S 93 1.861 0.0223 0.3122 58134 188.33 SH-5A72GN 93 1.842 0.0206 0.2964 60189 172.33 4003_840590966_TMO w/Mount 97 1.788 0.0227 0.2367 40725 Pipe 164.67 Guy 91 1.801 0.0253 0.2218 24977 156.33 L 2 x2 x3/16 x6' 91 1.850 0.0276 0.2289 60534 154.33 15"x 8"Dia.Side Light 91 1.863 0.0277 0.2330 101806 145.33 X7C-FRO-640-VRO 91 1.923 0.0245 0.2533 37743 134.33 HBXX-3319DS-A2M w/Mount 91 1.962 0.0131 0.2649 35150 Pipe 130.33 (2)1"SR x 3'(Horizontal) 91 1.966 0.0136 0.2655 35846 110.33 MX08FRO665-21 w/Mount Pipe 91 1.908 0.0337 0.2580 31725 100.33 Site Pro 1 PSA 3 91 1.824 0.0460 0.2520 37327 83.87 Guy 91 1.629 0.0593 0.2409 286056 70.33 (2)1"SR x 3'(Horizontal) 91 1.449 0.0703 0.2299 61765 40.33 (2)1"SR x 3'(Horizontal) 91 0.915 0.1016 0.1978 52485 10.33 L 2 x 2 x3/16 x 6' 91 0.184 0.1230 0.1562 188663 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° Ll 302.25-295.609 4.392 17 2.0953 1.8767 L2 295.609-275.609 5.081 17 2.0977 1.8770 L3 275.609-255.609 10.001 69 2.0204 1.8813 L4 255.609-235.609 16.847 3 1.2904 1.8893 Tl 235.609-232.245 19.683 3 0.3708 1.9869 T2 232.245-228.878 19.773 3 0.3621 1.9911 T3 228.878-225.51 19.859 3 0.3472 1.9997 T4 225.51-205.312 19.945 3 0.3293 2.0235 T5 205.312-185.115 20.468 26 0.2290 1.9051 T6 185.115-164.917 20.534 31 0.2883 1.7140 17 164.917-144.719 20.251 31 0.2493 1.4943 T8 144.719-124.521 20.282 31 0.2207 1.6467 T9 124.521-104.323 19.651 31 0.3201 1.6210 T10 104.323-84.125 18.130 30 0.5084 1.5213 T11 84.125-63.9271 15.680 30 0.6419 1.4041 T12 63.9271-43.7292 12.712 30 0.7837 1.2860 T13 43.7292-23.5312 9.046 30 0.9425 1.1487 T14 23.5312-13.4297 4.724 30 1.0672 0.9923 T15 13.4297-10.0625 2.384 30 1.1038 0.9075 T16 10.0625-8.33333 1.590 30 1.1110 0.8803 T17 8.33333-3.33333 1.177 30 1.1140 0.8579 Critical Deflections and Radius of Curvature- Design Wind • Job ob Page WXTK-West Yarmouth (BU 808915) 56 of 74 Tower Engineering Project Date Professionals,Inc. TEP No. 29666.712722 16:35:22 06/15/22 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(619)661-6351 Crown Castle FAX:(619)661-6350 CSB Section Elevation Size Initial Breaking Actual Allowable Required Actual No. Tension Load T OT S.F. S.F. ft K K K K L2 285.61(A) 3/4 EHS 5.83 58.30 14.85 36.73 0.952 2.356 (586) 285.61(B) 3/4 EHS 5.83 58.30 14.65 36.73 0.952 2.388 (585) 285.61(C) 3/4 EHS 5.83 58.30 14.65 36.73 0.952 2.387 (584) TI 235.61(A) 3/4 EHS 5.83 58.30 24.95 36.73 0.952 1.402 (589) 235.61(B) 3/4 EHS 5.83 58.30 23.55 36.73 0.952 1.486 (588) 235.61(C) 3/4 EHS 5.83 58.30 23.34 36.73 0.952 1.499 (587) T7 164.67(A) 3/4 EHS 5.83 58.30 31.25 36.73 0.952 1.120 (605) 164.67(A) 3/4 EHS 5.83 58.30 30.03 36.73 0.952 1.165 (606) 164.67(B) 3/4 EHS 5.83 58.30 28.10 36.73 0.952 1.245 (599) 164.67(B) 3/4 EHS 5.83 58.30 32.12 36.73 0.952 1.089 (600) 164.67(C) 3/4 EHS 5.83 58.30 31.89 36.73 0.952 1.097 (590) 164.67(C) 3/4 EHS 5.83 58.30 28.09 36.73 0.952 1.245 (591) Ti! 83.87(A) 5/8 EHS 4.24 42.40 21.43 26.71 0.952 1.187 (616) 83.87(B)(615) 5/8 EHS 4.24 42.40 22.87 26.71 0.952 1.113 83.87(C)(611) 5/8 EHS 4.24 42.40 22.76 26.71 0.952 1.118 Compression Checks Pole Design Data Section Elevation Size L L„ Kl/r A Pu OP„ Ratio No. P. ft ft ft in2 K K (0P„ LI 302.25- P12x.5 6.64 0.00 0.0 19.2423 -0.60 606.13 0.001 295.609(1) L2 295.609- P12x.5 20.00 0.00 0.0 19.2423 -25.71 606.13 0.042 275.609(2) L3 275.609- P12x.5 20.00 0.00 0.0 19.2423 -27.78 606.13 0.046 255.609(3) L4 255.609- P12x.5 20.00 0.00 0.0 19.2423 -29.58 606.13 0.049 235.609(4) Pole Bending Design Data Job Page tnxTower WXTK-West Yarmouth (BU 808915) 58 of 74 Tower Engineering Project Date Professionals,Inc. TEP No. 29666.712722 16:35:22 06/15/22 326 Tryon Road Raleigh,NC 27603 Client Designed Phone:(619)661-6351 Crown Castle g by FAX:(619)661-6350 CSB Section Elevation Size L L„ Kl/r A P. OP„ Ratio No. P. ft ft ft in2 K K d?P„ T2 232.245- 2 1/4 3.37 3.37 71.8 3.9761 -41.17 122.69 0.336' 228.878 K=1.00 T3 228.878- 2 1/4 3.37 3.12 66.5 3.9761 -46.60 129.49 0.360' 225.51 K=1.00 T4 225.51 - 2 1/4 20.20 3.28 70.0 3.9761 -56.22 125.00 0.450' 205.312 K=1.00 T5 205.312- 2 1/4 20.20 3.28 70.0 3.9761 -55.15 125.00 0.441 ' 185.115 K=1.00 T6 185.115- 2 3/4 20.20 3.28 57.3 5.9396 -69.64 210.23 0.331 ' 164.917 K=1.00 T7 164.917- 2 3/4 20.20 3.28 57.3 5.9396 -88.23 210.23 0.420' 144.719 K=1.00 T8 144.719- 2 3/4 20.20 3.28 57.3 5.9396 -114.41 210.23 0.544' 124.521 K=1.00 T9 124.521- 2 3/4 20.20 3.28 57.3 5.9396 -120.53 210.23 0.573' 104.323 K=1.00 T10 104.323- 2 3/4 20.20 3.28 57.3 5.9396 -113.45 210.23 0.540' 84.125 K=1.00 T11 84.125- 2 3/4 20.20 3.28 57.3 5.9396 -105.03 210.23 0.500' 63.9271 K=1.00 T12 63.9271- 2 3/4 20.20 3.28 57.3 5.9396 -108.61 210.23 0.517' 43.7292 K=1.00 T13 43.7292- 2 3/4 20.20 3.28 57.3 5.9396 -103.96 210.23 0.494' 23.5312 K=1.00 T14 23.5312- 2 3/4 10.10 3.28 57.3 5.9396 -87.12 210.21 0.414' 13.4297 K=1.00 T15 13.4297- 2 3/4 3.37 3.37 58.8 5.9396 -76.33 207.63 0.368' 10.0625 K=1.00 T16 10.0625- 2 3/4 1.73 1.73 30.2 5.9396 -77.61 250.06 0.310' 8.33333 K=1.00 T17 8.33333- 2 3/4 5.77 1.44 25.2 5.9396 -89.09 255.16 0.349' 3.33333 K=1.00 I P„ /$P„controls Leg Bending Design Data (Compression) Section Elevation Size M. $M„,, Ratio M„v (My Ratio No. M.. M„,. ft kip ft kip ft 4iM, kip ft kip ft GM„,, T1 235.609- 2 1/4 0.00 7.12 0.000 0.00 7.12 0.000 232.245 T2 232.245- 2 1/4 0.00 7.12 0.000 0.00 7.12 0.000 228.878 T3 228.878- 2 1/4 0.00 7.12 0.000 0.00 7.12 0.000 225.51 T4 225.51- 2 1/4 0.00 7.12 0.000 0.00 7.12 0.000 205.312 T5 205.312- 2 1/4 0.00 7.12 0.000 0.00 7.12 0.000 185.115 T6 185.115- 2 3/4 0.00 13.00 0.000 0.00 13.00 0.000 164.917 T7 164.917- 2 3/4 0.00 13.00 0.000 0.00 13.00 0.000 144.719 T8 144.719- 2 3/4 0.00 13.00 0.000 0.00 13.00 0.000 124.521 , tnxTower Job Page WXTK-West Yarmouth (BU 808915) 60 of 74 Tower Engineering Project Date Professionals,Inc. TEP No. 29666.712722 16:35:22 06/15/22 326 Tryon Road Raleigh,NC 27603 Client Designed Phone:(619)661-6351 Crown Castle 9 by FAX:(619)661-6350 CSB Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P. M,, M„v Stress Stress ft OP,. GM.,, OM Ratio Ratio T17 8.33333- 2 3/4 0.349 0.000 0.000 0.349' 1.050 4.8.1 3.33333 I P„ I OP„controls Diagonal Design Data (Compression) Section Elevation Size L L„ Kl/r A P. OP„ Ratio No. P„ ft ft ft in2 K K (1)P„ T1 235.609- 2L2x2x1/4x1/2 4.19 4.03 132.2 1.8750 -9.51 30.17 0.315' 232.245 K=1.00 2L'a'>23.3245 in-13 T2 232.245- 1 6.03 2.90 125.3 0.7854 -4.14 11.13 0.372' 228.878 K=0.90 T3 228.878- 1 5.89 2.84 122.5 0.7854 -4.83 11.55 0.419' 225.51 K=0.90 T4 225.51- 1 5.98 2.88 124.4 0.7854 -3.64 11.27 0.323' 205.312 K=0.90 T5 205.312- 1 5.98 2.88 124.4 0.7854 -7.11 11.27 0.630' 185.115 K=0.90 T6 185.115- 1 5.98 2.85 123.3 0.7854 -9.66 11.43 0.845' 164.917 K=0.90 T7 164.917- 1 5.98 2.85 123.3 0.7854 -9.93 11.43 0.869' 144.719 K=0.90 T8 144.719- 1 5.98 2.85 123.3 0.7854 -6.14 11.43 0.537' 124.521 K=0.90 T9 124.521- 1 5.98 2.85 123.3 0.7854 -4.03 11.43 0.352' 104.323 K=0.90 T10 104.323- 1 5.98 2.85 123.3 0.7854 -6.39 11.43 0.559' 84.125 K=0.90 T11 84.125- 1 5.98 2.85 123.3 0.7854 -3.53 11.43 0.309' 63.9271 K=0.90 T12 63.9271- 1 5.98 2.85 123.3 0.7854 -3.01 11.43 0.264' 43.7292 K=0.90 T13 43.7292- 1 5.98 2.85 123.3 0.7854 -4.60 11.43 0.402' 23.5312 K=0.90 T14 23.5312- 1 5.98 2.85 123.3 0.7854 -4.94 11.43 0.432' 13.4297 K=0.90 T15 13.4297- 1 6.03 2.88 124.2 0.7854 -6.03 11.29 0.534' 10.0625 K=0.90 T16 10.0625- 1 3.04 2.90 97.5 0.7854 -4.77 15.43 0.309' 8.33333 K=0.70 I P„ /OP„controls Horizontal Design Data (Compression) Section Elevation Size L L. Kl/r A P. dP„ Ratio No. P„ ft ft ft in2 K K OP„ Job ob Page WXTK-West Yarmouth (BU 808915) 62 of 74 Tower Engineering Project Date Professionals,Inc. TEP No. 29666.712722 16:35:22 06/15/22 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(619)661-6351 Crown Castle FAX:(619)661-6350 CJB Section Elevation Size L L. Kl/r A P. ¢p„ Ratio No. P. ft ft ft in2 K K op„ 185.115 K=0.93 T6 185.115- L2x2x1/4 5.00 4.77 136.2 0.9380 -5.22 14.46 0.361 ' 164.917 K=0.93 T7 164.917- L2x2x1/4 5.00 4.77 136.2 0.9380 -1.63 14.46 0.113' 144.719 K=0.93 T8 144.719- L2x2x1/4 5.00 4.77 136.2 0.9380 -2.01 14.46 0.139' 124.521 K=0.93 T9 124.521- L2x2x1/4 5.00 4.77 136.2 0.9380 -2.09 14.46 0.144' 104.323 K=0.93 T10 104.323- L2x2x1/4 5.00 4.77 136.2 0.9380 -2.00 14.46 0.139' 84.125 K=0.93 Til 84.125- L2x2x1/4 5.00 4.77 136.2 0.9380 -1.85 14.46 0.128' 63.9271 K=0.93 T12 63.9271- L2x2x1/4 5.00 4.77 136.2 0.9380 -1.88 14.46 0.130' 43.7292 K=0.93 T13 43.7292- L2x2x1/4 5.00 4.77 136.2 0.9380 -1.83 14.46 0.126' 23.5312 K=0.93 T14 23.5312- L2x2x1/4 5.00 4.77 136.2 0.9380 -1.32 14.46 0.091 1 13.4297 K=0.93 1 P„ /4P„controls Mid Girt Design Data (Compression) Section Elevation Size L L. Kl/r A P„ Op„ Ratio No. P. ft ft ft in2 K K op„ T4 225.51 - L2x2x1/4 5.00 4.81 137.0 0.9380 -0.26 14.30 0.018' 205.312 K=0.93 T5 205.312- L2x2x1/4 5.00 4.81 137.0 0.9380 -0.04 14.30 0.003' 185.115 K=0.93 T8 144.719- L2x2x1/4 5.00 4.77 136.2 0.9380 -0.32 14.46 0.022' 124.521 K=0.93 1 P. I OP„controls Top Guy Pull-Off Design Data (Compression) Section Elevation Size L L. Kl/r A P. OP„ Ratio No. P. ft ft ft in2 K K Op„ T7 164.917- L2x2x1/4 5.00 4.77 102.5 0.9380 -9.63 22.61 0.426' 144.719 K=0.70 I P„ I OP„controls Top Guy Pull-Off Bending Design Data Page tnxTower Job WXTK-West Yarmouth (BU 808915) 64 of 74 Tower Engineering Project Date Professionals,Inc. TEP No. 29666.712722 16:35:22 06/15/22 326 Tryon Road Raleigh,NC 27603 Client Designed Phone:(619)661-6351 Crown Castle g by FAX:(619)661-6350 CSB Torque-Arm Bottom Design Data Section Elevation Size L L. Kl/r A P. OP„ Ratio No. P. ft ft ft in2 K K OP„ T7 164.917- 2L2 1/2x2 1/2x5/16x1/4 5.98 5.84 92.1 2.9297 -35.63 60.71 0.587' 144.719(594) K=1.00 T7 164.917- 2L2 1/2x2 1/2x5/16x1/4 5.98 5.84 92.1 2.9297 -35.93 60.71 0.592' 144.719(595) K=1.00 T7 164.917- 2L2 1/2x2 1/2x5/16x1/4 5.98 5.84 92.1 2.9297 -34.13 60.71 0.562' 144.719(603) K=1.00 T7 164.917- 2L2 1/2x2 1/2x5/16x1/4 5.98 5.84 92.1 2.9297 -34.27 60.71 0.564' 144.719(604) K=1.00 T7 164.917- 2L2 1/2x2 1/2x5/16x1/4 5.98 5.84 92.1 2.9297 -38.07 60.71 0.627' 144.719(609) K=1.00 T7 164.917- 2L2 1/2x2 1/2x5/16x1/4 5.98 5.84 92.1 2.9297 -38.60 60.71 0.636' 144.719(610) K=1.00 1 P„ /4P„controls Tension Checks Leg Design Data (Tension) Section Elevation Size L L„ Kl/r A P„ OP, Ratio No. P„ ft ft ft in2 K K OPr Ti 235.609- 21/4 3.36 3.36 71.8 3.9761 2.28 178.92 0.013' 232.245 T2 232.245- 2 1/4 3.37 3.37 71.8 3.9761 8.24 178.92 0.046' 228.878 T3 228.878- 2 1/4 3.37 0.25 5.3 3.9761 16.99 178.92 0.095' 225.51 T4 225.51- 2 1/4 20.20 0.25 5.3 3.9761 24.98 178.92 0.140' 205.312 T5 205.312- 2 1/4 20.20 3.28 70.0 3.9761 25.12 178.92 0.140' 185.115 T6 185.115- 2 3/4 20.20 0.25 4.4 5.9396 43.28 267.28 0.162' 164.917 T7 164.917- 2 3/4 20.20 0.25 4.4 5.9396 43.28 267.28 0.162' 144.719 T8 144.719- 2 3/4 20.20 0.25 4.4 5.9396 54.11 267.28 0.202' 124.521 T9 124.521- 23/4 20.20 3.28 57.3 5.9396 57.99 267.28 0.217' 104.323 T10 104.323- 2 3/4 20.20 0.25 4.4 5.9396 50.96 267.28 0.191 ' 84.125 T11 84.125- 2 3/4 20.20 3.28 57.3 5.9396 21.56 267.28 0.081 ' 63.9271 T12 63.9271- 2 3/4 20.20 3.28 57.3 5.9396 21.71 267.28 0.081 ' 43.7292 T13 43.7292- 2 3/4 20.20 0.25 4.4 5.9396 12.66 267.28 0.047' 23.5312 Job ob Page WXTK-West Yarmouth (BU 808915) 66 of 74 Tower Engineering Project Date Professionals,Inc. 1 TEP No. 29666.712722 16:35:22 06/15/22 326 Tryon Road Raleigh,NC 27603 Client Designed Phone:(619)661-6351 Crown Castle g by FAX:(619)661-6350 CSB Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P. M„, M„, Stress Stress ft gyp„ d/M„,, 01Ratio Ratio T7 164.917- 2 3/4 0.162 0.000 0.000 0.162' 1.050 4.8.1 144.719 T8 144.719- 2 3/4 0.202 0.000 0.000 0.202' 1.050 4.8.1 124.521 T9 124.521- 2 3/4 0.217 0.000 0.000 0.217' 1.050 4.8.1 104.323 T10 104.323- 2 3/4 0.191 0.000 0.000 0.191 ' 1.050 4.8.1 84.125 Ti! 84.125- 2 3/4 0.081 0.000 0.000 0.081 ' 1.050 4.8.1 63.9271 T12 63.9271- 2 3/4 0.081 0.000 0.000 0.081 ' 1.050 4.8.1 43.7292 T13 43.7292- 2 3/4 0.047 0.000 0.000 0.047' 1.050 4.8.1 23.5312 I P. /OP„controls Diagonal Design Data (Tension) Section Elevation Size L L. Kl/r A P. OP„ Ratio No. P„ ft ft ft in2 K K (Op„ T1 235.609- 2L2x2x 1/4x1/2 4.19 4.03 79.5 1.8750 3.71 60.75 0.061 ' 232.245 2L'a'>23.3245 in-13 T2 232.245- 1 6.03 2.90 139.2 0.7854 4.31 25.45 0.169' 228.878 T3 228.878- 1 5.89 2.84 136.1 0.7854 4.53 25.45 0.178' 225.51 T4 225.51- 1 5.98 2.88 138.2 0.7854 3.45 25.45 0.135' 205.312 T5 205.312- 1 5.98 2.88 138.2 0.7854 6.38 25.45 0.251 ' 185.115 T6 185.115- 1 5.98 2.85 137.0 0.7854 9.05 25.45 0.356' 164.917 T7 164.917- 1 5.98 2.85 137.0 0.7854 10.09 25.45 0.397' 144.719 T8 144.719- 1 5.98 2.85 137.0 0.7854 5.63 25.45 0.221 ' 124.521 T9 124.521- 1 5.98 2.85 137.0 0.7854 3.27 25.45 0.128' 104.323 TIO 104.323- 1 5.98 2.85 137.0 0.7854 5.58 25.45 0.219' 84.125 Ti! 84.125- 1 5.98 2.85 137.0 0.7854 3.61 25.45 0.142' 63.9271 T12 63.9271- 1 5.98 2.85 137.0 0.7854 2.61 25.45 0.103' 43.7292 T13 43.7292- 1 5.98 2.85 137.0 0.7854 3.94 25.45 0.155' 23.5312 T14 23.5312- 1 5.98 2.85 137.0 0.7854 4.57 25.45 0.180' 13.4297 T15 13.4297- 1 6.03 2.88 138.0 0.7854 3.43 25.45 0.135' 10.0625 T16 10.0625- 1 3.04 2.90 139.2 0.7854 4.75 25.45 0.187' 8.33333 { , l 4 i Job Page tnxTower WXTK-West Yarmouth (BU 808915) 68 of 74 Tower Engineering Project Date Professionals,Inc. TEP No. 29666.712722 16:35:22 06/15/22 326 Tryon Road Raleigh,NC 27603 Client Designed Phone:(619)661-6351 Crown Castle g by FAX:(619)661-6350 CSB Section Elevation Size L L„ Kl/r A P. OP„ Ratio No. P„ ft ft ft in2 K K .P„ T3 228.878- L2x2x1/4 5.00 4.81 94.8 0.9380 1.24 30.39 0.041 ' 225.51 T4 225.51 - L2x2x1/4 5.00 4.81 94.8 0.9380. 0.97 30.39 0.032' 205.312 T5 205.312- L2x2x1/4 5.00 4.81 94.8 0.9380 1.30 30.39 0.043' 185.115 T6 185.115- L2x2x1/4 5.00 4.77 94.0 0.9380 6.46 30.39 0.213' 164.917 T7 164.917- L2x2x1/4 5.00 4.77 94.0 0.9380 2.33 30.39 0.077' 144.719 T8 144.719- L2x2x1/4 5.00 4.77 94.0 0.9380 2.01 30.39 0.066' 124.521 T9 124.521- L2x2x1/4 5.00 4.77 94.0 0.9380 2.09 30.39 0.069' 104.323 T10 104.323- L2x2x1/4 5.00 4.77 94.0 0.9380 2.00 30.39 0.066' 84.125 Ti! 84.125- L2x2x1/4 5.00 4.77 94.0 0.9380 1.85 30.39 0.061 ' 63.9271 T12 63.9271- L2x2x1/4 5.00 4.77 94.0 0.9380 1.88 30.39 0.062' 43.7292 T13 43.7292- L2x2x1/4 5.00 4.77 94.0 0.9380 1.83 30.39 0.060' 23.5312 T14 23.5312- L2x2x1/4 5.00 4.77 94.0 0.9380 2.06 30.39 0.068' 13.4297 1 P P. /4P„controls Mid Girt Design Data (Tension) Section Elevation Size L L. Kl/r A P. OP„ Ratio No. P. ft ft ft in2 K K (1)P„ T4 225.51- L2x2x1/4 5.00 4.81 94.8 0.9380 1.41 30.39 0.047' 205.312 T5 205.312- L2x2x1/4 5.00 4.81 94.8 0.9380 1.38 30.39 0.045' 185.115 T6 185.115- L2x2x1/4 5.00 4.77 94.0 0.9380 0.60 30.39 0.020' 164.917 '17 164.917- L2x2x1/4 5.00 4.77 94.0 0.9380 0.75 30.39 0.025' 144.719 T8 144.719- L2x2x1/4 5.00 4.77 94.0 0.9380 2.15 30.39 0.071 ' 124.521 T9 124.521- L2x2x1/4 5.00 4.77 94.0 0.9380 1.66 30.39 0.055' 104.323 T10 104.323- L2x2x1/4 5.00 4.77 94.0 0.9380 1.66 30.39 0.054' 84.125 T11 84.125- L2x2x1/4 5.00 4.77 94.0 0.9380 1.52 30.39 0.050' 63.9271 T12 63.9271- L2x2x1/4 5.00 4.77 94.0 0.9380 1.75 30.39 0.057' 43.7292 T13 43.7292- L2x2x1/4 5.00 4.77 94.0 0.9380 1.63 30.39 0.054' 23.5312 1 P„ /cl)P„controls tnxTower Job Page WXTK-West Yarmouth (BU 808915) 70 of 74 Tower Engineering Project Date Professionals,Inc. TEP No. 29666.712722 16:35:22 06/15/22 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(619)661-6351 Crown Castle FAX:(619)661-6350 CJB Bottom Guy Pull-Off Bending Design Data Section Elevation Size M. •M. Ratio M„v 4M„, Ratio No. M. ft kip ft kip ft ox, kip ft kip ft 4M„, T7 164.917- L2x2x1/4 0.00 1.69 0.000 0.00 0.87 0.000 144.719 Bottom Guy Pull-Off Interaction Design Data Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M„, M. Stress Stress ft (1)P OM 01, Ratio Ratio T7 164.917- L2x2x1/4 0.081 0.000 0.000 0.081 ' 1.050 4.8.1 144.719 i P„ /4P„controls Torque-Arm Top Design Data Section Elevation Size L L„ Kl/r A P„ OP„ Ratio No. Pu ft ft ft int K K OP. T7 164.917- C6x8.2 5.00 4.89 109.4 2.3900 32.36 77.44 0.418' 144.719(592) T7 164.917- C6x8.2 5.00 4.89 109.4 2.3900 35.70 77.44 0.461 ' 144.719(593) T7 164.917- C6x8.2 5.00 4.89 109.4 2.3900 32.47 77.44 0.419' 144.719(601) T7 164.917- C6x8.2 5.00 4.89 109.4 2.3900 32.93 77.44 0.425' 144.719(602) T7 164.917- C6x8.2 5.00 4.89 109.4 2.3900 32.27 77.44 0.417' 144.719(607) T7 164.917- C6x8.2 5.00 4.89 109.4 2.3900 35.36 77.44 0.457' 144.719(608) 1 P„ /OP„controls Torque-Arm Bottom Design Data Section Elevation Size L L„ Kl/r A P„ OP„ Ratio No. P„ ft ft ft in2 K K OP„ 17 164.917- 2L2 1/2x2 1/2x5/16x1/4 5.98 5.84 92.1 2.9297 1.36 94.92 0.014' 144.719(594) '17 164.917- 2L2 1/2x2 1/2x5/16x1/4 5.98 5.84 92.1 2.9297 0.45 94.92 0.005' 144.719(595) T7 164.917- 2L2 1/2x2 1/2x5/16x1/4 5.98 5.84 92.1 2.9297 0.55 94.92 0.006' l T S tnxTower Job Page WXTK-West Yarmouth (BU 808915) 72 of 74 Tower Engineering Project Date Professionals,Inc. TEP No. 29666.712722 16:35:22 06/15/22 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(619)661-6351 Crown Castle FAX:(619)661-6350 CJB Section Elevation Component Size Critical P 4Pon„„. % Pass No. ft Type Element K K Capacity Fail T4 225.51-205.312 Diagonal 1 86 -3.64 11.84 30.8 Pass T5 205.312- Diagonal 1 105 -7.11 11.84 60.0 Pass 185.115 T6 185.115- Diagonal 1 152 -9.66 12.00 80.4 Pass 164.917 T7 164.917- Diagonal 1 218 -9.93 12.00 82.7 Pass 144.719 T8 144.719- Diagonal 1 279 -6.14 12.00 51.2 Pass 124.521 T9 124.521- Diagonal 1 296 -4.03 12.00 33.5 Pass 104.323 T10 104.323-84.125 Diagonal 1 344 -6.39 12.00 53.2 Pass T11 84.125-63.9271 Diagonal 1 419 -3.53 12.00 29.4 Pass T12 63.9271- Diagonal 1 439 -3.01 12.00 25.1 Pass 43.7292 T13 43.7292- Diagonal 1 487 -4.60 12.00 38.3 Pass 23.5312 T14 23.5312- Diagonal 1 532 -4.94 12.00 41.1 Pass 13.4297 T15 13.4297- Diagonal 1 553 -6.03 11.86 50.9 Pass 10.0625 T16 10.0625- Diagonal 1 564 -4.77 16.21 29.4 Pass 8.33333 Ti 235.609- Horizontal C15x40 14 -0.48 320.98 4.6 Pass 232.245 T16 10.0625- Horizontal L2x2x1/4 563 5.37 31.91 16.8 Pass 8.33333 T17 8.33333- Horizontal C6x8.2 576 -1.71 79.44 38.4 Pass 3.33333 T2 232.245- Top Girt L2x2x1/4 20 3.87 31.91 12.1 Pass 228.878 T4 225.51-205.312 Top Girt L2x2x1/4 45 -0.97 15.01 6.5 Pass T5 205.312- Top Girt L2x2x1/4 93 -0.96 15.01 6.4 Pass 185.115 T6 185.115- Top Girt L2x2x1/4 141 -1.33 15.19 8.7 Pass 164.917 T8 144.719- Top Girt L2x2x1/4 236 -2.01 15.19 13.2 Pass 124.521 T9 124.521- Top Girt L2x2x1/4 284 -2.09 15.19 13.7 Pass 104.323 T 1 0 104.323-84.125 Top Girt L2x2x1/4 332 -2.00 15.19 13.2 Pass T11 84.125-63.9271 Top Girt L2x2x1/4 382 4.26 31.91 13.4 Pass T12 63.9271- Top Girt L2x2x1/4 428 -1.88 15.19 12.4 Pass 43.7292 T13 43.7292- Top Girt L2x2x1/4 476 -1.83 15.19 12.0 Pass 23.5312 T14 23.5312- Top Girt L2x2x1/4 524 -1.56 15.19 10.3 Pass 13.4297 T17 8.33333- Top Girt C6x8.2 573 23.79 81.65 29.1 Pass 3.33333 T3 228.878-225.51 Bottom Girt L2x2x1/4 32 -0.88 15.01 5.8 Pass T4 225.51-205.312 Bottom Girt L2x2x1/4 48 -0.97 15.01 6.5 Pass T5 205.312- Bottom Girt L2x2x1/4 96 -0.96 15.01 6.4 Pass 185.115 T6 185.115- Bottom Girt L2x2x1/4 145 -5.22 15.19 34.4 Pass 164.917 T7 164.917- Bottom Girt L2x2x1/4 191 -1.63 15.19 10.7 Pass 144.719 T8 144.719- Bottom Girt L2x2x1/4 239 -2.01 15.19 13.2 Pass 124.521 T9 124.521- Bottom Girt L2x2x1/4 287 -2.09 15.19 13.7 Pass t _, A I a Job ob Page WXTK-West Yarmouth (BU 808915) 74 of 74 Tower Engineering Project Date Professionals,Inc. TEP No. 29666.712722 16:35:22 06/15/22 326 Tryon Road Raleigh,NC 27603 Client Designed Phone:(619)661-6351 Crown Castle g by FAX:(619)661-6350 CJB Section Elevation Component Size Critical P 4Pa11,,,, % Pass No. ft Type Element K K Capacity Fail (T7) Horizontal 38.4 Pass (T17) Top Girt 29.1 Pass (T17) Bottom Girt 34.4 Pass (T6) Mid Girt 6.7 Pass (T8) Guy A(T7) 85.1 Pass Guy B(1-7) 87.5 Pass Guy C(17) 86.8 Pass Top Guy 40.5 Pass Pull-Off (T7) Bottom Guy 7.7 Pass Pull-Off (T7) Torque Arm 43.9 Pass Top(T7) Torque Arm 60.6 Pass Bottom(17) Bolt Checks 46.2 Pass RATING= 87.5 Pass Program Version 8.1.1.0-6/3/2021 File:C:/Users/cbowen/Desktop/29666 SDD(BU808915)/808915_2129153_LC4.eri 46 =1II ti ZCE• ASCE 7 Hazards Report AMERICAN SOCIETY OF CME ENGINEERS Address: Standard: ASCE/SEI 7-10 Elevation: 7.45 ft(NAVD 88) No Address at This Risk Category: II Latitude: 41.635469 Location Soil Class: D-Stiff Soil Longitude: -70.234703 ` t.t. v,..ten I.ra lrmr. C✓.PF - try Qr 1l.Anl.re r.1'n 11 it t r.. R4 `_nom `fl a Wind Results: Wind Speed 140 Vmph 10-year MRI 82 Vmph 25-year MRI 96 Vmph 50-year MRI 105 Vmph 100-year MRI 119 Vmph Data Source: ASCE/SEI 7-10, Fig. 26.5-1A and Figs. CC-1—CC-4, and Section 26.5.2, incorporating errata of March 12, 2014 Date Accessed: Tue Apr 19 2022 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-10 Standard.Wind speeds correspond to approximately a 7% probability of exceedance in 50 years(annual exceedance probability= 0.00143, MRI =700 years). Site is in a hurricane-prone region as defined in ASCE/SEI 7-10 Section 26.2. Glazed openings shall be protected against wind-borne debris as specified in Section 26.10.3. https://asce7hazardtool.online/ Page 1 of 3 Tue Apr 19 2022 k , % ♦ , .. AMERICAN SOCIETY OF CML ENGINEERS Ice Results: Ice Thickness: 0.75 in. Concurrent Temperature: 15 F Gust Speed 50 mph Data Source: Standard ASCE/SEI 7-10, Figs. 10-2 through 10-8 Date Accessed: Tue Apr 19 2022 • Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 50-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. The ASCE 7 Hazard Tool is provided for your convenience,for informational purposes only,and is provided"as is"and without warranties of any kind.The location data included herein has been obtained from information developed,produced,and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard.While ASCE has made every effort to use data obtained from reliable sources or methodologies,ASCE does not make any representations or warranties as to the accuracy,completeness,reliability, currency,or quality of any data provided herein.Any third-party links provided by this Tool should not be construed as an endorsement, affiliation,relationship,or sponsorship of such third-party content by or from ASCE. ASCE does not intend,nor should anyone interpret,the results provided by this Tool to replace the sound judgment of a competent professional,having knowledge and experience in the appropriate field(s)of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool,you expressly assume all risks associated with your use.Under no circumstances shall ASCE or its officers,directors, employees,members,affiliates,or agents be liable to you or any other person for any direct,indirect,special,incidental,or consequential damages arising from or related to your use of,or reliance on,the Tool or any information obtained therein.To the fullest extent permitted by law,you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https://asce7hazardtool.online/ Page 3 of 3 Tue Apr 19 2022 r- Monopole Flange Plate Connection Elevation=275.6 ft. CROWN Cf:CASTLE BU 808915 A..liie.Loads Site Name NXTK-West Yarmoutl Moment(kip-ft) 25.26 Order If 602108 Rev.1 Axial Force(kips) 25.71 Shear Force(kips) 2.49 TIA-222 Revision! H `TIA-222-H Section 15.5 Applied Top Plate-External Bottom Plate-External O O•O 0 O O O O O O O O Bolt Data (8)1-1/8"0 bolts(A325 N;Fy=81 ksi,Fu=120 ksi)on 16"BC Top Plate Data Bottom Plate Data 20"OD x 1.5"Plate(A36;Fy=36 ksi,Fu=58 ksi) 20"OD x 1.5"Plate(A36;Fy=36 ksi,Fu=58 ksi) Top Stiffener Data Bottom Stiffener Data N/A N/A Top Pole Data Bottom Pole Data 12"x 0.5"round pole(A53-B-35;Fy=35 ksi,Fu=60 ksi) 12"x 0.5"round pole(A53-B-35;Fy=35 ksi,Fu=60 ksi) Bolt Capacity Max Load(kips) 6.24 Allowable(kips) 68.67 Stress Rating: 8.7% Pass Top Plate Capacity Bottom Plate Capacity Max Stress(ksi): 5.58 (Flexural) Max Stress(ksi): 5.58 (Flexural) Allowable Stress(ksi): 32.40 Allowable Stress(ksi): 32.40 Stress Rating: 16.4% Pass Stress Rating: 16.4% Pass Tension Side Stress Rating: 3.5% Pass Tension Side Stress Rating: 3.5% Pass CClplate-Version 4.1.2 Analysis Date:6/16/2022 , Monopole Flange Plate Connection Elevation=235.6 ft. Cf. CROWN CASTLE BU# 808915 ' r•••ied;Loa•s , Site Name NXTK-West Yarmoutl Moment(kip-ft) 80.89 Order# 602108 Rev.1 Axial Force(kips) 29.58 Shear Force(kips) 1.87 TIA-222 Revision' H ( "TIA-111-H Section 15.5 Applied Top Plate-External Bottom Plate-External O O • O O O O O OO '1111,01P( ' O O i Connect on p 0.ert es` r ` ' I Bolt Data (8)1-1/8"0 bolts(A325 N;Fy=81 ksi,Fu=120 ksi)on 16"BC Top Plate Data Bottom Plate Data 20"OD x 1.5"Plate(A36;Fy=36 ksi,Fu=58 ksi) 20"OD x 1.5"Plate(A36;Fy=36 ksi,Fu=58 ksi) Top Stiffener Data Bottom Stiffener Data N/A N/A Top Pole Data Bottom Pole Data 12"x 0.5"round pole(A53-B-35;Fy=35 ksi,Fu=60 ksi) 12"x 0.5"round pole(A53-B-35;Fy=35 ksi,Fu=60 ksi) Bolt Capacity Max Load(kips) 26.58 Allowable(kips) 68.67 Stress Rating: 36.9% Pass Top Plate Capacity Bottom Plate Capacity : 14.80 (Flexural) Max Stress(ksi): 14.80 (Flexural) Max Stress(ksi): Allowable Stress(ksi): 32.40 Allowable Stress(ksi): 32.40 Stress Rating: 43.5% Pass Stress Rating: 43.5% Pass Tension Side Stress Rating: 15.0% Pass Tension Side Stress Rating: 15.0% Pass CClplate-Version 4.1.2 Analysis Date:6/16/2022 PUNS PREPARED FOR: STRUCTURAL DESIGN DRAWINGS SITE NAME: CROWN CASTLE WXTK - WEST YARMOUTH CROWN CASTLE BU NUMBER: PUNS PREPARED BY: 808915 SITE ADDRESS: 17 SEA GULL AVENUE a WEST YARMOUTH, MA 02673 HOT WORK INCLUDED ' (BARNSTABLE COUNTY) TOWERENGINEERINGIRON ROAD NA BASE GRINDING ONLY 6LEIGH,NROAD NA BASE WELDING(AND GRINDING) OFFICE: H,NC 17600 OFFICE:(919)661761 N 41°38'7.69", W 70°14'4.93" NA AERIAL GRINDING NA AERIAL WELDING(NDYGRINDING) mNW.tepgroup.net MODIFICATION PROVISIONS INDEX OF SHEETS PROJECT INFORMATION NEI �, THE MODIFICATIONS DEPICTED ON THESE DRAWINGS ARE BASED ON NO. SHEET TITLE REV TOWER HEIGHT: 302.3-R ,,,, c R.-.\V THE RECOMMENDATIONS OUTLINED IN THE STRUCTURAL TOWER MANUFACTURER. UNKNOWN MODIFICATION ANALYSIS REPORT COMPLETED BY TEP, JOB NO.: T-1 TITLE SHEET 0 CCI DOCUMENT:3026335 `�' 29666.712722 DATED JUNE 16,2022(REV 0). 41 RGNALC E. N-1 Al CHECKLIST AND NOTES 0 I WORK ORDER NO.: 2129153 wl GLOVER,JR_ t ATTENTION ALL CONTRACTORS, ANYTIME YOU ACCESS A CROWN STRUCTURAL w SITE FOR ANY REASON YOU ARE TO CALL THE CROWN NOC UPON ORDER NO.: 559516 REV. I A ARRIVAL AND DEPARTURE.DAILY AT 800-788-7011. N-Z GENERAL NOTES 0 NG 57657 DESIGN BUILDING CODE: 2015 INTERNATIONAL BUILDING CODE \�' p QUALIFIED ENGINEERING SERVICES ARE AVAILABLE FROM TEP TO N-] PROJECT NOTES 0 DESIGN STANDARD: TM-222-H i' ,st(uy ASSIST CONTRACTORS IN CLASS RIGGING PLAN RENEWS. FOR 5-1 TOWER ELEVATION ANO MOOIFICATION SCHEOULE 0 $4A,p REQUESTED QUALIFIED ENGINEERINGC SERVICES,CONTACT TEP FOR QUOTE AT RIGGING®TEPGROUP NET S-2 GUY WIRE DETAILS I 0 5-3 GUY WIRE DETAILS II 0 Tum.16.2022 5-4 GUY ANCHOR GROUNDING DETAILS 0 SAFETY CLIMB:'LOOK UP' PROJECT TEAM AIG Ie« M I AT.>ID ,NNW THE INTEGRITY OF THE WIRE ROPE SAFETY CLIMB REV DATE IS FOR: SYSTEM SHALL BE CONSIDERED DURING ALL STAGES Ri OF DESIGN. INSTALLATION. AND INSPECTION. TOWER CCI MODIFICATION PROJECT MANAGER: DRAWN BY: CHECKED BY: REINFORCEMENTS AND EQUIPMENT INSTALLATIONS NAME CROWN CASTLE SHEET TITLE: 4,) SHALL NOT COMPROMISE THE INTEGRITY OR CONTACT JOHN MCGEE FUNCTIONAL USE OF ANY WIPE ROPE SAFETY CLIMB ON THE STRUCTURE.THIS SHALL INCLUDE.OUT NOT PHONE ,704)877-8397 LOOK BE LIMITED TO PINCHING OF THE WIRE ROPE, OHNMCGEEMCROWNUSTLECOM TITLE SHEET BENDING O TACT WIRE ROPE FROM RS SUPPORTS, UP! POPE WHICHCOR CAUSE PR FRICTIONAL TD EAR WI OE ENGINEERING FIRM PROJECT MANAGER: LI ROPE MAY CAUSE FPITWK, OR NAME TOWER ENGINEERING PROFESSIONALS.INC. IMPACT TO THE ANCHORAGE POINTSCLIM IN ANY War. CONTACT TODD LESTER.P.E. ANY COMPROMISED SAFETY CLIMB MUST BE PHONE (919)661-6351 SHEET NUMBER: REVISION: REPORTED TO YOUR CROWN POC FOR RESOLUTION, EMAIL SDDOTEPGROUP.NET INCLUDING EXISTING CONDITIONS. �-� TEP#:2.t 6L.711'22 • • GENERAL NOTES: PLANS PREPARED FOR: I. The General Contractor(CC)shall reference CON-STD-10159, "Tower 12.The CO shall fabricate all required items per the materials specified 19 If scope of modification involves book r vol of nstollation,the CC Modification construction Specifications",as continuation of the below. VNO on the detail drawing sheets. If the CC finds for any shall reference CED-saw-10265. 'Tree Concealment for Monopole,, CROWN CASTLE following General Notes. The GC shall keep a printed w electronic omponenl that the materials have not been clearly specified,the GC os wellasCEO-510-10395,'Installation Guidelines for Bork Surfaces'. copy of this document with the Structural Design Drawings(SOD)at shall submit an RFI to the EOR to confirm the required material. I times, in a location accessible to all Contractor Personnel. and 20.11 scope of modification involves concealment components including shill that at Contractor of the All siructurd elements shall be new and shall conform to the following branching, the GC shall reference,CED-CAT-10398. "Monopole information enclosed within the GenerallPand CON-STD-1015g. requeemenls,UM): Concealed Decorative Structures(COS)Approved Components All new Man000les' branch installations require tethering. PROJECT FORMATION: r 2. The Contract Documents ore the property of Crown Castle(Crown). They are provided to the GC and its Lower lien Contractors and -Structural shapes ASTM A572 Grade 65 21.If scope of modification involves cathodic protection, the GC shall WXTK-WEST material suppliers for the limited purpose of use in completing the and plates. (FY-55 KSI) reference CEO-SOW-10397, "Cathodic Protection Installation. YARMOUTH Work for This Site, and shall be kept n strict confidence and not Replacement,and Enhancement"_ RU#:808915 disclosed to any third parties. The Contract Documents shall not be -Welding electrodes,SHAW: EBD%% en used for any other purpose whatsoever without the poor written -Welding electrodes,FCAW. EBDIT-X% 22.All tower grounding affected by the Work shall be repaired or replaced 17 SEA GULL AVENUE consent of Crown. -ridding electrodes,CRAW: ER805-Xaccordance with OP5-51D-10090, "Tower Grounding'. and WEST YARMOUTH.MA 02673 3. Detail drawings,including notes and tables,shall govern over general CIPS-RUL-10133,"Grounding Repair Recommendation'. (BARNSTABLE COUNTY) notes and typical details.Contact the Crown Point of Contact(POC) Self-Suondl and Guyed Towers- 23.1:47g of madificotion removal or cave of lower 10 la PLANS PREPARED BT: and Engineer of Record(EOR)for clarification as needed. -Structural shapes ASTM A572 Grade 50 must be replacedequnres r ring g, 4. Do not scale drawings, and plates. (FY-50 PSI)-Winding electrodes,SRA. E702% 24.Any hardwire rernecsd from the existing tower shall be replaced with hardhardwire hardware al equal size and quality,UND.No existing fasteners LPIPIPP...- 5. Any Work performed without a prefabrication mapping is done at the -Welding electrodes,FLAW: EDIT-%X shall be reused. risk of the GC and/or fabricator.All dimensions of existing structural -Welding electrodes,GNAW: LOOTS-A elements we sumed based on the available documentation and are 25 All pints using ASMLI-bolts.or A490 bolts, -bolts. V-bolts, and preliminary untilfield-verifiedby the GC, unless noted otherwise threaded rods shall be snug tightened,VNO. (UND). Wilde discrepancies are found, GC shall contact the Gown All lowtJ tares POC and EOR through RFI. -Steel angle: ASTM A572 Grade 50(FT-50 KSI) 26.A nut locking device shall be.stalled on all proposed and/or replaced 6. Foe This anal -Solid rod ASM A36(FY-36 KSI) snug tightened ASTM A325 or A490 bolts. U-belts, V-bolts, did and modilicotion,the lower has been assumed to be pi t be(round): ASM A500 Goode C FY bfi KSI) threaded rods. goon condition without any structural defects, UND. If the GC - pe/u (roup): ( in any indication of an existing structural defect,contact the -Pipe/tube(square). ASM A500 Grade C(FY-50 R51) 27,AMI joint,are bearing type connections uNo.If no bolt IengTh is given TOWER ENGINEERING PROFESSIONALS Crown POC and EOR immediately - n the Biu air Materials,s, roe connection may.dude threads n the Boltz'. ASTM F}125 Grade A325 Type 1 shed planes,and the GC is responsible for sung the length of the 326 TRYON ROAD 7. All c n construction m and methods, including but not limited to -u-bans: ASTM 5307 Grade A,OR bole RALEIGH.NC 27603 ,'tion plans, rigging plans.climbing plans,and rescue plans,shall be 55E 0029 Grade 2 OFFICE:919 66)6251 the responsibility al me GC responsible for the execution of the Work -Nuts: Blind bolts shall be.slotted the installation specifications on the contained herein, and shall meet ANSI/ASSE A10.48(latest edition): -Nuts: ASM A553 Grade OH rresponding Approved Fastener sheets containedinCON-CAT-10300, MVAY.(BAIgt011P.nel federal, stale, and local regulations: and any applicable industry -Washers: ASM F436 Type 1 'Monopole Standard Drawings and Approved Reinforcement standards related to the r construction activities being -Guy w ASM A475 Grade EHS Components. performed.fa med.All rigging plans shall adhere la AN51/ASSE A10.48(latest -Bridge strand: ASM A585 Grade 1 edition) and Crown standard CED-STD-10253, 'Rigging Program', 29 If ASM A325 or A490 bolts.and/or Threaded rods are specified to including the required involvement of a qualified engineer for class IV be pre-tensioned, these ,poll be .stalled and tightened to the SEA/ OAA construction to certify the suppoln9 structure(s)in occoldance with 13.After fabrication,hot-dip galvanize all steel items,UND.Galvanize per pretensioned condition according to the requirements of the RCSC ,TI HCF the ANSI/DA-322(latest edition). ASA123, ASM Al53/A153M. OR ASM A553 GOO, as applicable. Specification for Structural Joints Using ASTM High Strength Bolts. ASA490 bolts shall not be hot-dip galvonized,but Than instead be 8. Hoisting grips used for feed fine installation shall fallow manufacturer coated with Magni 565 or EOR approved equivalent,per ASM Q933. 30.An proposed and/or replaced balls shall be of sufficient length such v RONALD E guidelines for maximum installed spacing intervals and pull load that he end of the bolt be at least flush with the face of the nue It GLOVER,4R .C.M capacity restrictions. 14.Contractor Personnel shall not dill holes n my new existing s not permitted for The bolt end to be below the face of the nut 4I 6TRUC TUBAL 9. The structural integrity of the modification design extends to the structural members,other than those drilled holes shown an or after tightening is completed. NO 62093 Sri Y gin drawings,without the approval of the EOR. complete condition only.The GC must be cognizant that the removal �j\q.f<stswE�f� of any structural component of on e.istng tower has The potential to 15.For a list of Crown-approved cold galvanizing compounds, refer to 't eJ+ e the portiol or complete collapse of The structure.5 neves cry OPS-STD-10149,'Tower Protective Coatings Guidelines'. JR'QICA,M precautions must be taken toe structural integrity,including.but r mat limit.to,engl.4°.°9 a sment f cros8uct°9°fres°°°with 16.. exposed structural steel os the result of this scope of Work nstollation maximum wind speed enol/or lemporarr bracing antl including welds(after final inspection of the weld by the CVA), field shoring' drilled holes.and shaft interims(where accessible).shall be cleaned at N.70.2.7 10.Aerial and underground utilities and facilities may or may not be and two (2) coots cold golvanizing shallbe applied by brush n n shown o the drawings. The CC shall take everyprecaution to accordance with OPS-STD-10149. Tower Protective Coatings _I preserve and protect these items. which mayinclude aerial Guidelines Photo documentation is required to be submitted to the underground power Ives,telephone Ines,water lines,sewer Ines,cable MI Inspector. television faclities,pipelines, structures es and other public and private improvements within adjacent to the work area. The responsibility 17.If removal of existing modifications i required per the modification REV GATE ISSUED FOR: c for determining the actual on-site location of these items shall rest scope.the GC shall clean and cold galvanize my existing empty bolt CHECKED 8Y: T ii' exclusively with the G. holes,UINO. If additional unexpected, oversized,a slotted holes ore I PRAWN BY: •"..D found, the GC shall contact The EOR mtl Crown POC for guidance SHEET PILE: 11.All m nufacturer'T hardware a embly.°trucpeee epee be followed, prim to proceeding with the modifications UND.Conflicting notesshall be brought to the attention of the FOR 1B.All Woo involving base plate sultn and the Crown POCg grout ,Cres enc, N .e g 3, GENERAL NOTES disturbance Work' of base plate grout shoo reference ENG-530-103 2 3, 'Bose Plate Grout', and shall follow any Base Plate Grout Removal notes contained herein. SHEET NUMBER: RE0510N: N-2 TEPA 2,-.4.712722 PLANS PREPARED FOR: GUY ANCHOR RADII MODIFICATION SCHEDULE GUY PATH GUY ANCHOR RADIUS NO. MODIFICATION DESCRIPTION ELEVATION(En ELEVATION CROWN CASTLE 'A"ANCHOR 210'(-3.3) Oj REPLACE EXISTING 19".ENS GUY WIRES WITH Nr0 ERS GUY WIRES. 83.9 S-2.S-3 ]02.3.3 J02._J•' • T/TOWER f •B"ANCHOR 210•(-5.3') O UPON CWPLETON OF MODIFICATIONS,ENURE TOWER IS TO BE _ S-2.5-3 PROJECT INFORMATION: =�295.6.3 PLUMB AND TENSIONED. 265'-rt c ANCHOR 210'(-3.3) WXTK-WEST GUY LEVEE 4 REINSTALL EXISTING SAFETY HIRE AFTER GUY RE-TENSIONING. O VERIFY GUY ANCHOR GROUNDING 15 PRESENT AND UNDAMAGED. - 5-4 YARMOUTH 275.fi 3 1. (N) REPRESENTS RELATIVE ELEVATIONS. MAST- 0 IF MISSING OR DAMAGED.INSTALL GUY ANCHOR GROUNDING. BU#:808915 (REF) 17 SEA GULL AVENUE CROWN CASTLE WILL CONTRACT WITH A THIRD PARTY VENDOR TO - WEST YARMOUTH,MA 02673 2. SEE SHEET 5-4 FOR GUY ANCHOR PLAN NEW CROWN PERFORM THE MODIFICATION INSPECTION.THE CONTRACTOR SHALL N-t (BARNSOUT COUNTY) 2556 3 COORDINATE THE INSPECTION WITH THE MODIFICATION INSPECTOR AND CROWN CASTLE PROJECT MANAGER. PLANS PREPARED BY: —235'6.3 235•-7LEVE"3 L 3 NOTES: GUY —225.5'3 I. PRIOR TO FABRICATION. CONTRACTOR SHALL FIELD VERIFY ALL LENGTHS AND NTTEB GIVEN �.1111\1 \ LENGTHS AND QUANTITIES PROVIDED ARE FOR QUOTING PURPOSES ONLY ANO SHALL NOT BE USED _ ti © FOR FABRICATION. 2. ANTENNAS AND OTHER APPURTENANCES MAY NEED TO BE TEMPORARILY REMOVED OR MOVED DURING /:14..411111111111111 2053.3 D THE INSTALLATION OF THE MODIFICATIONS SHOWN ABOVE._ 'e' 3. FOR PARTS NOT DETAILED WW HIN THE DRAWINGS AND STARTING WITH"CCI-".SEE THE FOLLOWING CATALOG FOR DETAILS: —185.13 — CON—EAT-10301: TOWER ENGINEERING PROFESSIONALS GUYED TOWER STANDARD ORAVANGS&APPROVED REINFORCEMENT COMPONEryTSMen' 326 TRYIGH N ROAD 16:—e'tRALEIGH,NC 27603 164.9'3$curLEVEL 2 OFFICE:(919)6616351 `-�� (T/A) 0 NYAY.1eP9f01p.Be1 144.7'3 RI•iY,ri!INOTE: SEAy L—124.5'3 © BASE LEVEL DRAWING PROVIDED BY CROWN CASTLE. ��• HCF ` v/4 RCNALC E. `,�. ® �( GI OYEF,IR. 10473 .v. .,,r.. 411 STRUCTURAL Y NO — � SI"9J 83'-11.3 �__ 177-4.`;7477" „ CGTAE�'.� 80.I't GUY LEVEL 1ea- ;—60.9.t eN rr,---7,----, 0 ,„,”.. . or.kmate —)—Alit REV DATE ISSUEDN FOR: 23.5t © LDRAWN BY: -:t 1 CHECKED BY: iv. - 1g SHEET TITLE: 33, 3'_A"(REF) �u a. �v CONCRETE - 5TOWER ELEVATION \j\ "" AND MODIFICATION o F / ..\/,/ . EXSNG GY ADIUS SCHEDULE V N SHEET NUMBER: REVISION: TOWER ELEVATION _ AT BD BASE LEVEL DRAWING s—A 0 SCALE 1"-40' SCALE IN FEET SCALE:N.TS. v7 ( TEPP:0:IUU I:2,22 c_. ► INSTALL GUYS&PLUMB TOWER: PUNS PREPARED FOR: 1. THE MODIFICATIONS ARE DESIGNED FOR INITIAL TENSION AS GUY WIRE PROPERTIES SPECIFIED BELOW. IT IS IMPORTANT THAT THE GUYS BE TENSIONED ACCURATELY TO ASSURE THE STIFFNESS OF Glp. GIN Guy Initial 99 Grry Guy L. Anchor Anchor Anchor End CROWN CASTLE THE TOWER.THE USE OF WIRE ROPE CLIPS AS DEAD-END Elevation Grade Ste Tension Modulus Weight Radius A=tntuth Elevation Fitting SLEEVES IS PROHIBITED Arl'. Efficiency 2. UNEVEN TERRAIN. TEMPERATURE, PLUMDNESS OF TOWER AK A.Sr /� o ft fI , go AND WIND APE FACTORS WHICH AFFECT GUY TENSIONS.IF - THE TOWER SITE IS LEVEL AND ANCHOR DISTANCES ARE 2855.609 EHS A 3./4 5.83 10% 24000 1.1.1 55 353.95 210.00 0.0000 0.00 100% PROJECT INFORMAPON: EQUAL. 151E TENSIONS IN ALL THREE GUYS AT A LEVEL B 3'4 5.83 10% 24000 1.155 353.95 210.00 0.0000 0.00 100% WXTK-WEST WILL BE EQUAL WHEN THE TOWER IS PLUMB. IF THE TERRAIN OF THE TOWER SITE IS UNEVEN.THE GUYS ARE C 3'4 5.83 10% 24000 1.155 353.95 210.00 0.0000 0.00 100% YARMOUTH NOT N THE THREE DIRECTIONS. INITIAL GUY ENSIGNS.PERFECTLY SYMMETRICAL AND ENSIGNS IN GUYS AY 235.609 EMS A 3/4 5.83 10% 24000 1.155 313.49 210.00 0.0000 0.00 100% BU#:808915 SHOWN ON THIS SHEET, ARE BASED ON THE RELATIVE B 334 5.83 10% 24000 1.155 313.49 210.00 0.0000 0.00 100% 17 SEA GULL AVENUE ELEVATION SHOWN.THE TOWER SHOULD BE PLUMBED WITH WEST YARMOUTH,MA 02673 C 3,4 5.83 10% 24000 1.155 313.49 210.00 0.0000 0.00 100% THE SPECIFIED TENSIONS. (BARNSTABLE COUNTY) 164.667 EHS A 3/4 5.83 10% 24000 1.155 264.47 210.00 0.0000 0.00 100% 3. WINO LOAD ON TOWER AND GUYS[MANGES 151E ENSIGN PLANS PREPARED BY: IN ALL GUYS: THEREFORE. PLUSH THE TOWER IN CALM B 3:4 5.83 10% 24000 1.155 264.47 210.00 0.0000 0.00 10040 WEATHER ONLY_ C 3.4 5.83 10% 24000 1.155 264.47 210.00 0.0000 0.00 100% 4. WHEN INSTALLING GUYS, ALL THREE PERMANENT GUYS 83.875 EHS A 5.,8 4.24 10% 23000 0.813 223.29 210.00 0.0000 0.00 100% SHOULD BE FASTENED TO THE TOWER FIRST THEN ALL B 5r8 4.24 10% 23000 0.813 223.29 210.00 0.0000 0.00 100°6 GUYS SHOULD BE PULLED TO THE ANCHORS SIMULTANEOUSLY. C 5.8 4.24 10% 23000 0.813 223.29 210.00 0.0000 0.00 100% L.00....._ B OFEONLY CHECKI G ALIGNMENT OFYAOTOWERRMAIT A LATER GATE GUY TENSIONING INFORMATION IS WITH THE USE OF THREE(FOUR IF THE TOWER IS FOUR LEGGED)TRANSITS.A TRANSIT IS TO BE SET UP ON EACH Temperature At Time Of Tensioning LEG AZIMUTH AT THE BASE OF THE TOWER. THE CORRESPONDING TOWER LEG AT THE BASE Of THE TOWER OF 20F 40F 60F SOF 100F 100F TOWER ENGINEERING PROFESSIONALS IS USED TO SET THE VERTICAL BASELINE.THE DEFLECTION G9p 11 V milia/ Intercept Initial Intercept Initial /nte.rept Initial Intercept Initial Intercept Mind Intercept Inir:ol Intercept 326 TRYON ROAD AT EACH POINT OF INTEREST ON THE TOWER IS MEASURED £,W510 n Tension Ten.wn 'station Toulon Tension Tension Tension FROM THIS VERTICAL BASELINE. TET A PLUMB RALEIGH,NC 27603 TOLERANCES ARE AS SPECIFIED IN THE TA STANDARD. H h h K h K F K ft K fr K ft K H OFFICE:(919)661$351 SEE THE CORRESPONDING STRUCTURAL ANALYSIS FOR THE 285 6n9 A 109!' 28561 6.790 10.41 6.464 1092 6 144 1168 5830 1'_08 1.524 11.73 3226 1341 4938 11.30 REVISION ON THE STANDARD REFERENCED. B 209.45 285.61 6.790 10.41 6.464 10.92 6144 1168 5.830 12.08 5.524 12.73 5.226 44 4.938 1420 WwW.tepgraup.net C 209.47 285.61 6.790 10.41 6.464 10 92 6 144 11 18 5.830 12 08 5.524 12 73 5.226 133.44 4.938 14.20 255.609 A 201.11 23561 7.038 7.91 6.627 8.50 6.221 893 5.830 9.52 5.449 10.17 5.081 10.89 4.740 11.69 B 20711 23561 7038 791 6627 840 6.223 8.93 5830 9.52 5649 10.17 5.081 10.89 4.730 11.68 C 20711 235.61 7.038 791 6.627 EN, A 221 8.9? 5.830 9.52 5.449 10.17 5.081 10.69 4.730 11.68 SEAL: ' 164 667 A 201 17 1646 7.541 5 29 6 955 793 6 383 624 5830 6 82 5.300 7.49 4.800 826 4.335 913 B 207.1. 16467 7.541 3.29 6.9.7 1.73 6 383 634 1.810 6.82 5.300 749 4.800 8.26 4.335 9.13 �;µSHCf C 337.17 I6 6. 7541 5.9 6.955 5.73 6.383 6 5.8.10 6.82 5.300 746 4.800 8.26 33. 9.13 53.875 A 207.11 838 .5.890 342 5.3 4 3.78 4. 3 4.22 4.240 47 3.735 5.38 3.266 615 1815 7.05 O RCNALC E- t B 207.11 838' 3.890 3.42 5324 3'S 573 422 4.240 475 3.733 5.38 3.266 6.15 2.845 7.05 GLOVER,JR. G1'' C 00711 838' 1990 _4_ 3_4 ane 4 _ 4__ 4140 1 3715 538 3266 615 _645 705 7 M STRIICITJRAL w 3 5' ni ++ '< N0.2,53 1 THE CONTRACTOR SHALL CLEARLY LABEL ALL CUT WIRES AT GUY ANCHORS AS REQUIRED INDICATING THE PERCENT BREAKING STRENGTH THAT THE GUY VIRES ARE TENSIONED-SEE SHEET S-2 FOR PREFERRED LABELING PROCEDURE. \\\; -Gie 1EAt0 C 2 SEE FABRICATION.&ERE[ON OFHEET S-2 FOR THEESSH MAE ARY Guy LSROCONTRACTOROSPRESPONSIBLEAWARE TO CMLETE THE TALLTION.CONTRACTOR FORA TEMPORARILY CARDGOFIELD VERFY ALL THE TOWERIDURING MDIMENSIONS DIGCATONPRIOR WORK.O ORDERING, .0p. W 3. GIVEN LENGTHS(La)ARE BASED ON STRAIGHT CHORD LENGTH CONTRACTOR IS RESPONSIBLE FOR DETERMINING AMOUNT OF GUT IMRE TO ORDER Year 4eMI THE MAHIMUM DEVIATION FROM THE DESIGN INITIAL TENSION SHALL BE BIOS FOR GATS UP TO AND INCLUDING 1'DIAMETER AND BSS FOR GUYS GREATER THAN 1 . DIAMETER,OF THE SPECIFIED DESIGN INITIAL TENSION AT AN ANCHORAGE,CORRECTED FOR THE AMBIENT TEMPERATURE. O REV DATE ISSUED FOR: ti I DRAWN BY: IC I CHECKED BY: _663 J SHEET TITLE: GUY WIRE DETAILS II SHEET NUMBER: RENSION: S4TEPt:2,4",1 2 02 i From: �om�Rosa "n/[� /���� To: *�amwomav v ' Subject: ma �s��|�� _ /&/ / 4 ' Date: Wednesday,December 14,2022 8:22:41 AM RECEIVED Confirmed,thank you. JAN 0 5 2023—____ --� _1 Fnmnn:AdannVVo|frey<avvo|frey�Ddine\|c.conn> BuILo|wooEpxnTmsNr "'.-__—__' Smmt;Tuesday, December 13, 20Z211:18AK4 - To: Fallon, Rosa <rfallon@yarmouth.ma.us> Subject: RE: 17 Seagull Road X:ThisemaUoh�o��teso sidenftheor�anbatnn� Donotnpenattachnnent or click ~ ` ^ links unless uare�unethisennai| isfromaknownsenderandyouknow the content is safe. Call thesendertover�y �unsure.Othemv�ede|etefhisennaii Hi Rosa I just received your voicemail. For documentation purposes, can you please confirm the amount of the permit fee is$190? Thanks, Adam Wolfrey I Sae Acquisition Consultant 750 W Center St, Suite 301 I WesBridgewater, MA 02379 Mobile: 508-667-3100 awolfreynclinellc.com I wwwnicoUona.00m From: Fallon, Rosa <rfallonWyarmouth,ma.us> Sent: Friday, December 9, 2022 11:08 AM To:Adam VVo|frey«ovvn|freyPdine||c.cnrn> Subject: RE: 17 Seagull Road Its still in plan review with Tim. I will call when its ready. From:Adam VVo|frey<awn|freyPc|ine||c.c0rn> Sent: Friday, December 9, 2022 10:48 AM To: Fallon, Rnsa <rfa||onPyarmouth.ma.us> Subject: RE: 17 Seagull Road AttenOorU�Thi� ennai| originates utside of the niz /to .nonot open t±achnnetsorclick links unless you are sure this email isfrom aknown sender and you know the content issafe. Cal|the sender toverify ifunsure. Otherwise de|�te^this emaii . , ` Hi Rosa, Has the permit been issued? Thanks, Adam Wolfrey I Site Acquisition Consultant M� 750 W Center St, Suite 301 (West Bridgewater, MA 02379 Mobile: 508-667-3100 awolfrey ac clinellc.com J www.centerlinecommunications.com From: Fallon, Rosa <rfallonPyarmouth.ma.us> Sent: Friday, December 9, 2022 10:19 AM To:Adam Wolfrey<awolfreyPclinellc.com> Subject: RE: 17 Seagull Road Yes,we received it. From:Adam Wolfrey<awolfreyl iclinellc.com> Sent: Friday, December 9, 2022 10:06 AM To: Fallon, Rosa <rfallonPyarmouth.ma.us> Subject: RE: 17 Seagull Road Importance: High Attention!:This email originates outside of the organization. Do not open attachments or click ' links unless you are sure this email is from a known sender and you know the content is safe. Call the sender to verify if unsure. Otherwise delete,this,email. Hi Rosa, Can you please confirm if you received my previous email? Has the permit been issued? Thanks, Adam Wolfrey I Site Acquisition Consultant rat 750 W Center St, Suite 301 I West Bridgewater, MA 02379 Mobile: 508-667-3100 awolfrey@clinellc.com (www.centerlinecommunications.com From:Adam Wolfrey Sent: Monday, December 5, 2022 1:28 PM To: Fallon, Rosa <rfallonPyarmouth.ma,us> Subject: RE: 17 Seagull Road Here you go. Thanks, Adam Wolfrey I Site Acquisition Consultant 750 W Center St, Suite 301 I West Bridgewater, MA 02379 Mobile: 508-667-3100 awolfreynclinellc.com I www.centerlinecommunications.com From: Fallon, Rosa <rfallonPyarmouth.ma.us> Sent: Monday, December 5, 2022 1:07 PM To:Adam Wolfrey<awolfrey(clinellc.com> Subject: RE: 17 Seagull Road The attached W/C form needs to be filled out and a copy of your W/C sheet is missing and also a copy of your contractor CSL. Can you please email both those missing things? From:Adam Wolfrey<awolfrey( clinellc.com> Sent: Monday, December 5, 2022 10:31 AM To:Clarke, Kristin<KClarke(Eyarmouth.ma.us> Cc: Fallon, Rosa <rfallonPyarmouth.ma.us> Subject: RE: 17 Seagull Road Attention!:This email originates outside of the organization. Do not open attachments or click links unless you are sure this email is from a known sender and you know the content is safe. Call the sender to verify if unsure. Otherwise delete this email. Hi Kristin, I attached the UPS confirmation to this email. Thanks, Adam Wolfrey I Site Acquisition Consultant 750 W Center St, Suite 301 I West Bridgewater, MA 02379 Mobile: 508-667-3100 awolfrey aaclinellc.com j www.centerlinecommunications.com From:Clarke, Kristin<KClarkePyarmouth.ma.us> Sent: Monday, December 5, 2022 10:16 AM To:Adam Wolfrey<awolfreyPclinellc.com> Cc: Fallon, Rosa <rfallonC6 yarmouth.ma,us> Subject: RE: 17 Seagull Road Adam, I checked with Rosa, who processes the commercial permits and she has not received your permit as of this morning. Thank you, Kristin Clarke Office Assistant Building Department 508-398-2231 x1261 From:Adam Wolfrey<awolfreyPclinellc.com> Sent: Monday, December 5, 2022 9:49 AM To:Clarke, Kristin<KClarkePyarmouth.ma.us> Subject: RE: 17 Seagull Road Importance: High Attention!:This email originates outside of the organization. Do not open attachments or click links unless you are sure this email is from a known sender and you know the content is safe. Call the sender to verify if unsure. Otherwise delete this email f Hi Kristin, I saw that the application and check arrived at your office on 11/30. Has the permit been issued? Thanks, r Adam Wolfrey I Site Acquisition Consultant I 750 W Center St, Suite 301 I West Bridgewater, MA 02379 Mobile: 508-667-3100 awolfrey(@clinellc.com I www.centerlinecommunications.com From: Clarke, Kristin <KClarke( yarmouth.ma.us> Sent: Friday, November 18, 2022 2:55 PM To:Adam Wolfrey<awolfreyPclinellc.com> Subject: 17 Seagull Road Good afternoon, The permit for 17 Seagull Road cannot be done as an online express permit. Please submit on the enclosed commercial application, with the supporting documents and 2 sets of plans. The application fee is$60.00, which can be submitted by check with the application. Please mail or drop off the completed application to Town of Yarmouth, Building Department, 1146 Route 28, South Yarmouth, MA 02664. It cannot be submitted online or be email. Thank you, Kristin Clarke Office Assistant Building Department 508-398-2231 x1261 Links contained in this email have been replaced. If you click on a link in the email above,the link will be analyzed for known threats. If a known threat is found, you will not be able to proceed to the destination. If suspicious content is detected, you will see a warning. Links contained in this email have been replaced. If you click on a link in the email above,the link will be analyzed for known threats. If a known threat is found, you will not be able to proceed to the destination. If suspicious content is detected,you will see a warning. Links contained in this email have been replaced. If you click on a link in the email above,the link will be analyzed for known threats. If a known threat is found, you will not be able to proceed to the destination. If suspicious content is detected,you will see a warning. Links contained in this email have been replaced. If you click on a link in the email above,the link will be analyzed for known threats. If a known threat is found,you will not be able to proceed to the destination. If suspicious content is detected,you will see a warning. Links contained in this email have been replaced. If you click on a link in the email above, the link will be analyzed for known threats. If a known threat is found, you will not be able to proceed to the destination. If suspicious content is detected, you will see a warning.