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HomeMy WebLinkAboutID11145-A_JumpWest_PaigeWireless_03282022_RA_TES126690_2_Job V1C `(E IDI� I N APPROVED DATE: 09/07/22 FILE NUMBER: A-2022-01e1 T nl ES Tower Engineering Solutions Phone (972) 483-0607, Fax (972) 975-9615 1320 Greenway Drive, Suite 600, Irving, Texas 75038 Structural Analysis Report Existing 300 ft Sabre Guyed Tower Customer Name: SBA Communications Corp Customer Site Number: ID11145-A Customer Site Name: Jump West Carrier Name: Paige Wireless (App#: 183948, V2) Carrier Site ID / Name: SBA 5544 / Idaho WD63 Jump West Site Location: 24084 Blessinger Road Star, Idaho Canyon County Latitude: 43.723888 Longitude:-116.528055 Analysis Result: Max Structural Usage: 82.2% [Pass] Max Foundation Usage: 56.0% [Pass] Additional Usage Caused by New Mount/Mount Modification : N/A Report Prepared By : Linfeng Chen 21211 a�/2-4/Lea.1 TES Project Number: 126690 Page 1 March 28, 2022 C `(E IDI� I N APPROVED DATE: 09/07/22 FILE NUMBER: A-2022-01e1 T ail ES Tower Engineering Solutions Phone (972) 483-0607, Fax (972) 975-9615 1320 Greenway Drive, Suite 600, Irving, Texas 75038 Structural Analysis Report Existing 300 ft Sabre Guyed Tower Customer Name: SBA Communications Corp Customer Site Number: ID11145-A Customer Site Name: Jump West Carrier Name: Paige Wireless (App#: 183948, V2) Carrier Site ID / Name: SBA 5544 / Idaho WD63 Jump West Site Location: 24084 Blessinger Road Star, Idaho Canyon County Latitude: 43.723888 Longitude:-116.528055 Analysis Result: Max Structural Usage: 82.2% [Pass] Max Foundation Usage: 56.0% [Pass] Additional Usage Caused by New Mount/Mount Modification : N/A Report Prepared By : Linfeng Chen TES Project Number: 126690 Page 1 March 28, 2022 CUEIDR IAy APPROVED n DATE 09/07/22 EIIENUMBER: A-2D22 1 lennas f this report is to summarize the analysis results on the 300 ft Sabre Guyed Tower to support the MEP ' and transmission lines in addition to those currently installed. Any modification listed under Sources of Information was assumed completed and was included in this analysis. Sources of Information Tower Drawings Original tower drawing by Sabre, job#06-06230, dated 06/17/2005 Previous SA by FDH Engineering, project#1304424400, dated 06/10/2013 Foundation Drawing Original foundation drawing by Sabre, job#06-06230, dated 06/17/2005 Geotechnical Report Geotech report prepared by Strata, File#G&AENG 605089A, dated 05/24/2005 Modification Drawings N/A Mount Analysis N/A Analvsis Criteria The comprehensive analysis was performed in accordance with the requirements and stipulations of the TIA-222-H. In accordance with this standard, the structure was analyzed using TESTowers, a proprietary analysis software. The program considers the structure as an elastic 3-D model with second -order effects and temperature effects incorporated in the analysis. The analysis was performed using multiple wind directions. Wind Speed Used in the Analysis Wind Speed with Ice: Service Load Wind Speed: Standard/Codes: Exposure Category: Risk Category: Topographic Category: Crest Height: Seismic Parameters: 102.0 mph (3-Sec. Gust) (Ultimate wind speed) 40 mph (3-Sec. Gust) with 1/2" radial ice concurrent 60 mph + 0" Radial ice TIA-222-H / 2018 1 BC C 1 0 ft Ss = 0.297, Si = 0.108 This structural analysis is based upon the tower being classified as a Risk Category 11; however, if a different classification is required subsequent to the date hereof, the tower classification will be changed to meet such requirement and a new structural analysis will be run. TES Project Number: 126690 Page 2 March 28, 2022 CUEIDR IAy APPROVED Itennas,Mounts and Transmission Lines DATE 09/07/22 FILE NUMBER: ^-z"zz--1 [low summarizes the antennas, mounts and transmission lines that were considered in the xisting on the tower. Elevation Transmission Items Qty Antenna Descriptions Mount Type & Qty. Owner A Lines 1 300.0 9 Antel RWA-80017-3 - Panel (3) Sector Frames (9)15/8" Sprint 2 273.0 4 Alcatel Lucent B66A RRH4x45-4R (3) Sector Frames (2)15/8" Hybrid Verizon 3 2 Ericsson 4449 135/1312 4 2 Ericsson 8843 5 2 RFS DB-B1-6C-12AB-0Z 6 8 Commscope SBNHH-1D45C (1) 2.5" Cambium Networks C050045A102A - Conduit 7 260.0 4 (3) Pipe Mounts Panel (3) 3/8" Fiber* Cambium Networks C050045A102A - Heritage 8 4 Panel (3) Standoff T- Arms (1) 2Conduit ) Wireless Laird Technologies S49016120PNF - 9 240.0 3 Panel (18) CATS* 10 3 Cambium Networks 5750APG 11 1 Radio Waves - HP2-18 - Dish 12 3 Commscope FFVV-65B-R2 - Panel (3) Sector Frames (1)1.75" 13 227.0 3 Fujitsu TA08025-6604 RRU (Commscope Hybrid Dish 14 3 Fujitsu TA08025-13605 RRU MTC3975083 AD A) Wireless 15 1 Raycap RDIDC-9181-PF-48 - OVP 16 3 RFS APXVLL19P_43-C-A20 - Panel Sector Frames (3)15/8" Hybrid Trunk 17 3 RFS APXVAALL24-43-U-NA20 - Panel 18 217.0 3 Ericsson AIR6449 B41- Panel (3) Valmont VFA10-HD 6/24 4 AWG T-Mobile 19 3 Ericsson 4460 B25 B66 RRU 10m 20 3 Ericsson 4480 B71 + B85 RRU 23 105.0 1 ISMD4-Ice-shileld Pipe Mount (1) EW90 (1.32") Verizon 24 1 100.0 1 1 RFS SBX4-W100AMPT- Dish *Cables are inside conduits TES Project Number: 126690 Page 3 March 28, 2022 L ( E IDIAN> APPROVED DATE: 09/07/22 Carrier's Final Configuration of Antennas, Mounts and Transmission Lines EIIE NUMBER- pertaining to the proposed carrier's final configuration of antennas and transmission lines d by SBA Communications Corp. The proposed antennas and lines are listed below. Elevation Transmission Items Qty. Antenna Descriptions Mount Type & Qty. Owner eft) Lines 21 200.0 1 Cisco ANT-LPWA-DB-O-N-5-Whip standoff pipe mount (2) Site Pro 1 S2-K () 3 0.25" Paige Wireless 22 1 Cisco FM-DISH-29 - Dish See the attached coax layout for the line placement considered in the analysis. TES Project Number: 126690 Page 4 March 28, 2022 L ( E IDIAN> APPROVED esults DATE: 09/07/22 I"ENUMBER: A-2022-016' f the structural analysis, performed for the wind and ice loading and antenna equipment as defined above, are summarized as the following: Tower Component Legs Diagonals Horizontals Guy Wires Max. Usage: 82.2% 50.5% 14.5% 81.5% Pass/Fail Pass Pass Pass Pass Foundations Base Reactions Inner Anchors Reactions (kips) Axial Shear Uplift Shear Analysis Reactions 100.5 1.1 20.9 27.5 The foundation has been investigated using the supplied documents and soils report and was found adequate. Therefore, no modification to the foundation will be required. TES Project Number: 126690 Page 5 March 28, 2022 L ( E IDIAN> APPROVED d Condition (Rigidity): DATE: 09/07/22 EIIE NUMBER: ^-2022-0- characteristics of the tower are found to be within the limits prescribed by TIA-222 for the ennas. The maximum twist/sway at the elevation of the proposed equipment is 0.3278 degrees under the operational wind speed as specified in the Analysis Criteria. Conclusions Based on the analysis results, the existing structure and its foundation were found to be adequate to safely support the existing and proposed equipment and meet the minimum requirements per the TIA- 222 Standard under the design basic wind speed as specified in the Analysis Criteria. TES Project Number: 126690 Page 6 March 28, 2022 CUEIDR IAy APPROVED DATE 09/07/22 FILE NUMBER: -22- l Standard Conditions 1. This analysis was performed based on the information supplied to (TES) Tower Engineering Solutions, LLC. Verification of the information provided was not included in the Scope of Work for TES. The accuracy of the analysis is dependent on the accuracy of the information provided. 2. The structural analysis was performance based upon the evidence available at the time of this report. All information provided by the client is considered to be accurate. 3. The analyses will be performed based on the codes as specified by the client or based on the best knowledge of the engineering staff of TES. In the absence of information to the contrary, all work will be performed in accordance with the latest relevant revision of ANSI/TIA-222. If wind speed and/or ice loads are different from the minimum values recommended by the ANSI/TIA-222 standard or other codes, TES should be notified in writing and the applicable minimum values provided by the client. 4. The configuration of the existing mounts, antennas, coax and other appurtenances were supplied by the customer for the current structural analysis. TES has not visited the tower site to verify the adequacy of the information provided. If there is any discrepancy found in the report regarding the existing conditions, TES should be notified immediately to evaluate the effect of the discrepancy on the analysis results. 5. The client will assume responsibility for rework associated with the differences in initially provided information, including tower and foundation information, existing and/or proposed equipment and transmission lines. 6. If a feasibility analysis was performed, final acceptance of changed conditions shall be based upon a rigorous structural analysis. TES Project Number: 126690 Page 7 March 28, 2022 APPROVED 7ed DATL 09/07/22 RENUMBER:^-zwaois� Structure: I D 11145-A-SBA Code: TIA-222-H Base Shape: Triangle Basic WS: 102.00 Base Width: 0.00 Basic Ice WS: 40.00 Top Width: 3.00 Operational WS: 60.00 Section Proaerties Sect Leg Members Diagonal Members Horizontal Members 1 SOL 2 1/4" SOLID PLT 6"X3/8" 2 SOL 2 1/4" SOLID SOL 1 1/4" SOLID SOL 7/8" SOLID 3-5 SOL 2" SOLID SOL 1" SOLID SOL 7/8" SOLID 6-15 SOL 1 3/4" SOLID SOL 1" SOLID SOL 7/8" SOLID 16 SOL 1 1/2" SOLID SOL 1" SOLID SOL 7/8" SOLID Discrete Appurtenances Y 300.00 S16 280.00 S15 260.00 Attach Force Elev (ft) Elev (ft) Qty Description s1a 300.00 300.00 1 6' Lightning rod 240.00 300.00 300.00 1 Beacon 300.00 300.00 3 Sector Frames S13 300.00 300.00 9 Antel RWA-80017-3 220.00 273.00 273.00 3 Sector Frames _ 273.00 273.00 2 8843 S12 273.00 273.00 2 RFS DB-B1 -6C-1 2AB-OZ Junction Box 200.00 - 273.00 273.00 4 Alcatel Lucent B66A RRH4x45-4R-RRH 273.00 273.00 2 4449 B5/B12 S11 273.00 273.00 8 Commscope SBNHH-1 D45C 180.00 260.00 260.00 3 Pipe Mounts 260.00 260.00 4 Cambium Networks C050045A102A S10 240.00 240.00 1 HP2-18 240.00 240.00 3 Standoffs 160.00 240.00 240.00 4 Cambium Networks C050045A102A S9 240.00 240.00 3 Laird Technologies S49016120PNF 240.00 240.00 3 5750APG 14000 227.00 227.00 3 Commscope FFVV-65B-R2 33 227.00 227.00 3 Fujitsu TA08025-B604 RRU 227.00 227.00 3 Fujitsu TA08025-B605 RRU 120.00 227.00 227.00 1 Raycap RDIDC-9181-PF-48 S7 227.00 227.00 3 Sector Frames (Commscope MTC3975083 AD A) Fys 217.00 217.00 3 RFS APXVLL19P_43-C-A20 100.00 217.00 217.00 3 RFS APXVAALL24-43-U-NA20 S6 217.00 217.00 3 Ericsson AIR6449 B41 217.00 217.00 1 (3) Valmont VFA10-HD 80 00 4 217.00 217.00 3 Ericsson 4460 B25 B66 RRU 217.00 217.00 3 Ericsson 4480 B71 + B85 RRU S5 200.00 201.75 1 Cisco ANT-LPWA-DB-0-N-5 60.00 200.00 200.00 1 Cisco FM-DISH-29 �y 200.00 200.00 1 (2) Site Pro 1 S2-K S4 105.00 105.00 1 ISMD4-Ice-shileld 4000 100.00 100.00 1 RFS SBX4-W100AMPT 100.00 100.00 1 pipe mount S3 Linear Appurtenances 2000 Elev Elev S2 From (ft) To (ft) Qty Description 6.70 0.00 300.00 9 1 5/8" Coax 0.00 273.00 2 1 5/8" Hybrid Download 100.49•k Horiz 1.05 k 0.00 260.00 1 2.5" Conduit 0.00 260.00 3 3/8" Fiber 0.00 240.00 1 2" Conduit Z 0.00 240.00 18 CAT5 0.00 227.00 1 1.75" Hybrid Copyright © 2022 by Tower Engineering Solutions, LLC. All rights reserved. 3/28/2022 111 I11 Page: 1 IES7 To"cr Eneinecrme Solutions Uplift 20-98 k Horiz 27.52 k Structure: ID11145-A-SBA p West Code: TIA-222-H 3/28/2022 111 I�I APPROVED ed Base Shape: Triangle Basic WS: 102.00 DATE: 09/07/22 00 (ft) Base Width: 0.00 Basic Ice WS: 40.00 IE S r J INUMBIR L2022 0167 (ft) Top Width: 3.00 Operational WS: 60.00 Page: 2 To"cr Eneinecrm¢ Solmions 0.00 217.00 3 1 5/8" Hybrid Trunk 6/24 4 AWG 0.00 200.00 3 0.25" Coax 0.00 100.00 1 EW90 Max Guy Wire 81.51 % @ 236.6 ft - 1/2 EHS Copyright © 2022 by Tower Engineering Solutions, LLC. All rights reserved. Structure: ID11145-A-SBA �� p West Code: TIA-222-H APPROVED ed Base Shape: Triangle Basic WS: 102.00 DATE: 09/07/22 00 (ft) Base Width: 0.00 Basic Ice WS: 40.00 FILE NUMBEk^-2022-0is1 (ft) Top Width: 3.00 Operational WS: 60.00 3/28/2022 111 Q ES Page:3 Tower Engineering Solutions Download 1DQATk R: 227.v: Horfz 1.05 k Uplift 20.58 k. H oriz 27.52 k Z Copyright © 2022 by Tower Engineering Solutions, LLC. All rights reserved. redBase r Drops with Guy Radius - Structure: ID1 1 145-A-SBA �E IDR IAN,-- �� Code: EIA_H 3/28/2022 APPROVED Shape: Triangle Basic WS: 102.00 DATE 09/07/22 Base Width: 0.00 Basic Ice WS: 40.00 FILE NUMBERA2022 Top Width: 3.00 Operational WS: 60.00 Page: 4 — -`' r 227 fit(-8.00) III ES Tower Hnginccrine Solutions Copyright © 2022 by Tower Engineering Solutions, LLC. All rights reserved. Copyright © 2022 by Tower Engineering Solutions, LLC. All rights reserved. CUEIDR IAy �� 145-A-SBA APPROVED p West DATE 09/07/22 00 (ft) FILE NUMBER: ^-2w2-1 0 (ft) Topography: 1 Discrete Appurtenances Properties Loading Summary Code: TIA-222-H 3/28/2022 Exposure: C Crest Height: 0.00 Site Class: D - Stiff Soil IES Struct Class: II Page: 6 T°"" E°g'°""m., Sol tion� No Ice Ice Attach Vert Elev Weight CaAa Weight CaAa Len Width Depth Orientation Ecc (ft) Description Qty (lb) (sf) (lb) (sf) (in) (in) (in) Ka Factor (ft) 300.00 6' Lightning rod 1 6.50 0.380 19.42 0.767 72.000 0.600 0.600 1.00 1.00 0.000 300.00 Beacon 1 36.00 2.720 83.42 3.058 28.000 17.500 17.500 1.00 1.00 0.000 300.00 Sector Frames 3 500.00 17.500 748.55 22.459 0.000 0.000 0.000 1.00 0.75 0.000 300.00 Antel RWA-80017-3 9 31.00 10.880 107.62 11.492 96.500 11.200 6.300 1.00 0.78 0.000 273.00 Sector Frames 3 500.00 17.500 746.78 22.423 0.000 0.000 0.000 0.75 0.75 0.000 273.00 8843 2 75.00 1.650 91.82 1.827 15.000 13.200 11.100 0.80 0.92 0.000 273.00 RFS DB-B1-6C-12AB-0Z Junction 2 21.40 4.100 63.33 4.383 25.700 19.200 15.700 0.80 0.91 0.000 273.00 Alcatel Lucent B66A 4 64.00 2.600 89.08 2.835 26.000 12.000 6.800 0.80 0.80 0.000 273.00 4449 B5/B12 2 71.00 1.970 89.92 2.164 17.900 13.190 9.440 0.80 0.86 0.000 273.00 Commscope SBNHH-1D45C 8 50.50 7.240 107.19 7.620 48.000 18.000 7.000 0.80 0.73 0.000 260.00 Pipe Mounts 3 120.00 4.500 156.73 6.340 0.000 0.000 0.000 0.75 0.75 0.000 260.00 Cambium Networks C050045A102A 4 31.00 4.330 67.07 4.633 0.000 0.000 0.000 0.80 0.73 0.000 240.00 HP2-18 1 27.00 3.960 55.98 4.369 24.000 24.000 0.000 1.00 1.00 0.000 240.00 Standoffs 3 120.00 6.000 156.43 8.433 0.000 0.000 0.000 0.75 0.75 0.000 240.00 Cambium Networks C050045A102A 4 31.00 4.330 66.77 4.631 0.000 0.000 0.000 0.80 0.73 0.000 240.00 Laird Technologies S49016120PNF 3 1.95 0.540 3.13 0.724 0.000 0.000 0.000 0.80 1.17 0.000 240.00 5750APG 3 1.00 0.290 1.49 0.389 0.000 0.000 0.000 0.80 1.00 0.000 227.00 Commscope FFVV-65B-R2 3 70.80 12.270 169.13 12.774 72.000 19.600 7.800 0.80 0.73 0.000 227.00 Fujitsu TA08025-13604 RRU 3 63.93 1.960 81.37 2.153 15.750 14.960 7.870 0.80 0.76 0.000 227.00 Fujitsu TA08025-13605 RRU 3 74.96 1.960 92.96 2.153 15.750 14.960 9.050 0.80 0.80 0.000 227.00 Raycap RDIDC-9181-PF-48 1 21.85 2.010 40.13 2.205 16.570 14.570 8.460 0.80 0.79 0.000 227.00 Sector Frames (Commscope 3 500.00 10.600 742.86 13.535 0.000 0.000 0.000 0.75 1.00 0.000 217.00 RFS APXVLL19P_43-C-A20 3 55.00 9.240 107.96 10.254 75.800 13.000 3.200 0.80 0.67 0.000 217.00 RFS APXVAALL24-43-U-NA20 3 122.80 20.240 258.38 20.880 95.900 24.000 8.500 0.80 0.73 0.000 217.00 Ericsson AIR6449 B41 3 103.00 5.650 150.27 5.978 33.100 20.500 8.300 0.80 0.71 0.000 217.00 (3) Valmont VFA10-HD 1 2007.0 44.700 2683.20 64.063 0.000 0.000 0.000 0.75 1.00 0.000 217.00 Ericsson 4460 B25 B66 RRU 3 109.00 2.850 133.79 3.083 21.800 15.700 7.500 0.80 0.67 0.000 217.00 Ericsson 4480 B71 + B85 RRU 3 93.00 2.850 117.80 3.083 21.800 15.700 7.500 0.80 0.67 0.000 200.00 Cisco ANT-LPWA-DB-0-N-5 1 5.00 0.430 7.31 0.759 27.240 1.300 1.200 1.00 1.00 1.750 200.00 Cisco FM-DISH-29 1 22.00 5.220 51.78 5.749 24.000 24.000 15.500 1.00 1.00 0.000 200.00 (2) Site Pro 1 S2-K 1 350.00 5.000 450.07 6.191 0.000 0.000 0.000 1.00 1.00 0.000 105.00 ISMD4-Ice-shileld 1 315.00 4.000 482.49 5.203 14.000 75.000 48.000 1.00 1.00 0.000 100.00 RFS SBX4-W100AMPT 1 77.00 17.000 185.50 17.763 49.700 49.700 24.900 1.00 1.00 0.000 100.00 pipe mount 1 350.00 2.500 442.87 3.053 0.000 0.000 0.000 1.00 1.00 0.000 Totals: 91 12,045.47 18,712.99 Number of Appurtenances : 34 Copyright © 2022 by Tower Engineering Solutions, LLC. All rights reserved. CUEIDR IAy �� 145-A-SBA APPROVED p West DATE 09/07/22 00 (ft) FILE NUMBER:^-02101s1 0 (ft) _ Loading Summary Code: TIA-222-H Exposure: C Crest Height: 0.00 Site Class: D - Stiff Soil Topography: 1 Struct Class: II 3/28/2022 III ES Page: 7 Tower Hnginccring Solutions Linear Appurtenances Properties Elev. Elev. Pct Spread Cluster Out From To Width Weight In On Bundling Dia of Spacing Orientation Ka (ft) (ft) Description Qty (in) (lb/ft) Block Faces Arrangement (in) Zone (in) Factor Override 0.00 300.00 1 5/8" Coax 9 1.98 1.04 100.00 1 Individual NR N 1.00 1.00 0.00 273.00 1 5/8" Hybrid 2 2.00 1.10 100.00 3 Individual NR N 1.00 1.00 0.00 260.00 2.5' Conduit 1 2.50 1.61 100.00 2 Individual NR N 1.00 1.00 0.00 260.00 3/8" Fiber 3 0.00 0.06 50.00 2 Individual NR N 1.00 1.00 0.00 240.00 2" Conduit 1 2.00 1.61 100.00 2 Individual NR N 1.00 1.00 0.00 240.00 CAT5 18 0.00 0.02 50.00 2 Individual NR N 1.00 1.00 0.00 227.00 1.75" Hybrid 1 1.75 1.00 3 Individual NR N 1.00 1.00 0.00 217.00 1 5/8" Hybrid Trunk 6/24 4 3 2.00 1.10 100.00 1 Individual NR N 1.00 1.00 0.00 200.00 0.25" Coax 3 0.25 0.04 100.00 2 Individual NR N 1.00 1.00 0.00 100.00 EW90 1 1.32 0.32 3 Individual NR N 1.00 1.00 Copyright © 2022 by Tower Engineering Solutions, LLC. All rights reserved. �ERSection Forces IDIAN,-- �� 145-A-SBA Code: TIA-222-H 3/28/2022 ES� APPROVED p West Exposure: C DATE 09/07/22 00 (ft) Crest Height: 0.00 FIEF NUMBER: A2D22-1 0 (tt) Site Class: D - Stiff Soil Topography: 1 Struct Class: II Page: 8 Tower Engineering Solutions Load Case: 1.21D + 1.OW Normal Wind 1.21D + 1.OW 102 mph Wind at Normal To Face Wind Load Factor: 1.00 Wind Importance Factor: 1.00 Dead Load Factor: 1.20 Ice Dead Load Factor: 0.00 Ice Importance Factor: 1.00 Total Total Ice Ice Wind Flat Round Round Ice Eff Linear Linear Total Struct Linear Total Sect Height qz Area Area Area Sol Thick Area Area Area Weight Weight Force Force Force Seq (ft) (psf) (sqft) (sqft) (sqft) Ratio Cf Df Dr (in) (sqft) (sqft) (sqft) (lb) Ice (lb) (lb) (lb) (lb) 1 3.4 17.53 2.719 2.60 0.00 0.47 1.94 1.00 1.00 0.00 2 13.4 17.53 0.000 7.59 0.00 0.18 2.67 1.00 1.00 0.00 3 30.0 20.26 0.000 10.26 0.00 0.16 2.73 1.00 1.00 0.00 4 50.0 22.56 0.000 10.26 0.00 0.16 2.73 1.00 1.00 0.00 5 70.0 24.21 0.750 10.03 0.00 0.17 2.70 1.00 1.00 0.00 6 90.0 25.53 0.000 9.42 0.00 0.15 2.77 1.00 1.00 0.00 7 110.0 26.63 0.000 9.45 0.00 0.15 2.77 1.00 1.00 0.00 8 130.0 27.58 0.750 9.24 0.00 0.16 2.74 1.00 1.00 0.00 9 150.0 28.42 0.000 9.45 0.00 0.15 2.77 1.00 1.00 0.00 10 170.0 29.18 0.000 9.45 0.00 0.15 2.77 1.00 1.00 0.00 11 190.0 29.87 0.750 9.24 0.00 0.16 2.74 1.00 1.00 0.00 12 210.0 30.51 0.000 9.45 0.00 0.15 2.77 1.00 1.00 0.00 13 230.0 31.10 0.750 9.24 0.00 0.16 2.74 1.00 1.00 0.00 14 250.0 31.65 0.000 9.45 0.00 0.15 2.77 1.00 1.00 0.00 15 270.0 32.17 0.000 9.45 0.00 0.15 2.77 1.00 1.00 0.00 16 290.0 32.66 0.750 8.43 0.00 0.15 2.78 1.00 1.00 0.00 4.46 20.18 0.00 666.8 0.0 128.92 191.21 320.12 4.41 40.06 0.00 1,330.5 0.0 175.26 429.68 604.94 5.93 60.23 0.00 1,672.3 0.0 278.60 746.67 1,025.28 5.93 60.23 0.00 1,672.3 0.0 310.24 831.45 1,141.68 6.55 60.23 0.00 1,688.7 0.0 363.99 892.48 1,256.47 5.43 60.23 0.00 1,489.1 0.0 326.70 940.97 1,267.67 5.45 58.03 0.00 1,484.3 0.0 341.52 945.72 1,287.24 6.08 58.03 0.00 1,503.5 0.0 390.48 979.58 1,370.06 5.45 58.03 0.00 1,484.3 0.0 364.56 1009.54 1,374.09 5.45 58.03 0.00 1,484.3 0.0 374.29 1036.49 1,410.78 6.08 58.03 0.00 1,503.5 0.0 422.96 1061.05 1,484.01 5.45 55.28 0.00 1,469.1 0.0 391.32 1032.29 1,423.61 6.08 44.89 0.00 1,405.5 0.0 440.32 854.38 1,294.70 5.45 40.53 0.00 1,321.9 0.0 405.95 785.17 1,191.12 5.45 34.03 0.00 1,260.5 0.0 412.58 670.02 1,082.61 5.60 29.70 0.00 1,089.0 0.0 432.30 593.57 1,025.87 22,525.5 0.0 18,560.24 Copyright © 2022 by Tower Engineering Solutions, LLC. All rights reserved. �ERSection Forces IDIAN,-- �� 145-A-SBA Code: TIA-222-H 3/28/2022 ES� APPROVED p West Exposure: C DATE 09/07/22 00 (ft) Crest Height: 0.00 FIEF NUMBER: A2D22-1 0 (tt) Site Class: D - Stiff Soil /� Topography: 1 Struct Class: II Page: 9 Tower Engineering Solutions Load Case: 1.21D + 1.OW 60° Wind 1.21D + 1.OW 102 mph Wind at 60' From Face Wind Load Factor: 1.00 Wind Importance Factor: 1.00 Dead Load Factor: 1.20 Ice Dead Load Factor: 0.00 Ice Importance Factor: 1.00 Total Total Ice Ice Wind Flat Round Round Ice Eff Linear Linear Total Struct Linear Total Sect Height qz Area Area Area Sol Thick Area Area Area Weight Weight Force Force Force Seq (ft) (psf) (sqft) (sqft) (sqft) Ratio Cf Df Dr (in) (sqft) (sqft) (sqft) (lb) Ice (lb) (lb) (lb) (lb) 1 3.4 17.53 2.719 2.60 0.00 0.47 1.94 0.80 1.00 0.00 2 13.4 17.53 0.000 7.59 0.00 0.18 2.67 0.80 1.00 0.00 3 30.0 20.26 0.000 10.26 0.00 0.16 2.73 0.80 1.00 0.00 4 50.0 22.56 0.000 10.26 0.00 0.16 2.73 0.80 1.00 0.00 5 70.0 24.21 0.750 10.03 0.00 0.17 2.70 0.80 1.00 0.00 6 90.0 25.53 0.000 9.42 0.00 0.15 2.77 0.80 1.00 0.00 7 110.0 26.63 0.000 9.45 0.00 0.15 2.77 0.80 1.00 0.00 8 130.0 27.58 0.750 9.24 0.00 0.16 2.74 0.80 1.00 0.00 9 150.0 28.42 0.000 9.45 0.00 0.15 2.77 0.80 1.00 0.00 10 170.0 29.18 0.000 9.45 0.00 0.15 2.77 0.80 1.00 0.00 11 190.0 29.87 0.750 9.24 0.00 0.16 2.74 0.80 1.00 0.00 12 210.0 30.51 0.000 9.45 0.00 0.15 2.77 0.80 1.00 0.00 13 230.0 31.10 0.750 9.24 0.00 0.16 2.74 0.80 1.00 0.00 14 250.0 31.65 0.000 9.45 0.00 0.15 2.77 0.80 1.00 0.00 15 270.0 32.17 0.000 9.45 0.00 0.15 2.77 0.80 1.00 0.00 16 290.0 32.66 0.750 8.43 0.00 0.15 2.78 0.80 1.00 0.00 3.91 20.18 0.00 666.8 0.0 113.19 191.21 304.39 4.41 40.06 0.00 1,330.5 0.0 175.26 429.68 604.94 5.93 60.23 0.00 1,672.3 0.0 278.60 746.67 1,025.28 5.93 60.23 0.00 1,672.3 0.0 310.24 831.45 1,141.68 6.40 60.23 0.00 1,688.7 0.0 355.66 892.48 1,248.14 5.43 60.23 0.00 1,489.1 0.0 326.70 940.97 1,267.67 5.45 58.03 0.00 1,484.3 0.0 341.52 945.72 1,287.24 5.93 58.03 0.00 1,503.5 0.0 380.85 979.58 1,360.43 5.45 58.03 0.00 1,484.3 0.0 364.56 1009.54 1,374.09 5.45 58.03 0.00 1,484.3 0.0 374.29 1036.49 1,410.78 5.93 58.03 0.00 1,503.5 0.0 412.53 1061.05 1,473.57 5.45 55.28 0.00 1,469.1 0.0 391.32 1032.29 1,423.61 5.93 44.89 0.00 1,405.5 0.0 429.46 854.38 1,283.84 5.45 40.53 0.00 1,321.9 0.0 405.95 785.17 1,191.12 5.45 34.03 0.00 1,260.5 0.0 412.58 670.02 1,082.61 5.45 29.70 0.00 1,089.0 0.0 420.71 593.57 1,014.28 22,525.5 0.0 18,493.66 Copyright © 2022 by Tower Engineering Solutions, LLC. All rights reserved. �ERSection Forces IDIAN,-- �� 145-A-SBA Code: TIA-222-H 3/28/2022 E S APPROVED p West Exposure: C DATE 09/07/22 00 (ft) Crest Height: 0.00 FIEF NUMBER: A2D22-1 0 (tt) Site Class: D - Stiff Soil Topography: 1 Struct Class: II Page: 10 I Tower EngineC"mgs°l°"°n, Load Case: 1.2D + 1.OW 90° Wind 1.21D + 1.OW 102 mph Wind at 90' From Face Wind Load Factor: 1.00 Wind Importance Factor: 1.00 Dead Load Factor: 1.20 Ice Dead Load Factor: 0.00 Ice Importance Factor: 1.00 Total Total Ice Ice Wind Flat Round Round Ice Eff Linear Linear Total Struct Linear Total Sect Height qz Area Area Area Sol Thick Area Area Area Weight Weight Force Force Force Seq (ft) (psf) (sqft) (sqft) (sqft) Ratio Cf Df Dr (in) (sqft) (sqft) (sqft) (lb) Ice (lb) (lb) (lb) (lb) 1 3.4 17.53 2.719 2.60 0.00 0.47 1.94 0.85 1.00 0.00 2 13.4 17.53 0.000 7.59 0.00 0.18 2.67 0.85 1.00 0.00 3 30.0 20.26 0.000 10.26 0.00 0.16 2.73 0.85 1.00 0.00 4 50.0 22.56 0.000 10.26 0.00 0.16 2.73 0.85 1.00 0.00 5 70.0 24.21 0.750 10.03 0.00 0.17 2.70 0.85 1.00 0.00 6 90.0 25.53 0.000 9.42 0.00 0.15 2.77 0.85 1.00 0.00 7 110.0 26.63 0.000 9.45 0.00 0.15 2.77 0.85 1.00 0.00 8 130.0 27.58 0.750 9.24 0.00 0.16 2.74 0.85 1.00 0.00 9 150.0 28.42 0.000 9.45 0.00 0.15 2.77 0.85 1.00 0.00 10 170.0 29.18 0.000 9.45 0.00 0.15 2.77 0.85 1.00 0.00 11 190.0 29.87 0.750 9.24 0.00 0.16 2.74 0.85 1.00 0.00 12 210.0 30.51 0.000 9.45 0.00 0.15 2.77 0.85 1.00 0.00 13 230.0 31.10 0.750 9.24 0.00 0.16 2.74 0.85 1.00 0.00 14 250.0 31.65 0.000 9.45 0.00 0.15 2.77 0.85 1.00 0.00 15 270.0 32.17 0.000 9.45 0.00 0.15 2.77 0.85 1.00 0.00 16 290.0 32.66 0.750 8.43 0.00 0.15 2.78 0.85 1.00 0.00 4.05 20.18 0.00 666.8 0.0 117.12 191.21 308.32 4.41 40.06 0.00 1,330.5 0.0 175.26 429.68 604.94 5.93 60.23 0.00 1,672.3 0.0 278.60 746.67 1,025.28 5.93 60.23 0.00 1,672.3 0.0 310.24 831.45 1,141.68 6.44 60.23 0.00 1,688.7 0.0 357.74 892.48 1,250.22 5.43 60.23 0.00 1,489.1 0.0 326.70 940.97 1,267.67 5.45 58.03 0.00 1,484.3 0.0 341.52 945.72 1,287.24 5.97 58.03 0.00 1,503.5 0.0 383.26 979.58 1,362.83 5.45 58.03 0.00 1,484.3 0.0 364.56 1009.54 1,374.09 5.45 58.03 0.00 1,484.3 0.0 374.29 1036.49 1,410.78 5.97 58.03 0.00 1,503.5 0.0 415.14 1061.05 1,476.18 5.45 55.28 0.00 1,469.1 0.0 391.32 1032.29 1,423.61 5.97 44.89 0.00 1,405.5 0.0 432.17 854.38 1,286.55 5.45 40.53 0.00 1,321.9 0.0 405.95 785.17 1,191.12 5.45 34.03 0.00 1,260.5 0.0 412.58 670.02 1,082.61 5.48 29.70 0.00 1,089.0 0.0 423.60 593.57 1,017.18 22,525.5 0.0 18,510.31 Copyright © 2022 by Tower Engineering Solutions, LLC. All rights reserved. �ERSection Forces IDIAN,-- �� 145-A-SBA Code: TIA-222-H 3/28/2022 E S APPROVED p West Exposure: C DATE 09/07/22 00 (ft) Crest Height: 0.00 FIEF NUMBER: A2D22-1 0 (tt) Site Class: D - Stiff Soil Topography: 1 Struct Class: II Page: 11 I Tower EngineC"mgs°l°"°n, Load Case: 0.91D + 1.OW Normal Wind 0.91D + 1.OW 102 mph Wind at Normal To Face Wind Load Factor: 1.00 Wind Importance Factor: 1.00 Dead Load Factor: 0.90 Ice Dead Load Factor: 0.00 Ice Importance Factor: 1.00 Total Total Ice Ice Wind Flat Round Round Ice Eff Linear Linear Total Struct Linear Total Sect Height qz Area Area Area Sol Thick Area Area Area Weight Weight Force Force Force Seq (ft) (psf) (sqft) (sqft) (sqft) Ratio Cf Df Dr (in) (sqft) (sqft) (sqft) (lb) Ice (lb) (lb) (lb) (lb) 1 3.4 17.53 2.719 2.60 0.00 0.47 1.94 1.00 1.00 0.00 2 13.4 17.53 0.000 7.59 0.00 0.18 2.67 1.00 1.00 0.00 3 30.0 20.26 0.000 10.26 0.00 0.16 2.73 1.00 1.00 0.00 4 50.0 22.56 0.000 10.26 0.00 0.16 2.73 1.00 1.00 0.00 5 70.0 24.21 0.750 10.03 0.00 0.17 2.70 1.00 1.00 0.00 6 90.0 25.53 0.000 9.42 0.00 0.15 2.77 1.00 1.00 0.00 7 110.0 26.63 0.000 9.45 0.00 0.15 2.77 1.00 1.00 0.00 8 130.0 27.58 0.750 9.24 0.00 0.16 2.74 1.00 1.00 0.00 9 150.0 28.42 0.000 9.45 0.00 0.15 2.77 1.00 1.00 0.00 10 170.0 29.18 0.000 9.45 0.00 0.15 2.77 1.00 1.00 0.00 11 190.0 29.87 0.750 9.24 0.00 0.16 2.74 1.00 1.00 0.00 12 210.0 30.51 0.000 9.45 0.00 0.15 2.77 1.00 1.00 0.00 13 230.0 31.10 0.750 9.24 0.00 0.16 2.74 1.00 1.00 0.00 14 250.0 31.65 0.000 9.45 0.00 0.15 2.77 1.00 1.00 0.00 15 270.0 32.17 0.000 9.45 0.00 0.15 2.77 1.00 1.00 0.00 16 290.0 32.66 0.750 8.43 0.00 0.15 2.78 1.00 1.00 0.00 4.46 20.18 0.00 500.1 0.0 128.92 191.21 320.12 4.41 40.06 0.00 997.9 0.0 175.26 429.68 604.94 5.93 60.23 0.00 1,254.2 0.0 278.60 746.67 1,025.28 5.93 60.23 0.00 1,254.2 0.0 310.24 831.45 1,141.68 6.55 60.23 0.00 1,266.5 0.0 363.99 892.48 1,256.47 5.43 60.23 0.00 1,116.8 0.0 326.70 940.97 1,267.67 5.45 58.03 0.00 1,113.2 0.0 341.52 945.72 1,287.24 6.08 58.03 0.00 1,127.6 0.0 390.48 979.58 1,370.06 5.45 58.03 0.00 1,113.2 0.0 364.56 1009.54 1,374.09 5.45 58.03 0.00 1,113.2 0.0 374.29 1036.49 1,410.78 6.08 58.03 0.00 1,127.6 0.0 422.96 1061.05 1,484.01 5.45 55.28 0.00 1,101.9 0.0 391.32 1032.29 1,423.61 6.08 44.89 0.00 1,054.1 0.0 440.32 854.38 1,294.70 5.45 40.53 0.00 991.4 0.0 405.95 785.17 1,191.12 5.45 34.03 0.00 945.3 0.0 412.58 670.02 1,082.61 5.60 29.70 0.00 816.8 0.0 432.30 593.57 1,025.87 16,894.2 0.0 18,560.24 Copyright © 2022 by Tower Engineering Solutions, LLC. All rights reserved. �ERSection Forces IDIAN,-- �� 145-A-SBA Code: TIA-222-H 3/28/2022 E S APPROVED p West Exposure: C DATE 09/07/22 00 (ft) Crest Height: 0.00 FIEF NUMBER: A2D22-1 0 (tt) Site Class: D - Stiff Soil Topography: 1 Struct Class: II Page: 12 I Tower EngineC"mgs°l°"°n, Load Case: 0.91D + 1.OW 60° Wind 0.91D + 1.OW 102 mph Wind at 60' From Face Wind Load Factor: 1.00 Wind Importance Factor: 1.00 Dead Load Factor: 0.90 Ice Dead Load Factor: 0.00 Ice Importance Factor: 1.00 Total Total Ice Ice Wind Flat Round Round Ice Eff Linear Linear Total Struct Linear Total Sect Height qz Area Area Area Sol Thick Area Area Area Weight Weight Force Force Force Seq (ft) (psf) (sqft) (sqft) (sqft) Ratio Cf Df Dr (in) (sqft) (sqft) (sqft) (lb) Ice (lb) (lb) (lb) (lb) 1 3.4 17.53 2.719 2.60 0.00 0.47 1.94 0.80 1.00 0.00 2 13.4 17.53 0.000 7.59 0.00 0.18 2.67 0.80 1.00 0.00 3 30.0 20.26 0.000 10.26 0.00 0.16 2.73 0.80 1.00 0.00 4 50.0 22.56 0.000 10.26 0.00 0.16 2.73 0.80 1.00 0.00 5 70.0 24.21 0.750 10.03 0.00 0.17 2.70 0.80 1.00 0.00 6 90.0 25.53 0.000 9.42 0.00 0.15 2.77 0.80 1.00 0.00 7 110.0 26.63 0.000 9.45 0.00 0.15 2.77 0.80 1.00 0.00 8 130.0 27.58 0.750 9.24 0.00 0.16 2.74 0.80 1.00 0.00 9 150.0 28.42 0.000 9.45 0.00 0.15 2.77 0.80 1.00 0.00 10 170.0 29.18 0.000 9.45 0.00 0.15 2.77 0.80 1.00 0.00 11 190.0 29.87 0.750 9.24 0.00 0.16 2.74 0.80 1.00 0.00 12 210.0 30.51 0.000 9.45 0.00 0.15 2.77 0.80 1.00 0.00 13 230.0 31.10 0.750 9.24 0.00 0.16 2.74 0.80 1.00 0.00 14 250.0 31.65 0.000 9.45 0.00 0.15 2.77 0.80 1.00 0.00 15 270.0 32.17 0.000 9.45 0.00 0.15 2.77 0.80 1.00 0.00 16 290.0 32.66 0.750 8.43 0.00 0.15 2.78 0.80 1.00 0.00 3.91 20.18 0.00 500.1 0.0 113.19 191.21 304.39 4.41 40.06 0.00 997.9 0.0 175.26 429.68 604.94 5.93 60.23 0.00 1,254.2 0.0 278.60 746.67 1,025.28 5.93 60.23 0.00 1,254.2 0.0 310.24 831.45 1,141.68 6.40 60.23 0.00 1,266.5 0.0 355.66 892.48 1,248.14 5.43 60.23 0.00 1,116.8 0.0 326.70 940.97 1,267.67 5.45 58.03 0.00 1,113.2 0.0 341.52 945.72 1,287.24 5.93 58.03 0.00 1,127.6 0.0 380.85 979.58 1,360.43 5.45 58.03 0.00 1,113.2 0.0 364.56 1009.54 1,374.09 5.45 58.03 0.00 1,113.2 0.0 374.29 1036.49 1,410.78 5.93 58.03 0.00 1,127.6 0.0 412.53 1061.05 1,473.57 5.45 55.28 0.00 1,101.9 0.0 391.32 1032.29 1,423.61 5.93 44.89 0.00 1,054.1 0.0 429.46 854.38 1,283.84 5.45 40.53 0.00 991.4 0.0 405.95 785.17 1,191.12 5.45 34.03 0.00 945.3 0.0 412.58 670.02 1,082.61 5.45 29.70 0.00 816.8 0.0 420.71 593.57 1,014.28 16,894.2 0.0 18,493.66 Copyright © 2022 by Tower Engineering Solutions, LLC. All rights reserved. �ERSection Forces IDIAN,-- �� 145-A-SBA Code: TIA-222-H 3/28/2022 E S APPROVED p West Exposure: C DATE 09/07/22 00 (ft) Crest Height: 0.00 FIEF NUMBER: A2D22-1 0 (tt) Site Class: D - Stiff Soil Topography: 1 Struct Class: II Page: 13 I Tower EngineC"mgs°l°"°n, Load Case: 0.9D + 1.OW 90° Wind 0.91D + 1.OW 102 mph Wind at 90' From Face Wind Load Factor: 1.00 Wind Importance Factor: 1.00 Dead Load Factor: 0.90 Ice Dead Load Factor: 0.00 Ice Importance Factor: 1.00 Total Total Ice Ice Wind Flat Round Round Ice Eff Linear Linear Total Struct Linear Total Sect Height qz Area Area Area Sol Thick Area Area Area Weight Weight Force Force Force Seq (ft) (psf) (sqft) (sqft) (sqft) Ratio Cf Df Dr (in) (sqft) (sqft) (sqft) (lb) Ice (lb) (lb) (lb) (lb) 1 3.4 17.53 2.719 2.60 0.00 0.47 1.94 0.85 1.00 0.00 2 13.4 17.53 0.000 7.59 0.00 0.18 2.67 0.85 1.00 0.00 3 30.0 20.26 0.000 10.26 0.00 0.16 2.73 0.85 1.00 0.00 4 50.0 22.56 0.000 10.26 0.00 0.16 2.73 0.85 1.00 0.00 5 70.0 24.21 0.750 10.03 0.00 0.17 2.70 0.85 1.00 0.00 6 90.0 25.53 0.000 9.42 0.00 0.15 2.77 0.85 1.00 0.00 7 110.0 26.63 0.000 9.45 0.00 0.15 2.77 0.85 1.00 0.00 8 130.0 27.58 0.750 9.24 0.00 0.16 2.74 0.85 1.00 0.00 9 150.0 28.42 0.000 9.45 0.00 0.15 2.77 0.85 1.00 0.00 10 170.0 29.18 0.000 9.45 0.00 0.15 2.77 0.85 1.00 0.00 11 190.0 29.87 0.750 9.24 0.00 0.16 2.74 0.85 1.00 0.00 12 210.0 30.51 0.000 9.45 0.00 0.15 2.77 0.85 1.00 0.00 13 230.0 31.10 0.750 9.24 0.00 0.16 2.74 0.85 1.00 0.00 14 250.0 31.65 0.000 9.45 0.00 0.15 2.77 0.85 1.00 0.00 15 270.0 32.17 0.000 9.45 0.00 0.15 2.77 0.85 1.00 0.00 16 290.0 32.66 0.750 8.43 0.00 0.15 2.78 0.85 1.00 0.00 4.05 20.18 0.00 500.1 0.0 117.12 191.21 308.32 4.41 40.06 0.00 997.9 0.0 175.26 429.68 604.94 5.93 60.23 0.00 1,254.2 0.0 278.60 746.67 1,025.28 5.93 60.23 0.00 1,254.2 0.0 310.24 831.45 1,141.68 6.44 60.23 0.00 1,266.5 0.0 357.74 892.48 1,250.22 5.43 60.23 0.00 1,116.8 0.0 326.70 940.97 1,267.67 5.45 58.03 0.00 1,113.2 0.0 341.52 945.72 1,287.24 5.97 58.03 0.00 1,127.6 0.0 383.26 979.58 1,362.83 5.45 58.03 0.00 1,113.2 0.0 364.56 1009.54 1,374.09 5.45 58.03 0.00 1,113.2 0.0 374.29 1036.49 1,410.78 5.97 58.03 0.00 1,127.6 0.0 415.14 1061.05 1,476.18 5.45 55.28 0.00 1,101.9 0.0 391.32 1032.29 1,423.61 5.97 44.89 0.00 1,054.1 0.0 432.17 854.38 1,286.55 5.45 40.53 0.00 991.4 0.0 405.95 785.17 1,191.12 5.45 34.03 0.00 945.3 0.0 412.58 670.02 1,082.61 5.48 29.70 0.00 816.8 0.0 423.60 593.57 1,017.18 16,894.2 0.0 18,510.31 Copyright © 2022 by Tower Engineering Solutions, LLC. All rights reserved. �ERSection Forces IDIAN,-- �� 145-A-SBA Code: TIA-222-H 3/28/2022 E S APPROVED p West Exposure: C DATE 09/07/22 00 (ft) Crest Height: 0.00 L FIEF NUMBER: A2D22-1 0 (tt) Site Class: D - Stiff Soil Topography: 1 Struct Class: II Page: 14 I Tower EngineC"m=Solulmn, Load Case: 1.21D + 1.ODi + 1.OWi Normal Wind 1.21D + 1.ODi + 1.OWi 40 mph Wind at Normal From Face Wind Load Factor: 1.00 Wind Importance Factor: 1.00 Dead Load Factor: 1.20 Ice Dead Load Factor: 1.00 Ice Importance Factor: 1.00 Total Total Ice Ice Wind Flat Round Round Ice Eff Linear Linear Total Struct Linear Total Sect Height qz Area Area Area Sol Thick Area Area Area Weight Weight Force Force Force Seq (ft) (psf) (sqft) (sqft) (sqft) Ratio Cf Df Dr (in) (sqft) (sqft) (sqft) (lb) Ice (lb) (lb) (lb) (lb) 1 3.4 2.70 2.719 3.91 1.32 2 13.4 2.70 0.000 11.88 4.30 3 30.0 3.12 0.000 17.50 7.24 4 50.0 3.47 0.000 17.88 7.62 5 70.0 3.72 0.750 17.89 7.86 6 90.0 3.93 0.000 17.48 8.06 7 110.0 4.10 0.000 17.70 8.25 8 130.0 4.24 0.750 17.63 8.39 9 150.0 4.37 0.000 17.96 8.51 10 170.0 4.49 0.000 18.06 8.62 11 190.0 4.59 0.750 17.95 8.71 12 210.0 4.69 0.000 18.25 8.80 13 230.0 4.78 0.750 18.12 8.88 14 250.0 4.87 0.000 18.40 8.95 15 270.0 4.95 0.000 18.47 9.02 16 290.0 5.02 0.750 17.51 9.09 0.56 1.83 1.00 1.00 0.40 5.54 20.18 18.66 921.7 0.27 2.37 1.00 1.00 0.46 7.10 40.06 42.52 1,879.1 0.27 2.38 1.00 1.00 0.50 10.43 60.23 69.34 2,576.8 0.27 2.37 1.00 1.00 0.52 10.68 60.23 72.97 2,641.5 0.29 2.33 1.00 1.00 0.54 11.48 60.23 75.47 2,722.4 0.27 2.38 1.00 1.00 0.55 10.40 60.23 77.39 2,528.1 0.27 2.37 1.00 1.00 0.56 10.55 58.03 77.08 2,527.4 0.28 2.34 1.00 1.00 0.57 11.30 58.03 78.37 2,592.3 0.28 2.36 1.00 1.00 0.58 10.72 58.03 79.50 2,573.1 0.28 2.36 1.00 1.00 0.59 10.79 58.03 80.51 2,592.3 0.29 2.33 1.00 1.00 0.60 11.52 58.03 81.41 2,650.9 0.28 2.35 1.00 1.00 0.60 10.91 55.28 75.31 2,555.5 0.29 2.32 1.00 1.00 0.61 11.63 44.89 69.52 2,406.8 0.28 2.34 1.00 1.00 0.61 11.02 40.53 30.61 2,096.0 0.28 2.34 1.00 1.00 0.62 11.06 34.03 21.18 1,939.8 0.28 2.34 1.00 1.00 0.62 11.22 29.70 18.64 1,734.5 254.8 23.24 46.54 56.54 548.6 38.55 164.88 203.43 904.5 65.72 300.80 366.52 969.2 74.46 341.76 416.22 1033.6 84.78 367.90 452.68 1039.0 82.58 402.31 484.89 1043.1 87.00 410.22 497.21 1088.7 95.38 422.87 518.24 1088.9 93.96 443.46 537.42 1108.0 96.94 457.64 554.57 1147.4 104.72 465.16 569.88 1086.4 102.18 449.34 551.52 1001.3 109.77 395.96 505.73 774.1 106.72 253.16 359.89 679.4 108.79 199.41 308.21 645.5 112.19 177.59 289.78 36,938.0 14412.5 Copyright © 2022 by Tower Engineering Solutions, LLC. All rights reserved. �ERSection Forces IDIAN,-- �� 145-A-SBA Code: TIA-222-H 3/28/2022 E S APPROVED p West Exposure: C DATE 09/07/22 00 (ft) Crest Height: 0.00 FIEF NUMBER: A2D22-1 0 (tt) Site Class: D - Stiff Soil Topography: 1 Struct Class: II Page: 15 ITower E°g'°""°gs°l°" n, Load Case: 1.21D + 1.ODi + 1.OWi 60° Wind 1.21D + 1.ODi + 1.OWi 40 mph Wind at 60' From Face Wind Load Factor: 1.00 Wind Importance Factor: 1.00 Dead Load Factor: 1.20 Ice Dead Load Factor: 1.00 Ice Importance Factor: 1.00 Total Total Ice Ice Wind Flat Round Round Ice Eff Linear Linear Total Struct Linear Total Sect Height qz Area Area Area Sol Thick Area Area Area Weight Weight Force Force Force Seq (ft) (psf) (sqft) (sqft) (sqft) Ratio Cf Df Dr (in) (sqft) (sqft) (sqft) (lb) Ice (lb) (lb) (lb) (lb) 1 3.4 2.70 2.719 3.91 1.32 2 13.4 2.70 0.000 11.88 4.30 3 30.0 3.12 0.000 17.50 7.24 4 50.0 3.47 0.000 17.88 7.62 5 70.0 3.72 0.750 17.89 7.86 6 90.0 3.93 0.000 17.48 8.06 7 110.0 4.10 0.000 17.70 8.25 8 130.0 4.24 0.750 17.63 8.39 9 150.0 4.37 0.000 17.96 8.51 10 170.0 4.49 0.000 18.06 8.62 11 190.0 4.59 0.750 17.95 8.71 12 210.0 4.69 0.000 18.25 8.80 13 230.0 4.78 0.750 18.12 8.88 14 250.0 4.87 0.000 18.40 8.95 15 270.0 4.95 0.000 18.47 9.02 16 290.0 5.02 0.750 17.51 9.09 0.56 1.83 0.80 1.00 0.40 5.00 20.18 18.66 921.7 0.27 2.37 0.80 1.00 0.46 7.10 40.06 42.52 1,879.1 0.27 2.38 0.80 1.00 0.50 10.43 60.23 69.34 2,576.8 0.27 2.37 0.80 1.00 0.52 10.68 60.23 72.97 2,641.5 0.29 2.33 0.80 1.00 0.54 11.33 60.23 75.47 2,722.4 0.27 2.38 0.80 1.00 0.55 10.40 60.23 77.39 2,528.1 0.27 2.37 0.80 1.00 0.56 10.55 58.03 77.08 2,527.4 0.28 2.34 0.80 1.00 0.57 11.15 58.03 78.37 2,592.3 0.28 2.36 0.80 1.00 0.58 10.72 58.03 79.50 2,573.1 0.28 2.36 0.80 1.00 0.59 10.79 58.03 80.51 2,592.3 0.29 2.33 0.80 1.00 0.60 11.37 58.03 81.41 2,650.9 0.28 2.35 0.80 1.00 0.60 10.91 55.28 75.31 2,555.5 0.29 2.32 0.80 1.00 0.61 11.48 44.89 69.52 2,406.8 0.28 2.34 0.80 1.00 0.61 11.02 40.53 30.61 2,096.0 0.28 2.34 0.80 1.00 0.62 11.06 34.03 21.18 1,939.8 0.28 2.34 0.80 1.00 0.62 11.07 29.70 18.64 1,734.5 254.8 20.96 46.54 67.49 548.6 38.55 164.88 203.43 904.5 65.72 300.80 366.52 969.2 74.46 341.76 416.22 1033.6 83.68 367.90 451.57 1039.0 82.58 402.31 484.89 1043.1 87.00 410.22 497.21 1088.7 94.11 422.87 516.98 1088.9 93.96 443.46 537.42 1108.0 96.94 457.64 554.57 1147.4 103.35 465.16 568.51 1086.4 102.18 449.34 551.52 1001.3 108.36 395.96 504.32 774.1 106.72 253.16 359.89 679.4 108.79 199.41 308.21 645.5 110.69 177.59 288.28 36,938.0 14412.5 Copyright © 2022 by Tower Engineering Solutions, LLC. All rights reserved. �ERSection Forces IDIAN,-- �� 145-A-SBA Code: TIA-222-H 3/28/2022 E S APPROVED p West Exposure: C DATE 09/07/22 00 (ft) Crest Height: 0.00 FIEF NUMBER: A2D22-1 0 (tt) Site Class: D - Stiff Soil Topography: 1 Struct Class: II Page: 16 I Tower EngineC"mgs°l°"°n, Load Case: 1.21D + 1.ODi + 1.OWi 90' Wind 1.21D + 1.ODi + 1.OWi 40 mph Wind at 90' From Face Wind Load Factor: 1.00 Wind Importance Factor: 1.00 Dead Load Factor: 1.20 Ice Dead Load Factor: 1.00 Ice Importance Factor: 1.00 Total Total Ice Ice Wind Flat Round Round Ice Eff Linear Linear Total Struct Linear Total Sect Height qz Area Area Area Sol Thick Area Area Area Weight Weight Force Force Force Seq (ft) (psf) (sqft) (sqft) (sqft) Ratio Cf Df Dr (in) (sqft) (sqft) (sqft) (lb) Ice (lb) (lb) (lb) (lb) 1 3.4 2.70 2.719 3.91 1.32 2 13.4 2.70 0.000 11.88 4.30 3 30.0 3.12 0.000 17.50 7.24 4 50.0 3.47 0.000 17.88 7.62 5 70.0 3.72 0.750 17.89 7.86 6 90.0 3.93 0.000 17.48 8.06 7 110.0 4.10 0.000 17.70 8.25 8 130.0 4.24 0.750 17.63 8.39 9 150.0 4.37 0.000 17.96 8.51 10 170.0 4.49 0.000 18.06 8.62 11 190.0 4.59 0.750 17.95 8.71 12 210.0 4.69 0.000 18.25 8.80 13 230.0 4.78 0.750 18.12 8.88 14 250.0 4.87 0.000 18.40 8.95 15 270.0 4.95 0.000 18.47 9.02 16 290.0 5.02 0.750 17.51 9.09 0.56 1.83 0.85 1.00 0.40 5.13 20.18 18.66 921.7 0.27 2.37 0.85 1.00 0.46 7.10 40.06 42.52 1,879.1 0.27 2.38 0.85 1.00 0.50 10.43 60.23 69.34 2,576.8 0.27 2.37 0.85 1.00 0.52 10.68 60.23 72.97 2,641.5 0.29 2.33 0.85 1.00 0.54 11.37 60.23 75.47 2,722.4 0.27 2.38 0.85 1.00 0.55 10.40 60.23 77.39 2,528.1 0.27 2.37 0.85 1.00 0.56 10.55 58.03 77.08 2,527.4 0.28 2.34 0.85 1.00 0.57 11.19 58.03 78.37 2,592.3 0.28 2.36 0.85 1.00 0.58 10.72 58.03 79.50 2,573.1 0.28 2.36 0.85 1.00 0.59 10.79 58.03 80.51 2,592.3 0.29 2.33 0.85 1.00 0.60 11.41 58.03 81.41 2,650.9 0.28 2.35 0.85 1.00 0.60 10.91 55.28 75.31 2,555.5 0.29 2.32 0.85 1.00 0.61 11.52 44.89 69.52 2,406.8 0.28 2.34 0.85 1.00 0.61 11.02 40.53 30.61 2,096.0 0.28 2.34 0.85 1.00 0.62 11.06 34.03 21.18 1,939.8 0.28 2.34 0.85 1.00 0.62 11.11 29.70 18.64 1,734.5 254.8 21.53 46.54 68.06 548.6 38.55 164.88 203.43 904.5 65.72 300.80 366.52 969.2 74.46 341.76 416.22 1033.6 83.95 367.90 451.85 1039.0 82.58 402.31 484.89 1043.1 87.00 410.22 497.21 1088.7 94.43 422.87 517.29 1088.9 93.96 443.46 537.42 1108.0 96.94 457.64 554.57 1147.4 103.69 465.16 568.85 1086.4 102.18 449.34 551.52 1001.3 108.71 395.96 504.67 774.1 106.72 253.16 359.89 679.4 108.79 199.41 308.21 645.5 111.07 177.59 288.66 36,938.0 14412.5 Copyright © 2022 by Tower Engineering Solutions, LLC. All rights reserved. �ERSection Forces IDIAN,-- �� 145-A-SBA Code: TIA-222-H 3/28/2022 ES. APPROVED p West Exposure: C DATE 09/07/22 00 (ft) Crest Height: 0.00 L FIEF NUMBER: A2D22-1 0 (tt) Site Class: D - Stiff Soil Topography: 1 Struct Class: II Page: 17 ITower Eng'°e"'°=Solutions Load Case: 1.OD + 1.OW Normal Wind 1.01D + 1.OW 60 mph Wind at Normal To Face Wind Load Factor: 1.00 Wind Importance Factor: 1.00 Dead Load Factor: 1.00 Ice Dead Load Factor: 0.00 Ice Importance Factor: 1.00 Total Total Ice Ice Wind Flat Round Round Ice Eff Linear Linear Total Struct Linear Total Sect Height qz Area Area Area Sol Thick Area Area Area Weight Weight Force Force Force Seq (ft) (psf) (sqft) (sqft) (sqft) Ratio Cf Df Dr (in) (sqft) (sqft) (sqft) (lb) Ice (lb) (lb) (lb) (lb) 1 3.4 6.07 2.719 2.60 0.00 0.47 1.94 1.00 1.00 0.00 2 13.4 6.07 0.000 7.59 0.00 0.18 2.67 1.00 1.00 0.00 3 30.0 7.01 0.000 10.26 0.00 0.16 2.73 1.00 1.00 0.00 4 50.0 7.80 0.000 10.26 0.00 0.16 2.73 1.00 1.00 0.00 5 70.0 8.38 0.750 10.03 0.00 0.17 2.70 1.00 1.00 0.00 6 90.0 8.83 0.000 9.42 0.00 0.15 2.77 1.00 1.00 0.00 7 110.0 9.21 0.000 9.45 0.00 0.15 2.77 1.00 1.00 0.00 8 130.0 9.54 0.750 9.24 0.00 0.16 2.74 1.00 1.00 0.00 9 150.0 9.84 0.000 9.45 0.00 0.15 2.77 1.00 1.00 0.00 10 170.0 10.10 0.000 9.45 0.00 0.15 2.77 1.00 1.00 0.00 11 190.0 10.34 0.750 9.24 0.00 0.16 2.74 1.00 1.00 0.00 12 210.0 10.56 0.000 9.45 0.00 0.15 2.77 1.00 1.00 0.00 13 230.0 10.76 0.750 9.24 0.00 0.16 2.74 1.00 1.00 0.00 14 250.0 10.95 0.000 9.45 0.00 0.15 2.77 1.00 1.00 0.00 15 270.0 11.13 0.000 9.45 0.00 0.15 2.77 1.00 1.00 0.00 16 290.0 11.30 0.750 8.43 0.00 0.15 2.78 1.00 1.00 0.00 4.46 20.18 0.00 555.7 0.0 44.61 66.16 110.77 4.41 40.06 0.00 1,108.8 0.0 60.64 148.68 209.32 5.93 60.23 0.00 1,393.6 0.0 96.40 258.36 354.77 5.93 60.23 0.00 1,393.6 0.0 107.35 287.70 395.05 6.55 60.23 0.00 1,407.3 0.0 125.95 308.82 434.76 5.43 60.23 0.00 1,240.9 0.0 113.04 325.60 438.64 5.45 58.03 0.00 1,236.9 0.0 118.17 327.24 445.41 6.08 58.03 0.00 1,252.9 0.0 135.12 338.95 474.07 5.45 58.03 0.00 1,236.9 0.0 126.15 349.32 475.47 5.45 58.03 0.00 1,236.9 0.0 129.51 358.65 488.16 6.08 58.03 0.00 1,252.9 0.0 146.35 367.14 513.50 5.45 55.28 0.00 1,224.3 0.0 135.40 357.19 492.60 6.08 44.89 0.00 1,171.2 0.0 152.36 295.63 447.99 5.45 40.53 0.00 1,101.6 0.0 140.47 271.68 412.15 5.45 34.03 0.00 1,050.4 0.0 142.76 231.84 374.60 5.60 29.70 0.00 907.5 0.0 149.58 205.39 354.97 18,771.3 0.0 6,422.23 Copyright © 2022 by Tower Engineering Solutions, LLC. All rights reserved. �ERSection Forces IDIAN,-- �� 145-A-SBA Code: TIA-222-H 3/28/2022 E S APPROVED p West Exposure: C DATE 09/07/22 00 (ft) Crest Height: 0.00 FIEF NUMBER: A2D22-1 0 (tt) Site Class: D - Stiff Soil Topography: 1 Struct Class: II Page: 18 1 Tower EngineC"m=Solulmn, Load Case: 1.OD + 1.OW 60° Wind 1.01D + 1.OW 60 mph Wind at 60' From Face Wind Load Factor: 1.00 Wind Importance Factor: 1.00 Dead Load Factor: 1.00 Ice Dead Load Factor: 0.00 Ice Importance Factor: 1.00 Total Total Ice Ice Wind Flat Round Round Ice Eff Linear Linear Total Struct Linear Total Sect Height qz Area Area Area Sol Thick Area Area Area Weight Weight Force Force Force Seq (ft) (psf) (sqft) (sqft) (sqft) Ratio Cf Df Dr (in) (sqft) (sqft) (sqft) (lb) Ice (lb) (lb) (lb) (lb) 1 3.4 6.07 2.719 2.60 0.00 0.47 1.94 0.80 1.00 0.00 2 13.4 6.07 0.000 7.59 0.00 0.18 2.67 0.80 1.00 0.00 3 30.0 7.01 0.000 10.26 0.00 0.16 2.73 0.80 1.00 0.00 4 50.0 7.80 0.000 10.26 0.00 0.16 2.73 0.80 1.00 0.00 5 70.0 8.38 0.750 10.03 0.00 0.17 2.70 0.80 1.00 0.00 6 90.0 8.83 0.000 9.42 0.00 0.15 2.77 0.80 1.00 0.00 7 110.0 9.21 0.000 9.45 0.00 0.15 2.77 0.80 1.00 0.00 8 130.0 9.54 0.750 9.24 0.00 0.16 2.74 0.80 1.00 0.00 9 150.0 9.84 0.000 9.45 0.00 0.15 2.77 0.80 1.00 0.00 10 170.0 10.10 0.000 9.45 0.00 0.15 2.77 0.80 1.00 0.00 11 190.0 10.34 0.750 9.24 0.00 0.16 2.74 0.80 1.00 0.00 12 210.0 10.56 0.000 9.45 0.00 0.15 2.77 0.80 1.00 0.00 13 230.0 10.76 0.750 9.24 0.00 0.16 2.74 0.80 1.00 0.00 14 250.0 10.95 0.000 9.45 0.00 0.15 2.77 0.80 1.00 0.00 15 270.0 11.13 0.000 9.45 0.00 0.15 2.77 0.80 1.00 0.00 16 290.0 11.30 0.750 8.43 0.00 0.15 2.78 0.80 1.00 0.00 3.91 20.18 0.00 555.7 0.0 39.16 66.16 105.33 4.41 40.06 0.00 1,108.8 0.0 60.64 148.68 209.32 5.93 60.23 0.00 1,393.6 0.0 96.40 258.36 354.77 5.93 60.23 0.00 1,393.6 0.0 107.35 287.70 395.05 6.40 60.23 0.00 1,407.3 0.0 123.06 308.82 431.88 5.43 60.23 0.00 1,240.9 0.0 113.04 325.60 438.64 5.45 58.03 0.00 1,236.9 0.0 118.17 327.24 445.41 5.93 58.03 0.00 1,252.9 0.0 131.78 338.95 470.74 5.45 58.03 0.00 1,236.9 0.0 126.15 349.32 475.47 5.45 58.03 0.00 1,236.9 0.0 129.51 358.65 488.16 5.93 58.03 0.00 1,252.9 0.0 142.74 367.14 509.89 5.45 55.28 0.00 1,224.3 0.0 135.40 357.19 492.60 5.93 44.89 0.00 1,171.2 0.0 148.60 295.63 444.23 5.45 40.53 0.00 1,101.6 0.0 140.47 271.68 412.15 5.45 34.03 0.00 1,050.4 0.0 142.76 231.84 374.60 5.45 29.70 0.00 907.5 0.0 145.57 205.39 350.96 18,771.3 0.0 6,399.19 Copyright © 2022 by Tower Engineering Solutions, LLC. All rights reserved. �ERSection Forces IDIAN,-- �� 145-A-SBA Code: TIA-222-H 3/28/2022 E S APPROVED p West Exposure: C DATE 09/07/22 00 (ft) Crest Height: 0.00 L FIEF NUMBER: A2D22-1 0 (tt) Site Class: D - Stiff Soil Topography: 1 Struct Class: II Page: 19 I Tower EngineC"m=Solulmn, Load Case: 1.OD + 1.OW 90° Wind 1.01D + 1.OW 60 mph Wind at 90' From Face Wind Load Factor: 1.00 Wind Importance Factor: 1.00 Dead Load Factor: 1.00 Ice Dead Load Factor: 0.00 Ice Importance Factor: 1.00 Total Total Ice Ice Wind Flat Round Round Ice Eff Linear Linear Total Struct Linear Total Sect Height qz Area Area Area Sol Thick Area Area Area Weight Weight Force Force Force Seq (ft) (psf) (sqft) (sqft) (sqft) Ratio Cf Df Dr (in) (sqft) (sqft) (sqft) (lb) Ice (lb) (lb) (lb) (lb) 1 3.4 6.07 2.719 2.60 0.00 0.47 1.94 0.85 1.00 0.00 2 13.4 6.07 0.000 7.59 0.00 0.18 2.67 0.85 1.00 0.00 3 30.0 7.01 0.000 10.26 0.00 0.16 2.73 0.85 1.00 0.00 4 50.0 7.80 0.000 10.26 0.00 0.16 2.73 0.85 1.00 0.00 5 70.0 8.38 0.750 10.03 0.00 0.17 2.70 0.85 1.00 0.00 6 90.0 8.83 0.000 9.42 0.00 0.15 2.77 0.85 1.00 0.00 7 110.0 9.21 0.000 9.45 0.00 0.15 2.77 0.85 1.00 0.00 8 130.0 9.54 0.750 9.24 0.00 0.16 2.74 0.85 1.00 0.00 9 150.0 9.84 0.000 9.45 0.00 0.15 2.77 0.85 1.00 0.00 10 170.0 10.10 0.000 9.45 0.00 0.15 2.77 0.85 1.00 0.00 11 190.0 10.34 0.750 9.24 0.00 0.16 2.74 0.85 1.00 0.00 12 210.0 10.56 0.000 9.45 0.00 0.15 2.77 0.85 1.00 0.00 13 230.0 10.76 0.750 9.24 0.00 0.16 2.74 0.85 1.00 0.00 14 250.0 10.95 0.000 9.45 0.00 0.15 2.77 0.85 1.00 0.00 15 270.0 11.13 0.000 9.45 0.00 0.15 2.77 0.85 1.00 0.00 16 290.0 11.30 0.750 8.43 0.00 0.15 2.78 0.85 1.00 0.00 4.05 20.18 0.00 555.7 0.0 40.53 66.16 106.69 4.41 40.06 0.00 1,108.8 0.0 60.64 148.68 209.32 5.93 60.23 0.00 1,393.6 0.0 96.40 258.36 354.77 5.93 60.23 0.00 1,393.6 0.0 107.35 287.70 395.05 6.44 60.23 0.00 1,407.3 0.0 123.79 308.82 432.60 5.43 60.23 0.00 1,240.9 0.0 113.04 325.60 438.64 5.45 58.03 0.00 1,236.9 0.0 118.17 327.24 445.41 5.97 58.03 0.00 1,252.9 0.0 132.62 338.95 471.57 5.45 58.03 0.00 1,236.9 0.0 126.15 349.32 475.47 5.45 58.03 0.00 1,236.9 0.0 129.51 358.65 488.16 5.97 58.03 0.00 1,252.9 0.0 143.65 367.14 510.79 5.45 55.28 0.00 1,224.3 0.0 135.40 357.19 492.60 5.97 44.89 0.00 1,171.2 0.0 149.54 295.63 445.17 5.45 40.53 0.00 1,101.6 0.0 140.47 271.68 412.15 5.45 34.03 0.00 1,050.4 0.0 142.76 231.84 374.60 5.48 29.70 0.00 907.5 0.0 146.58 205.39 351.97 18,771.3 0.0 6,404.95 Copyright © 2022 by Tower Engineering Solutions, LLC. All rights reserved. ILS Force/Stress Compression Summary �E IDR IAN,-- �� 145-A-SBA Code: EIA/TIA-222-H 3/28/2022 APPROVED p West Exposure: CIE DATE 09/07�22 00 (ft) Crest Height: 0.00 CFILE NUMBER:^-zozz-sis� 0 (ft) Site Class: D - Stiff Soil S Topography: 1 Struct Class: II Page: 20 TONCrEngineering sol°"°"s LEG MEMBERS Mem Top Force Len Bracing % Fy Cap Leg Sect Elev Member (kips) Load Case (ft) X Y Z KL/R (ksi) (kips) Use % Controls 1 6.7 SOL - 2 1/4" SOLID -36.72 1.2D + 1.0W Normal Wind 2.31 100 100 100 49.21 50.00 149.89 24.5 Member X 2 20 SOL - 2 1/4" SOLID -39.16 1.2D + 1.OW 90' Wind 3.30 100 100 100 70.40 50.00 124.53 31.4 Member X 3 40 SOL - 2" SOLID -41.01 1.2D + 1.0W 90' Wind 3.30 100 100 100 79.20 50.00 89.37 45.9 Member X 4 60 SOL - 2" SOLID -40.02 1.2D + 1.0W 90' Wind 3.30 100 100 100 79.20 50.00 89.37 44.8 Member X 5 80 SOL - 2" SOLID -32.91 1.2D + 1.0W Normal Wind 3.23 100 100 100 77.60 50.00 91.02 36.2 Member X 6 100 SOL-1 3/4" SOLID -31.96 1.2D + 1.OW 90' Wind 3.23 100 100 100 88.69 50.00 60.90 52.5 Member X 7 120 SOL-1 3/4" SOLID -41.90 1.2D + 1.OW Normal Wind 3.30 100 100 100 90.51 50.00 59.46 70.5 Member X 8 140 SOL-1 3/4" SOLID -48.90 1.2D + 1.OW Normal Wind 3.30 100 100 100 90.51 50.00 59.46 82.2 Member X 9 160 SOL-1 3/4" SOLID -37.69 1.2D + 1.OW Normal Wind 3.30 100 100 100 90.51 50.00 59.46 63.4 Member X 10 180 SOL-1 3/4" SOLID -30.41 1.2D + 1.OW Normal Wind 3.30 100 100 100 90.51 50.00 59.46 51.1 Member X 11 200 SOL-1 3/4" SOLID -32.99 1.2D + 1.0W Normal Wind 3.30 100 100 100 90.51 50.00 59.46 55.5 Member X 12 220 SOL-1 3/4" SOLID -36.15 1.2D + 1.0W 90' Wind 3.30 100 100 100 90.51 50.00 59.46 60.8 Member X 13 240 SOL-1 3/4" SOLID -32.52 1.2D + 1.0W 90' Wind 3.30 100 100 100 90.51 50.00 59.46 54.7 Member X 14 260 SOL-1 3/4" SOLID -16.48 1.2D + 1.0W 90' Wind 3.30 100 100 100 90.51 50.00 59.46 27.7 Member X 15 280 SOL-1 3/4" SOLID -16.55 1.2D + 1.OW 90' Wind 3.30 100 100 100 90.51 50.00 59.46 27.8 Member X 16 300 SOL-1 112" SOLID -18.75 1.2D + 1.OW Normal Wind 3.30 100 100 100 105.60 50.00 35.19 53.3 Member X HORIZONTAL MEMBERS Mem Shear Bear Top Force Len Bracing % Fy Cap Num Num Cap Cap Use Sect Elev Member (kips) Load Case (ft) X Y Z KL/R (ksi) (kips) Bolts Holes (kips) (kips) % Controls 1 6.7 PLT - 6"X3/8" -0.16 1.2D + 1.OW 90' Wind 1.00 100 100 100 77.78 36.00 53.02 0 0 0.3 Member Y 2 20 SOL - 7/8" SOLID -0.06 0.9D + 1.OW Normal Wind 3.00 100 100 100 115.17 36.00 9.69 0 0 0.6 Member X 3 40 0.00 0 0 4 60 SOL - 7/8" SOLID -0.28 0.9D + 1.0W 60' Wind 3.00 100 100 100 115.17 36.00 9.69 0 0 2.9 Member X 5 80 SOL - 7/8" SOLID -0.49 12D + 1.0W Normal Wind 3.00 100 100 100 115.17 36.00 9.69 0 0 5.0 Member X 6 100 SOL - 7/8" SOLID -0.08 1.2D + 1.0W 60' Wind 3.00 100 100 100 115.17 36.00 9.69 0 0 0.8 Member X 7 120 SOL - 7/8" SOLID -0.46 1.2D + 1.0W Normal Wind 3.00 100 100 100 115.17 36.00 9.69 0 0 4.7 Member X 8 140 SOL - 7/8" SOLID -0.54 0.9D + 1.OW Normal Wind 3.00 100 100 100 115.17 36.00 9.69 0 0 5.5 Member X 9 160 SOL - 7/8" SOLID -0.16 0.9D + 1.OW 60' Wind 3.00 100 100 100 115.17 36.00 9.69 0 0 1.6 Member X 10 180 SOL - 7/8" SOLID -0.08 0.9D + 1.OW 60' Wind 3.00 100 100 100 115.17 36.00 9.69 0 0 0.8 Member X 11 200 SOL - 7/8" SOLID -0.71 1.2D + 1.OW Normal Wind 3.00 100 100 100 115.17 36.00 9.69 0 0 7.4 Member X 12 220 SOL - 7/8" SOLID -1.09 1.2D + 1.OW Normal Wind 3.00 100 100 100 115.17 36.00 9.69 0 0 11.2 Member X 13 240 SOL - 7/8" SOLID -0.57 0.9D + 1.0W Normal Wind 3.00 100 100 100 115.17 36.00 9.69 0 0 5.8 Member X 14 260 SOL - 7/8" SOLID -0.20 0.9D + 1.0W 60' Wind 3.00 100 100 100 115.17 36.00 9.69 0 0 2.1 Member X 15 280 SOL - 7/8" SOLID -0.85 1.2D + 1.0W Normal Wind 3.00 100 100 100 115.17 36.00 9.69 0 0 8.7 Member X 16 300 SOL - 7/8" SOLID -1.40 1.2D + 1.0W Normal Wind 3.00 100 100 100 115.17 36.00 9.69 0 0 14.5 Member X DIAGONAL MEMBERS Mem Shear Bear Top Force Len Bracing % Fy Cap Num Num Cap Cap Use Sect Elev Member (kips) Load Case (ft) X Y Z KL/R (ksi) (kips) Bolts Holes (kips) (kips) % Controls 1 6.7 0.00 0.00 0 0 2 20 SOL - 1 1/4" SOLID -1.58 1.2D + 1.OW 90' Wind 4.46 100 100 100 119.88 36.00 18.66 0 0 8.5 Member X 3 40 SOL - 1" SOLID -0.81 1.2D + 1.OW 60' Wind 4.46 100 100 100 149.85 36.00 7.90 0 0 10.2 Member X 4 60 SOL - 1" SOLID -1.64 1.2D + 1.OW Normal Wind 4.46 100 100 100 149.85 36.00 7.90 0 0 20.8 Member X 5 80 SOL - 1" SOLID -2.25 1.2D + 1.0W 90' Wind 4.41 100 100 100 148.20 36.00 8.08 0 0 27.8 Member X 6 100 SOL - 1" SOLID -0.72 1.2D + 1.0W Normal Wind 4.41 100 100 100 148.20 36.00 8.08 0 0 8.9 Member X 7 120 SOL - 1" SOLID -2.27 1.2D + 1.0W Normal Wind 4.46 100 100 100 149.85 36.00 7.90 0 0 28.7 Member X 8 140 SOL - 1" SOLID -2.98 1.2D + 1.0W 90' Wind 4.46 100 100 100 149.85 36.00 7.90 0 0 37.7 Member X 9 160 SOL - 1" SOLID -1.54 1.2D + 1.0W Normal Wind 4.46 100 100 100 149.85 36.00 7.90 0 0 19.4 Member X Copyright © 2022 by Tower Engineering Solutions, LLC. All rights reserved. �E IDR IAN,-- ILS Force/Stress Compression Summary �� 145-A-SBA Code: EIA/TIA-222-H 3/28/2022 APPROVED DATE 09/07/22 p West 00 (ft) Exposure: Crest Height: C 0.00�-I E S FILE NUMBER:^-zozvois� 0 (tt) Site Class: D - Stiff Soil /� Topography: 1 Struct Class: II Page: 21 Tower Engineering sol°"°"s DIAGONAL MEMBERS Mem Shear Bear Top Force Len Bracing % Fy Cap Num Num Cap Cap Use Sect Elev Member (kips) Load Case (ft) X Y Z KL/R (ksi) (kips) Bolts Holes (kips) (kips) % Controls 10 180 SOL - 1" SOLID -0.86 1.2D + 1.0W 60' Wind 4.46 100 100 100 149.85 36.00 7.90 0 0 10.9 Member X 11 200 SOL - 1" SOLID -3.89 1.2D + 1.OW 90' Wind 4.46 100 100 100 149.85 36.00 7.90 0 0 49.2 Member X 12 220 SOL - 1" SOLID -2.55 1.2D + 1.0W Normal Wind 4.46 100 100 100 149.85 36.00 7.90 0 0 32.3 Member X 13 240 SOL - 1" SOLID -3.99 1.2D + 1.0W 90' Wind 4.46 100 100 100 149.85 36.00 7.90 0 0 50.5 Member X 14 260 SOL - 1" SOLID -1.54 1.2D + 1.0W 60' Wind 4.46 100 100 100 149.85 36.00 7.90 0 0 19.5 Member X 15 280 SOL - 1" SOLID -3.00 1.2D + 1.OW 90' Wind 4.46 100 100 100 149.85 36.00 7.90 0 0 37.9 Member X 16 300 SOL - 1" SOLID -3.75 1.2D + 1.OW 90' Wind 4.46 100 100 100 149.85 36.00 7.90 0 0 47.4 Member X Copyright © 2022 by Tower Engineering Solutions, LLC. All rights reserved. �EForce/Stress Tension Summary IDR IAN,-- �� 145-A-SBA Code: EIA/TIA-222-1-1 3/28/2022 APPROVED p West Exposure: C DATE 09/07/22 00 (ft) Crest Height: 0.00 FILE NUMBER:^- 0210161 0 (ft) Site Class: D - Stiff Soil IE S Topography: 1 Struct Class: II Page: 22 I TOWCrEngineering Sol°"°"s LEG MEMBERS Top Force Fy Cap Leg Sect Elev Member (kips) Load Case (ksi) (kips) Use % Controls 1 6.7 0 0.00 2 20 0 0.00 3 40 0 0.00 4 60 0 0.00 5 80 0 0.00 6 100 0 0.00 7 120 0 0.00 8 140 0 0.00 9 160 0 0.00 10 180 0 0.00 11 200 0 0.00 12 220 SOL - 1 3/4" SOLID 2.80 0.9D + 1.OW Normal Wind 50 108.24 2.6 Member 13 240 SOL - 1 3/4" SOLID 2.09 0.9D + 1.OW Normal Wind 50 108.24 1.9 Member 14 260 0 0.00 15 280 0 0.00 16 300 SOL - 1 1/2" SOLID 16.14 0.9D + 1.OW 60' Wind 50 79.52 20.3 Member HORIZONTAL MEMBERS Top Force Fy Cap Num Num Cap Cap Cap Use Sect Elev Member (kips) Load Case (ksi) (kips) Bolts Holes (kips) (kips) (kips) % Controls 1 6.7 PLT - 6"X3/8" 5.44 1.21D + 1.OW Normal Wi 36 72.90 0 0 7.5 Member 2 20 SOL - 7/8" SOLID 0.29 1.21D + 1.OW Normal Wi 36 19.48 0 0 1.5 Member 3 40 SOL - 7/8" SOLID 0.26 1.2D + 1.OW 90'Wind 36 19.48 0 0 1.4 Member 4 60 SOL - 7/8" SOLID 0.48 1.2D + 1.OW Normal Wi 36 19.48 0 0 2.4 Member 5 80 SOL - 7/8" SOLID 0.61 1.21D + 1.OW 60'Wind 36 19.48 0 0 3.1 Member 6 100 SOL - 7/8" SOLID 0.21 1.2D + 1.OW Normal Wi 36 19.48 0 0 1.1 Member 7 120 SOL - 7/8" SOLID 0.54 1.2D + 1.OW 60'Wind 36 19.48 0 0 2.8 Member 8 140 SOL - 7/8" SOLID 0.62 1.2D + 1.OW 60' Wind 36 19.48 0 0 3.2 Member 9 160 SOL - 7/8" SOLID 0.31 1.2D + 1.OW Normal Wi 36 19.48 0 0 1.6 Member 10 180 SOL - 7/8" SOLID 0.18 1.21D + 1.OW 60'Wind 36 19.48 0 0 0.9 Member 11 200 SOL - 7/8" SOLID 0.75 1.21D + 1.OW 60'Wind 36 19.48 0 0 3.8 Member 12 220 SOL - 7/8" SOLID 1.22 1.2D + 1.OW 60' Wind 36 19.48 0 0 6.3 Member 13 240 SOL - 7/8" SOLID 0.69 1.2D + 1.OW 60'Wind 36 19.48 0 0 3.6 Member 14 260 SOL - 7/8" SOLID 0.27 1.21D + 1.OW 60'Wind 36 19.48 0 0 1.4 Member 15 280 SOL - 7/8" SOLID 0.94 1.2D + 1.OW 60'Wind 36 19.48 0 0 4.8 Member 16 300 SOL - 7/8" SOLID 1.40 1.2D + 1.OW 60'Wind 36 19.48 0 0 7.2 Member DIAGONAL MEMBERS Mem Shear Bear B.S. Top Force Fy Cap Num Num Cap Cap Cap Use Sect Elev Member (kips) Load Case (ksi) (kips) Bolts Holes (kips) (kips) (kips) % Controls 1 6.7 - 0.00 36 0.00 0 0 2 20 SOL - 1 1/4" SOLID 0.97 0.91D + 1.OW 90' Wind 36 39.76 0 0 2.4 Member 3 40 SOL - 1" SOLID 0.32 0.91D + 1.OW 60' Wind 36 25.45 0 0 1.2 Member 4 60 SOL - 1" SOLID 1.32 1.2D + 1.OW 90' Wind 36 25.45 0 0 5.2 Member 5 80 SOL - 1" SOLID 1.68 0.91D + 1.OW 90' Wind 36 25.45 0 0 6.6 Member 6 100 SOL - 1" SOLID 0.39 1.21D + 1.OW 90' Wind 36 25.45 0 0 1.5 Member 7 120 SOL - 1" SOLID 2.18 1.21D + 1.OW 90'Wind 36 25.45 0 0 8.6 Member 8 140 SOL - 1" SOLID 2.63 0.9D + 1.OW 90'Wind 36 25.45 0 0 10.3 Member 9 160 SOL - 1" SOLID 1.35 1.2D + 1.OW 90'Wind 36 25.45 0 0 5.3 Member 10 180 SOL - 1" SOLID 0.69 0.9D + 1.OW 60' Wind 36 25.45 0 0 2.7 Member Copyright © 2022 by Tower Engineering Solutions, LLC. All rights reserved 7145-A-SBAAPPROVED DATL 09/07/22 ►IENa+KR-. 0-016, Top Sect Elev Member Force/Stress Tension Summary Code: EIA/TIA-222-1-1 3/28/2022'' ' Exposure: C , I Crest Height: 0.00 x Site Class: D - Stiff Soil ES. Topography: 1 Struct Class: II Page: 23 1 Tower EngineenngSolurions DIAGONAL MEMBERS Mem Shear Bear B.S. Force Fy Cap Num Num Cap Cap Cap Use (kips) Load Case (ksi) (kips) Bolts Holes (kips) (kips) (kips) % Controls 11 200 SOL - 1" SOLID 3.73 1.2D + 1.OW 90'Wind 36 25.45 0 0 14.7 Member 12 220 SOL - 1" SOLID 2.51 1.21D + 1.OW 90'Wind 36 25.45 0 0 9.8 Member 13 240 SOL - 1" SOLID 3.63 1.21D + 1.OW 90'Wind 36 25.45 0 0 14.3 Member 14 260 SOL - 1" SOLID 1.52 0.91D + 1.OW 90' Wind 36 25.45 0 0 6.0 Member 15 280 SOL - 1" SOLID 3.22 1.21D + 1.OW 90'Wind 36 25.45 0 0 12.7 Member 16 300 SOL - 1" SOLID 3.83 1.2D + 1.OW 90' Wind 36 25.45 0 0 15.0 Member Copyright © 2022 by Tower Engineering Solutions, LLC. All rights reserved. (E IDIAN 145-A-SBA APPROVED West DAM 09/07/22 0 (ft) RENUMBER:-(ft) Seismic Section Forces Topography: 1 Code: TIA-222-H Exposure: C Crest Height: 0.00 Site Class: D - Stiff Soil Struct Class: II 3/28/2022 IES. III g Page:24 Tower Engineering Solutions Load Case: 1.21D + 1.OEv + 1.OEh Dead Load Factor 1.20 Sds 0.309 Ss 0.2970 Fa 1.5624 Ke 1.0454 TL 6.0000 Seismic Load Factor 1.00 Sd1 0.171 S1 0.1080 Fv 2.3840 Kg 0.0032 Cs 0.0969 Seismic Importance Factor 1.00 W1 0.000 R 3.0000 Vs 3.2089 T 0.5909 f1 1.6925 Lateral Vertical Sect Elev Wz Fsz Ev # (ft) (lb) (Ibs) (Ibs) 1 3.35 555.69 0.81 34.40 2 13.35 1108.7 7.07 68.64 3 30.00 1393.5 20.94 86.27 4 50.00 1393.5 35.71 86.27 5 70.00 1504.3 55.00 93.12 6 90.00 1667.9 79.67 103.25 7 110.00 1551.8 91.13 96.06 8 130.00 1409.7 98.15 87.27 9 150.00 1236.8 99.42 76.57 10 170.00 1236.8 113.32 76.57 11 190.00 1807.6 189.27 111.90 12 210.00 4679.6 568.05 289.68 13 230.00 4093.0 543.09 253.36 14 250.00 1585.5 219.87 98.15 15 270.00 3545.1 552.63 219.45 16 290.00 3198.5 534.76 197.99 Copyright © 2022 by Tower Engineering Solutions, LLC. All rights reserved. (E IDIAN 145-A-SBA APPROVED West DAM 09/07/22 0 (ft) RENUMBER:-(ft) Seismic Section Forces Topography: 1 Code: TIA-222-H Exposure: C Crest Height: 0.00 Site Class: D - Stiff Soil Struct Class: II 3/28/2022 IES. III g Page:25 Tower Engineering Solutions Load Case: 0.91D + 1.OEv + 1.OEh Dead Load Factor 0.90 Sds 0.309 Ss 0.2970 Fa 1.5624 Ke 1.0454 TL 6.0000 Seismic Load Factor 1.00 Sd1 0.171 S1 0.1080 Fv 2.3840 Kg 0.0032 Cs 0.0969 Seismic Importance Factor 1.00 W1 0.000 R 3.0000 Vs 3.2089 T 0.5909 f1 1.6925 Lateral Vertical Sect Elev Wz Fsz Ev # (ft) (lb) (Ibs) (Ibs) 1 3.35 555.69 0.81 34.40 2 13.35 1108.7 7.07 68.64 3 30.00 1393.5 20.94 86.27 4 50.00 1393.5 35.71 86.27 5 70.00 1504.3 55.00 93.12 6 90.00 1667.9 79.67 103.25 7 110.00 1551.8 91.13 96.06 8 130.00 1409.7 98.15 87.27 9 150.00 1236.8 99.42 76.57 10 170.00 1236.8 113.32 76.57 11 190.00 1807.6 189.27 111.90 12 210.00 4679.6 568.05 289.68 13 230.00 4093.0 543.09 253.36 14 250.00 1585.5 219.87 98.15 15 270.00 3545.1 552.63 219.45 16 290.00 3198.5 534.76 197.99 Copyright © 2022 by Tower Engineering Solutions, LLC. All rights reserved. �ESupport Forces Summa IDR IAN,-- �� 145-A-SBA Code: TIA-222-H APPROVED p West Exposure: C DATE 09/07/22 00 (ft) Crest Height: 0.00 FILE NUMBER: ^-zozz--1 0 (ft) Site Class: D - Stiff Soil : U.b Topography: 1 Struct Class: II FX FY FZ 3/28/2022 E S. Tower Engineering Solutions Page: 26 Load Case Node (kips) (kips) (kips) (-) = Uplift (+) = Down 1.2D + 1.OW Normal Wind 1 0.00 100.49 -0.54 Al 0.00 -0.45 0.49 Alb 19.75 -17.62 -12.14 Ala -19.75 -17.62 -12.14 A5 0.00 -0.65 0.31 A5b 7.81 -12.35 -4.95 A5a -7.81 -12.35 -4.95 ---------------------------------------------------------------------- 1.2D + 1.OW 60° Wind 1 -0.86 84.94 -0.50 Al -0.51 -3.30 4.46 Alb 3.61 -3.30 -2.67 Ala -23.56 -20.53 -13.60 A5 -0.29 -2.45 1.71 A5b 1.34 -2.45 -1.11 A5a -9.07 -13.90 -5.24 ---------------------------------------------------------------------- 1.2D + 1.OW 90° Wind 1 -0.70 95.27 -0.22 Al -0.71 -10.89 14.33 Alb 0.99 -1.06 -0.83 Ala -24.01 -20.88 -13.46 A5 -0.40 -7.84 5.78 A5b 0.42 -0.98 -0.41 A5a -9.48 -14.38 -5.21 - - - - - - - - - - - - - - - - - - 0.9D + 1.OW Normal Wind - - - - - - - - - - 1 - - - - - 0.00 - - - - - - 91.12 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -0.63 Al 0.00 -0.45 0.49 Alb 19.71 -17.58 -12.12 Ala -19.71 -17.58 -12.12 A5 0.00 -0.65 0.31 A5b 7.79 -12.32 -4.93 A5a -7.79 -12.32 -4.93 ---------------------------------------------------------------------- 0.9D + 1.OW 60° Wind 1 -0.91 75.77 -0.53 Al -0.51 -3.32 4.49 Alb 3.63 -3.32 -2.68 Ala -23.54 -20.51 -13.59 A5 -0.29 -2.47 1.72 A5b 1.35 -2.47 -1.11 A5a -9.07 -13.90 -5.24 ---------------------------------------------------------------------- 0.9D + 1.OW 90' Wind 1 -0.77 85.94 -0.21 Al -0.71 -10.87 14.31 Alb 1.00 -1.07 -0.83 Ala -23.96 -20.84 -13.43 A5 -0.40 -7.82 5.76 A5b 0.42 -0.99 -0.41 ---------------------------------------------------------------------- A5a -9.46 -14.36 -5.20 Copyright © 2022 by Tower Engineering Solutions, LLC. All rights reserved. ormal Wind 1 0.00 88.99 -0.28 1 E IDIAN> Al 0.00 -2.69 4.53 Alb 10.36 -8.06 -6.30 Ala -10.36 -8.06 -6.30 APPROVED A5 0.00 -2.01 1.55 09/07/22 A5b 3.05 -4.57 -1.90 DATE: Asa -3.05 -4.57 -1.90 FILE NUMBER:A-2022-0167 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 0° Wind 1 -0.27 89.02 -0.16 Al -0.26 -4.46 6.91 Alb 5.85 -4.46 -3.68 Ala -12.54 -9.83 -7.24 A5 -0.12 -2.96 2.29 A5b 1.92 -2.96 -1.25 Asa -3.76 -5.53 -2.17 ---------------------------------------------------------------------- 1.2D + 1.0Di + 1.0Wi 90' Wind 1 -0.31 88.94 0.00 Al -0.34 -6.24 9.49 Alb 4.36 -3.14 -2.65 Ala -12.06 -9.34 -6.82 A5 -0.15 -3.76 2.94 A5b 1.50 -2.29 -0.94 A5a -3.60 -5.25 -2.01 ---------------------------------------------------------------------- 1.2D + 1.OEv + 1.OEh 1 0.00 70.04 0.02 Al 0.00 -4.33 6.78 Alb 7.77 -6.28 -4.49 Ala -7.77 -6.28 -4.49 A5 0.00 -2.59 1.97 A5b 2.59 -3.99 -1.50 A5a -2.59 -3.99 -1.50 ---------------------------------------------------------------------- 0.9D + 1.OEv + 1.OEh 1 0.00 60.80 0.01 Al 0.00 -4.40 6.85 Alb 7.83 -6.34 -4.52 Ala -7.83 -6.34 -4.52 A5 0.00 -2.64 2.01 A5b 2.62 -4.04 -1.51 A5a -2.62 -4.04 -1.51 ---------------------------------------------------------------------- 1.0D + 1.OW Normal Wind 1 0.00 56.90 -0.41 Al 0.00 -0.93 1.77 Alb 8.18 -6.80 -4.93 Ala -8.18 -6.81 -4.93 A5 0.00 -0.38 0.29 A5b 2.85 -4.42 -1.76 A5a -2.85 -4.42 -1.76 ---------------------------------------------------------------------- 1.0D + 1.OW 60° Wind 1 -0.36 57.90 -0.21 Al -0.17 -2.95 4.35 Alb 3.68 -2.95 -2.33 Ala -10.54 -8.89 -6.09 A5 -0.10 -2.05 1.53 A5b 1.28 -2.06 -0.85 A5a -3.94 -6.01 -2.27 ---------------------------------------------------------------------- 1.0D + 1.OW 90' Wind 1 -0.41 57.68 -0.01 Al -0.22 -4.88 6.94 Alb 2.08 -1.50 -1.29 Ala -9.97 -8.32 -5.66 A5 -0.12 -3.32 2.51 A5b 0.62 -0.99 -0.41 -------------------- A5a -------- -3.70 ------ -5.60 ----- -2.07 ------------------------- - - - - - - Copyright © 2022 by Tower Engineering Solutions, LLC. All rights reserved. kips) Base Anchor 1 APPROVED DA EI 09/07/22 S CE %UtJ B; R' A 2G22-0I5I 100.49 20.88 1.05 27.52 Copyright © 2022 by Tower Engineering Solutions, LLC. All rights reserved. Cable Forces Summary �E IDR IAN,-- �� 145-A-SBA Code: TIA-222-H 3/28/2022 APPROVED p West Exposure: C DATE 09/07�22 00 (ft) Crest Height: 0.00 FILE NUMBER:^-zszz-sis� 0 (ft) Site Class: D - Stiff Soil in: Topography: 1 Struct Class: II Page: 29 r°"e`E°p°ccrim�' S01711711 Allow Applied Elevation Tension Tension Load Case (ft) Cable Node 1 Node 2 (kips) (kips) Use % 1.2D + 1.OW Normal 66.77 3/8 EHS Al 28 9.24 0.21 2 Wind Alb 28a 9.24 3.97 43 Ala 28b 9.24 3.97 43 126.70 7/16 EHS Al 52 12.48 0.10 1 Alb 52a 12.48 6.72 54 Ala 52b 12.48 6.72 54 186.70 Al 76 12.48 0.21 2 Alb 76a 12.48 8.10 65 Ala 76b 12.48 8.10 65 236.60 1/2 EHS Al 95 16.02 0.46 3 Alb 95a 16.02 11.03 69 Ala 95b 16.02 11.04 69 286.70 5/8 EHS A5 116 25.44 0.97 4 A5b 116a 25.44 15.68 62 A5a 116b 25.44 15.68 62 1.2D + 1.OW 60' Wind 66.77 3/8 EHS Al 28 9.24 1.08 12 Alb 28a 9.24 1.08 12 Ala 28b 9.24 4.86 53 126.70 7/16 EHS Al 52 12.48 1.39 11 Alb 52a 12.48 1.39 11 Ala 52b 12.48 7.87 63 186.70 Al 76 12.48 1.50 12 Alb 76a 12.48 1.50 12 Ala 76b 12.48 9.40 75 236.60 1/2 EHS Al 95 16.02 1.99 12 Alb 95a 16.02 1.99 12 Ala 95b 16.02 12.73 79 286.70 5/8 EHS A5 116 25.44 3.26 13 A5b 116a 25.44 3.26 13 A5a 116b 25.44 17.66 69 1.2D + 1.OW 90' Wind 66.77 3/8 EHS Al 28 9.24 2.56 28 Alb 28a 9.24 0.33 4 Ala 28b 9.24 4.74 51 126.70 7/16 EHS Al 52 12.48 4.23 34 Alb 52a 12.48 0.39 3 Ala 52b 12.48 7.93 64 186.70 Al 76 12.48 5.01 40 Alb 76a 12.48 0.51 4 Ala 76b 12.48 9.60 77 236.60 1/2 EHS Al 95 16.02 6.76 42 Alb 95a 16.02 0.77 5 Ala 95b 16.02 13.06 82 286.70 5/8 EHS A5 116 25.44 10.00 39 A5b 116a 25.44 1.40 5 A5a 116b 25.44 18.25 72 0.9D + 1.OW Normal 66.77 3/8 EHS Al 28 9.24 0.21 2 Wind Alb 28a 9.24 3.96 43 Ala 28b 9.24 3.96 43 126.70 7/16 EHS Al 52 12.48 0.10 1 Alb 52a 12.48 6.71 54 Ala 52b 12.48 6.71 54 186.70 Al 76 12.48 0.22 2 Alb 76a 12.48 8.08 65 Copyright © 2022 by Tower Engineering Solutions, LLC. All rights reserved. FAPPROVED DATE 09/07/22 31 FILE NUMBER:-02vois1 186.70 236.60 286.70 66.77 126.70 186.70 236.60 286.70 0.91D + 1.OW 90' Wind 66.77 126.70 186.70 236.60 286.70 1.21D + 1.ODi + 1.OWi 66.77 Normal Wind 126.70 186.70 236.60 286.70 1.21D + 1.ODi + 1.OWi 66.77 60° Wind 126.70 186.70 236.60 286.70 7/16 EHS Ala 76b 12.48 8.08 1/2 EHS Al 95 16.02 0.46 Alb 95a 16.02 11.00 Ala 95b 16.02 11.00 5/8 EHS A5 116 25.44 0.98 A5b 116a 25.44 15.64 A5a 116b 25.44 15.64 3/8 EHS Al 28 9.24 1.09 Alb 28a 9.24 1.09 Ala 28b 9.24 4.84 7/16 EHS Al 52 12.48 1.39 Alb 52a 12.48 1.39 Ala 52b 12.48 7.87 Al 76 12.48 1.51 Alb 76a 12.48 1.51 Ala 76b 12.48 9.40 1/2 EHS Al 95 16.02 2.00 Alb 95a 16.02 2.00 Ala 95b 16.02 12.72 5/8 EHS A5 116 25.44 3.28 A5b 116a 25.44 3.28 A5a 116b 25.44 17.66 3/8 EHS Al 28 9.24 2.56 Alb 28a 9.24 0.33 Ala 28b 9.24 4.73 7/16 EHS Al 52 12.48 4.23 Alb 52a 12.48 0.39 Ala 52b 12.48 7.93 Al 76 12.48 5.00 Alb 76a 12.48 0.51 Ala 76b 12.48 9.58 1/2 EHS Al 95 16.02 6.74 Alb 95a 16.02 0.77 Ala 95b 16.02 13.03 5/8 EHS A5 116 25.44 9.98 A5b 116a 25.44 1.41 A5a 116b 25.44 18.22 3/8 EHS Al 28 9.24 1.42 Alb 28a 9.24 2.93 Ala 28b 9.24 2.93 7/16 EHS Al 52 12.48 1.54 Alb 52a 12.48 4.00 Ala 52b 12.48 4.00 Al 76 12.48 1.40 Alb 76a 12.48 3.95 Ala 76b 12.48 3.94 1/2 EHS Al 95 16.02 1.72 Alb 95a 16.02 4.64 Ala 95b 16.02 4.64 5/8 EHS A5 116 25.44 3.06 A5b 116a 25.44 6.33 A5a 116b 25.44 6.33 3/8 EHS Al 28 9.24 1.88 Alb 28a 9.24 1.88 Ala 28b 9.24 3.34 7/16 EHS Al 52 12.48 2.25 Alb 52a 12.48 2.25 Ala 52b 12.48 4.73 Al 76 12.48 2.21 Alb 76a 12.48 2.21 Ala 76b 12.48 4.78 1/2 EHS Al 95 16.02 2.75 Alb 95a 16.02 2.75 Ala 95b 16.02 5.65 5/8 EHS A5 116 25.44 4.26 A5b 116a 25.44 4.27 65 3 69 69 4 61 61 12 12 52 11 11 63 12 12 75 12 12 79 13 13 69 28 4 51 34 3 64 40 4 77 42 5 81 39 6 72 15 32 32 12 32 32 11 32 32 11 29 29 12 25 25 20 20 36 18 18 38 18 18 38 17 17 35 17 17 Copyright © 2022 by Tower Engineering Solutions, LLC. All rights reserved i �F DATE: :1,E NUMBER: A-20110- 286.70 66.77 126.70 186.70 236.60 286.70 1.2D + 1.OEv + 1.OEh 66.77 126.70 186.70 236.60 286.70 0.91D + 1.OEv + 1.OEh 66.77 126.70 186.70 236.60 286.70 1.01D + 1.OW Normal 66.77 Wind 126.70 186.70 236.60 286.70 i I [I] jai I [i�ri�L:�ii iri9 R: t:�:1ii7 126.70 5/8 EHS A5a 116b 25.44 7.55 3/8 EHS Al 28 9.24 2.41 Alb 28a 9.24 1.53 Ala 28b 9.24 3.24 7/16 EHS Al 52 12.48 3.10 Alb 52a 12.48 1.70 Ala 52b 12.48 4.54 Al 76 12.48 3.07 Alb 76a 12.48 1.60 Ala 76b 12.48 4.55 1/2 EHS Al 95 16.02 3.69 Alb 95a 16.02 2.00 Ala 95b 16.02 5.36 5/8 EHS A5 116 25.44 5.29 A5b 116a 25.44 3.42 A5a 116b 25.44 7.20 3/8 EHS Al 28 9.24 2.11 Alb 28a 9.24 2.22 Ala 28b 9.24 2.22 7/16 EHS Al 52 12.48 2Al Alb 52a 12.48 2.86 Ala 52b 12.48 2.86 Al 76 12.48 1.85 Alb 76a 12.48 2.81 Ala 76b 12.48 2.81 1/2 EHS Al 95 16.02 2.09 Alb 95a 16.02 3.52 Ala 95b 16.02 3.52 5/8 EHS A5 116 25.44 3.51 A5b 116a 25.44 5.24 A5a 116b 25.44 5.24 3/8 EHS Al 28 9.24 2.11 Alb 28a 9.24 2.23 Ala 28b 9.24 2.23 7/16 EHS Al 52 12.48 2.43 Alb 52a 12.48 2.88 Ala 52b 12.48 2.88 Al 76 12.48 1.89 Alb 76a 12.48 2.84 Ala 76b 12.48 2.84 1/2 EHS Al 95 16.02 2.13 Alb 95a 16.02 3.56 Ala 95b 16.02 3.56 5/8 EHS A5 116 25.44 3.58 A5b 116a 25.44 5.30 A5a 116b 25.44 5.30 3/8 EHS Al 28 9.24 0.73 Alb 28a 9.24 2.09 Ala 28b 9.24 2.09 7/16 EHS Al 52 12.48 0.73 Alb 52a 12.48 2.98 Ala 52b 12.48 2.98 Al 76 12.48 0.45 Alb 76a 12.48 3.14 Ala 76b 12.48 3.14 1/2 EHS Al 95 16.02 0.39 Alb 95a 16.02 3.98 Ala 95b 16.02 3.98 5/8 EHS A5 116 25.44 0.73 A5b 116a 25.44 5.80 A5a 116b 25.44 5.80 3/8 EHS Al 28 9.24 1.17 Alb 28a 9.24 1.18 Ala 28b 9.24 2.48 7/16 EHS Al 52 12.48 1.43 Alb 52a 12.48 1.43 30 26 17 35 25 14 36 25 13 36 23 12 33 21 13 28 23 24 24 19 23 23 15 23 23 13 22 22 14 21 21 23 24 24 19 23 23 15 23 23 13 22 22 14 21 21 8 23 23 6 24 24 4 25 25 2 25 25 3 23 23 13 13 27 11 11 Copyright © 2022 by Tower Engineering Solutions, LLC. All rights reserved 126.70 186.70 236.60 286.70 1.OD + 1.OW 90' Wind 66.77 126.70 186.70 236.60 286.70 7/16 EHS Ala 52b 12.48 3.66 29 Al 76 12.48 1.34 11 Alb 76a 12.48 1.34 11 Ala 76b 12.48 4.07 33 1/2 EHS Al 95 16.02 1.69 11 Alb 95a 16.02 1.68 11 Ala 95b 16.02 5.37 34 5/8 EHS A5 116 25.44 2.82 11 A5b 116a 25.44 2.82 11 A5a 116b 25.44 7.79 31 3/8 EHS Al 28 9.24 1.62 18 Alb 28a 9.24 0.84 9 Ala 28b 9.24 2.37 26 7/16 EHS Al 52 12.48 2.19 18 Alb 52a 12.48 0.89 7 Ala 52b 12.48 3.47 28 Al 76 12.48 2.24 18 Alb 76a 12.48 0.67 5 Ala 76b 12.48 3.82 31 1/2 EHS Al 95 16.02 2.86 18 Alb 95a 16.02 0.80 5 Ala 95b 16.02 5.00 31 5/8 EHS A5 116 25.44 4.42 17 A5b 116a 25.44 1.49 6 A5a 116b 25.44 7.28 29 Copyright © 2022 by Tower Engineering Solutions, LLC. All rights reserved. EI(IDIAN�- Analysis Summary \\�� APPROVED 145-A-SBA p West Code: Exposure: TIA-222-H C 3/28/2022 a,E 2 7L2 00 (ft) Crest Height: 0.00 ES tiBNMOk -GIs, 0 (ft) Site Class: D - Stiff Soil Topography: 1 Struct Class: II Page: 33 - '-L'gl"-gS'lmiom Max Reactions Base: 100.49 (Vertical) 1.05 (Horizontal) Anchor 1: 20-98 (Vertical) 27.52 (Horizontal) Max Usages Max Leg: 82.2 % (1.21D + 1.OW Normal Wind - Sect 8) Max Diag: 50.5 % (12D + 1.0W 90° Wind - Sect 13) Max Horiz: 14.5 % (1.2D + 1.OW Normal Wind - Seri 16) Max Cable: 81.5 % (1.2D + 1.0W 90" Wind) - Elev: 237 ft Max Deflection, Twist and Sway Elevation Deflection Twist Sway Load Case (ft) (ft) (deg) (deg) 0.9D + 1.0Ev + 1.0Eh - Normal To Face 100.00 0.0225 0.0010 0.0256 103.40 0.0248 0.0009 0.0293 200.00 0.1265 -0.0059 0.0921 216.60 0.1467 -0.0100 0.0585 226.70 0.1549 -0.0130 0.0408 240.00 0.1627 -0.0150 0.0434 260.00 0.1713 -0.0090 0.0159 273.30 0.1724 -0.0063 0.0047 ----------------------------- 300.00 -------------- 0.1690 --------- -0.0028 ------- 0.0034 ----------- 0.91D + 1.0W 102 mph Wind at 60" From Face 100.00 0.6017 0.6283 0.1971 103.40 0.6125 0.6179 0.2242 200.00 1.2626 0.3263 0.5968 216.60 1.3975 0.2758 0.4087 226.70 1.4595 0.2446 0.3026 240.00 1.5257 0.2156 0.3718 260.00 1.6293 0.2229 0.2829 273.30 1.6870 0.2297 0.2185 ---------------------------------------------------------------------- 300.00 1.8141 0.2396 0.5000 0.9D + 1.OW 102 mph Wind at 90° From Face 100.00 0.8001 0.8046 0.3562 103.40 0.8201 0.7936 0.3951 200.00 1.8338 0.4895 0.8321 216.60 2.0325 0.4390 0.6300 226.70 2.1329 0.4077 0.5177 240.00 2.2469 0.3778 0.5756 260.00 2.4169 0.3857 0.4649 273.30 2.5169 0.3915 0.4017 ---------------------------------------------------------------------- 300.00 2.7261 0.3990 0.6749 0.9D + 1.0W 102 mph Wind at Normal To Face 100.00 0.8989 0.4526 0.4027 103.40 0.9245 0.4410 0.4482 200.00 2.0670 0.1191 0.9217 216.60 2.2934 0.0643 0.7183 226.70 2.4081 0.0308 0.6016 240.00 2.5413 -0.0075 0.6519 260.00 2.7399 0.0036 0.5424 273.30 2.8579 0.0069 0.4778 ----------------------------- 300.00 ---------- ---- 3.1034 --------- 0.0157 ------------- 0.7514 ----- Copyright 0 2022 by Tower Engineering Solutions, LLC. All rights reserved. ind at 60° From Face 100.00 0.1803 0.2698 0.0547 0.3685 0.1599 0.0616 203.40 200.00 0.3685 0.1599 1774 0.1774 216.60 0.4062 0.1422 0.1121 APPROVED 226.70 0.4229 0.1313 0.0762 CA osro7rzz 240.00 0.4389 0.1216 0.0988 260.00 0.4644 0.1270 0.0682 FU NUMBA - 1-1 273.30 0.4774 0.1313 0.0464 ----------- -------------------- 300.00 ------------ 0.5076 --------- 0.1376 ------------------ 0.1451 1.013 + 1.OW 60 mph Wind at 90" From Face 100.00 0.1881 0.4376 0.0566 103.40 0.1902 0.4338 0.0652 200.00 0.3810 0.3278 0.1767 216.60 0.4172 0.3100 0.1073 226.70 0.4327 0.2993 0.0681 240.00 0.4463 0.2897 0.0894 260.00 0.4667 0.2954 0.0529 273.30 0.4759 0.2993 0.0335 ------------------------------- 300.00 ------------ 0.4978 --------- 0.3049 ------- 0.1292 ----------- 1.013 + 1.OW 60 mph Wind at Normal To Face 100.00 0.1960 0.1621 0.0632 103.40 0.1999 0.1579 0.0700 200.00 0.3717 0.0421 0.1415 216.60 0.3978 0.0227 0.0670 226.70 0.4051 0.0109 0.0224 240.00 0.4075 -0.0026 0.0341 260.00 0.4090 0.0039 0.0080 273.30 0.4046 0.0065 0.0334 ------------------------------- 300.00 ------------ 0.3984 --------- 0.0114 ------- 0.0648 ----------- 1.2D + 1.ODi + 1.OWi 40 mph Wind at 60' From Face 100.00 0.2273 0.1128 0.0678 103.40 0.2301 0.1106 0.0720 200.00 0.3551 0.0510 0.0732 216.60 0.3630 0.0415 0.0105 226.70 0.3622 0.0356 0.0273 240.00 0.3540 0.0312 0.0280 260.00 0.3390 0.0385 0.0549 273.30 0.3244 0.0438 0.0743 ------------------------------- 300.00 ------------ 0.2937 --------- 0.0515 ------- 0.0318 ----------- 1.2D + 1.ODi + 1.OWi 40 mph Wind at 90' From Face 100.00 0.2451 0.2926 0.0677 103.40 0.2469 0.2903 0.0724 200.00 0.3513 0.2300 0.0538 216.60 0.3517 0.2202 0.0347 226.70 0.3465 0.2142 0.0625 240.00 0.3320 0.2096 0.0627 260.00 0.3080 0.2167 0.0886 273.30 0.2876 0.2215 0.1091 ------------------------------- 300.00 ------------ 0.2465 --------- 0.2284 ------- 0.0696 ----------- 1.21D + 1.ODi + 1.OWi 40 mph Wind at Normal From Face 100.00 0.2624 0.0704 0.0744 103.40 0.2677 0.0680 0.0763 200.00 0.3465 0.0033 0.0181 216.60 0.3391 -0.0092 0.0570 226.70 0.3257 -0.0156 0.0911 240.00 0.3025 -0.0207 0.0933 260.00 0.2644 -0.0135 0.1216 273.30 0.2342 -0.0092 0.1426 ------------------------------- 300.00 ------------ 0.1720 --------- -0.0031 ------- 0.1000 ----------- 1.21D + 1.OEv + 1.OEh - Normal To Face 100.00 0.0224 0.0016 0.0263 103.40 0.0247 0.0014 0.0299 200.00 0.1281 -0.0080 0.0935 216.60 0.1487 -0.0126 0.0596 226.70 0.1570 -0.0158 0.0415 240.00 0.1649 -0.0180 0.0436 260.00 0.1736 -0.0113 0.0160 273.30 0.1747 -0.0080 0.0049 ------------------------------- 300.00 -------- ---- 0.1711 --------- -0.0036 ------- 0.0039 ----------- Copyright 0 2022 by Tower Engineering Solutions, LLC. Aft rights reserved. Wind at 60° From Face 100.00 0.6037 0.6284 0.1962 �.0/„R„�,,,,_ 0.3245 0.6021 �j}� �R���' 203.40 200.00 1.2691 1.2691 0.3245 0.6021 216.60 1.4050 0.2738 0.4122 APPROVED 226.70 1.4676 0.2425 0.3056 DAX. 09i07rz2 240.00 1.5344 0.2135 0.3741 260.00 1.6385 0.2217 0.2844 FIRE NUMBER 273.30 1.6965 0.2291 0.2192 ----------- ------------------ 300.00 -------------- 1.8241 --------- 0.2400 ------- 0.5021 ----------- 1.21D + 1.OW 102 mph Wind at 90" From Face 100.00 0.8033 0.8032 0.3577 103.40 0.8233 0.7921 0.3980 200.00 1.8505 0.4862 0.8434 216.60 2.0518 0.4355 0.6394 226.70 2.1538 0.4040 0.5256 240.00 2.2694 0.3741 0.5820 260.00 2.4414 0.3830 0.4697 273.30 2.5425 0.3894 0.4065 ______________________________________________________________________ 300.00 2.7537 0.3979 0.6803 1.21D + 1.OW 102 mph Wind at Normal To Face 100.00 0.9030 0.4524 0.4034 103.40 0.9288 0.4407 0.4509 200.00 2.0856 0.1168 0.9345 216.60 2.3153 0.0619 0.7289 226.70 2.4315 0.0281 0.6105 240.00 2.5666 -0.0102 0.6593 260.00 2.7674 0.0018 0.5483 273.30 2.8868 0.0058 0.4835 ______________________________________________________________________ 300.00 3.1347 0.0155 0.7572 Copyright 0 2022 by Tower Engineering Solutions, LLC. Alt rights reserved. JAPPROVED L 09i07i22 Guyed Tower Base Design Date 312812022 Customer Name: SBA Communications Corp TIA Standard: TIA-222-H Site Name: Structure Height (Ft.): 300 Site Nmber: ID11145-A-SBA Engineer Name: H. You Engr. Number: 126690 Engineer Login ID: Structure Type: Analysis or Design? Base Reactions (Factored): Axial Load (Kips): Uplift Force (Kips): Foundation Geometries: Diameter of Pier (ft.): Pier Height A. G. (ft.): Length of Pad (ft.): Final Length of pad (ft) Material Properties and Reabr Info: Drawings/Calculations Guyed Tower Analysis 100.5 Shear Force (Kips): 0.0 Moment (Kips-ft): Mods required -Yes/No ?: 2.5 Depth of Base BG (ft.): 0.50 Thickness of Pad (ft): 8 Width of Pad (ft.): 8.0 Final width of pad (ft) Concrete Strength (psi): 3000 Vertical bar yield (ksi) 60 Vertical Rebar Size #: 7 Qty. of Vertical Rebars: 6 Pad Rebar Yield (Ksi): 60 Concrete Cover (in.): 3 Rebar at the bottom of the concrete pad: Qty. of Rebar in Pad (L): 9 Soil Design Parameters: Soil Unit Weight (pcf): Water Table B.G.S. (ft): Ultimate Bearing Pressure (psf): Steel Elastic Modulus: Tie steel yield (ksi): Tie / Stirrup Size #: Tie Spacing (in): Pad Steel Rebar Size (#): Unit Weight of Concrete Qty. of Rebar in Pad (W): 100.0 Soil Buoyant Weight: 10.0 Unit Weight of Water: 6000 Ultimate Skin Friction: Foundation Analysis and Design: Uplift Strength Reduction Factor: Total Dry Soil Volume (cu. Ft.): Total Buoyant Soil Volume (cu. Ft.): Total Effective Soil Weight (Kips): Total Dry Concrete Volume (cu. Ft.): Total Buoyant Concrete Volume (cu. Ft.): Total Effective Concrete Weight (Kips): Check Soil Capacities: Calculated Maxium Net Soil Pressure under the base (psf) Calculated Foundation Allowable Axail Capacity (Kips): 1.1 No 5.0 1.50 8 8.0 29000 ksi 36 3 12.0 7 150.0 pcf 9 50 5.0 L 8.0 2.5 • 0 # 7 �3 7 7 1.50 0.0 8.0 W 0.0 0.0 0.0 � 8.0 L � 37.6 Pcf 62.4 pcf Angle from Top of Pad: 30 0 Psf Angle from Bottm of Pad: 25 Angle from Bottm of Pad: 25 0.75 Compression Strength Reduction Factor: 0.6 206.82 Total Dry Soil Weight (Kips): 20.68 0.00 Total Buoyant Soil Weight (Kips): 0.00 20.68 Weight from the Concrete Block at Top (K): 0.00 115.63 Total Dry Concrete Weight (Kips): 17.35 0.00 Total Buoyant Concrete Weight (Kips): 0.00 17.35 Total Vertical Load on Base (Kips): 138.51 Load/ Capacity Ratio 1678.2 < Allowable Factored Soil Bearing (psf): 3600 0.47 OK! 230.4 > Design Factored Axial Load (Kips): 108 0.47 OK! TES Engr. Number: 126690 L Chec nforcein Concrete: Stren APPROVED Flexure and axial tension): Stren DATE: 09 11- xial compresion): f I! E NUM9 R' A-2022-0- (1) C Vertical Steel Rebar Area (sq. in./each): Calculated Moment Capacity (Mn,Kips-Ft): Calculated Shear Capacity (Kips): Calculated Tension Capacity (Tn, Kips): Calculated Compression Capacity (Pn, Kips): Moment & Axial Strength Combination(Pu/Pn+Mu/Mn) Pier Reinforcement Ratio: (2).Concrete Pad: One -Way Design Shear Capacity (L-Dir. Kips); One -Way Design Shear Capacity (W-Dir. Kips): Two -Way Design Shear Capacity (Kips): Lower Steel Pad Reinforcement Ratio (L-Direct. ): Lower Steel Pad Moment Capacity (L-Direction. Kips-ft) Lower Steel Pad Moment Capacity (W-Dir. Kips-ft): Page 2/2 Date: 3/28/2022 0.90 Strength reduction factor (Shear): 0.75 0.65 Wind Load Factor on Concrete Design: 1.00 Load/ Capacity Ratio 0.60 Tie / Stirrup Area (sq. in./each): 0.11 187.3 > Design Factored Moment (Mu, Kips-F1 4.2 0.02 OK! 73.9 > Design Factored Shear (Kips): 1.1 0.01 OK! 194.4 > Design Factored Tension (Tu Kips): 0.0 0.00 OK! 932.5 > Design Factored Axial Load (Pu Kips): 100.5 0.11 OK! 0.13 OK! 0.005 114.9 > One -Way Factored Shear (L-Dir Kips): 20.5 0.18 OK! 114.9 > One -Way Factored Shear (W-Dir Kips) 20.5 0.18 OK! 335.0 > Two -Way Factored Shear (Kips): 82.8 0.25 OK! 0.0039 OK! Lower Steel Pad Reinf. Ratio (W-Direc 0.0039 OK! 337.8 > Moment at Bottom ( L-Direct. K-Ft): 50.3 0.15 OK! 337.8 > Moment at Bottom (W-Dir. Kips -Ft): 50.3 0.15 OK! L �(E IDIAN — APPROVED DATE: 09/07/22 FNENIM8EILA-20U4n6 ISTower EngineeEngineeringgSolutions Foundation Info Obtained from: Soil Design Parameters: Soil Unit Weight (pcf): Ultimate lateral pressure (psf): Conical Failure Angle from Top: Material Properties: Concrete Strength (psi): Shear Strength Reduction Factor: Last revised on 1/3/2022 Guy Anchor Analysis and Design Date 312812022 Customer Name: SBA Communications Corp TIA Standard: EIA-222-H Site Name: 0 Structure Height (Ft.): 300 Site Nmber: I D1 1 145-A-SBA Engineer Name: H. You Engr. Number: 126690 Engineer Login ID: Drawings/Calculations Number of Anchors: 1 Set 110.0 Soil Buoyant Weight: 65.0 Pcf Cohesion of Soils (psf): 0 Unit Weight of Water: 62.4 pcf Internal Angle of Friction (a) 30 Ultimate Skin Friction: 0 Psf Coefficient of Shear Friction: 0.30 30 Failure Angle from Bottm 30 3000 Unit Weight of Concrete: 150.0 psf Horizontal Rebar Yield (psi): 60000 0.75 Flexure Strength Reduction Factor: 0.9 Radius (ft.): 227 1. Design Reactions (Factored): Uplift (Kips:) 20.9 Shear (Kips) 2. Foundation Geometries: Block Base Depth B.G.S. (ft): 12.0 Block with/without toe? Length of Anchor Block (L, ft.): 6.0 Width of Anchor Block: Concrete Block @ top of Anchor? No (1). Inner Anchors: Radius (ft.): 227 H (ft.): 12.0 Hw(ft.): 10.0 L (ft.): 6.0 W (ft.): 3.0 T (ft.): 3.0 Angle (0): 37.2 S (ft.): 20.68 777— Top bars: 3 # 7 Front bars: 4 # 7 Concrete Volume (Cu. Yd.)/Each: 2.00 27.5 Angle of force resultant (0 ): 37.2 No Water Table below grade (ft): 10.00 3.0 ft. Thickness of Anchor Block (ft.): 3.0 W J E IDI� N - I TES Engr. Number: 126690 Page 2/3 Date: 03/28/22 APPROVED ndDesi n: DATL 09/07/22 rume(cu. Ft.): 837.36 Total Dry Soil Weight (Kips): 163.88 FKENLUBEP.-O -os, ume (cu. Ft.): 23.58 Total Buoyant Soil Weight (Kips): 1.53 ight (Kips): 92.11 Weight of the Concrete Block at Top (Kips): 0.00 Total Dry Concrete Volume (cu. Ft.): 18.00 Total Dry Concrete Weight (Kip): 2.70 Total Buoyant Concrete Volume (cu. Ft.): 36.00 Total Buoyant Concrete Weight (Kips): 3.15 Total Effective Concrete Weight (Kips): 5.85 Weight Reduction Factor: 0.9 Soil Uplift Strength Reduction Factor A: 0.75 Shear Strength Reduction Factor: 0.75 Soil Uplift Strength Reduction Factor B: 0.9 4. Check Soil and Foundation Capacities: Nominal Factored Uplift Resistance: 77.02 Kips > Design Uplift Force (Kips): 20.9 _ Ultimate Shear Friction Resistance at base: 3.21 Kips Ultimate Resistance Pressure: 3397.5 Psf Factored Shear Resistance: 48.27 Kips> Design Shear Force (Kips): 27.5 IFOK! S. Design Concrete Block: Rebar Size (#): 7 Wind Load Factor on Concrete Design: 1.00 Qty. of the Rebar at top of the block: 3 Qty. of the Rebar in the front of the block: 4 Area of Single Rebar (sq. in.): 0.60 Factor for concrete compression zone: 0.85 One Way Shear due to Shear Force (Kips): 13.8 One Way Shear Capacity for shear (kips): 94.6 OK! One Way Shear due to Uplift (Kips): 10.4 One Way Shear Capacity for uplift (kips): 94.6 OK! Moment due to Shear Load ( Kips-ft): 20.6 Flexural Capacity for Shear Load (Kips-ft): 345.3 OK! Moment due to uplift Load ( Kips-ft): 15.7 Flexural Capacity for uplift Load (Kips-ft): 259.1 OK! Ratio of Design Moment/Moment capacity: 0.06 Minimum ratio of rebar (top & front) : 0.22 OK! Max. Ratio of Shear Force/Shear capacity: 0.15 - 0.0 0.0