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August 24, 2020 Ms. Cindy Suddith Crafton Communications, Inc. 2918 Clairmont Avenue South Birmingham, AL 35205 Subject: Rigorous Structural Analysis Engineering Firm Designation: Neel-Schaffer Inc. Project Number: 13456.027.016 Carrier Designation: T-Mobile Colocation

Site Name: Northside Drive Site Number: 9ME0586A

Tower Owner: Site Name: Fire Station 7

Site Number: 4 Site Data: 104 W. Northside Dr., Jackson, MS, Hinds

Latitude 32° 21' 22.40'', Longitude -90° 10' 31.30'' 200 Foot - Self Support Tower

Dear Ms. Suddith, Neel-Schaffer, Inc. (NSI) has completed a Rigorous Structural Analysis to determine the structural integrity of the above-mentioned tower. We understand that T-Mobile desires to use the tower for the colocation of telecommunications equipment and has requested NSI to determine if the addition of the proposed equipment would adversely affect the structure. NSI has conducted this analysis of the subject tower using the tnxTower computer software to model and analyze the structure. TnxTower (formerly RISA Tower) is a finite element analysis program specifically used for communications towers. Our analysis indicates that with the proposed appurtenance configuration, the tower and foundation WILL satisfy the structural strength requirements of ANSI/TIA-222-G-2-2009, Structural Standard for Antenna Supporting Structures and Antennas – Addendum 2 (industry standard) for:

95 mph three-second gust maximum wind speed 30 mph basic wind speed with 0.50-inch ice thickness 60 mph under service loads

*City of Jackson requires all capacity ratings to be below 95%. We appreciate the opportunity to work with Crafton Communications, Inc. and look forward to contributing to the success of this project. If we can be of further assistance, please do not hesitate to contact us. Sincerely, Jeremy Greene, P.E. Engineer I

PASS* Capacity: 86.4%

Foundation

Northside Dr. Structural Analysis 200 Ft Self-Support Tower August 24, 2020 Project Number 13456.027.016 Page 2 of 5

INTRODUCTION: This tower is a 200-foot self-support tower located in Hinds County, MS. The tower was designed by UNR-Rohn in August of 1998 and was originally designed for a wind speed of 75 mph with 0.50-inch ice per the TIA/EIA-222-F Standard. ANALYSIS CRITERIA: The structural analysis was performed for this tower in accordance with the requirements of ANSI/TIA-222-G Structural Standard for Antenna Supporting Structures and Antennas using a 3-second gust wind speed of 95 mph with no ice, 30 mph with 0.50 inch ice thickness and 60 mph under service loads. RESOURCES: NSI was provided with the following information to analyze the tower:

Colocation Application provided by T-Mobile dated August 12, 2020 Site Audit performed by NSI dated January 31, 2020 Post Mod Inspection by NSI dated February 14, 2014 Tower Modification Design by NSI dated September 16, 2013 Tower Mapping Report provided by Hi-Tech Tower Services, Inc. dated September 10, 2013 Previous Structural Analysis prepared by Excell Communications, Inc. Dated March 25, 2011 Previous Structural Analysis provided by Tower Engineering Professionals, Inc. dated March 9, 2011 Tower and foundation drawings provided by UNR-Rohn dated August 27, 1998 Geotechnical Report provided by GeoEngineering, LLC dated June 22, 1998

LOADING INFORMATION: Per the information received by NSI the following existing antenna and feedline equipment is included in the analysis. Existing Loading Data:

*See Assumption 7

Equipment Centerline Elevation

Carrier Item Feedline Mount Mount

Elevation

195’ C Spire Existing

(3) X7C-865-V-02

(6) 1 5/8” (3) Power (3) Fiber

(2) Valmont VFA12-HD

Mounts (Alpha & Gamma) (1) Sector

Mount (Beta)

195’

(3) HBXX-6517DS-A2M (3) HHT465B-PF-2XR (3) RRH FZHJ – 8x20

(3) OVP Boxes (3) RRH 2x40-07L-AT

(3) RRH AHFIG* (2) Fiber Distribution Boxes

189’ - - - (3) Sector Mounts (Empty)

189’

161’ Verizon Existing

(6) NHH-65C-R2B (12) 1 5/8” (Stacked 2 on 5

on 5) (1) Hybrid Fiber

Cable

(3) Sector Mounts

161’ (3) LNX-6515DS-VTM

(3) B66A RRH 4x45 (3) B13 RRH 4x30

(1) OVP Distribution Box


Equipment be Removed:

Equipment Elevation


Elevation

125’ T-Mobile(3) TMZXXX-6516-A3M

- - - (3) AHFIB RRUs(3) AHLOA RRUs

Proposed Loading Data:

Equipment Elevation


Elevation

125’ T-Mobile(3) AEHC Antennas (1) 1.55” HCS

2.0 Hybrid Cable - -

(3) RRUs AHFIG



Elevation

153’ AT&T

Existing

(3) 800 10121

(12) 1 5/8”(1) 5/16” RETControl Cable(2) 3/8” Fiber

Cables(4) 3/4” Power

Cables

(3) BoomGate

Mounts 153’

(3) TPA-65R-LCUUUU-H8(3) HPA-65R-BUU-H8

(3) RRUS-32(3) RRUS-32 B66

(3) RRUS-11(6) RRUS-12

(3) A2 RRU Modules(3) TT19-08BP111-001 TMAs

(12) 860 10025 RETs(2) DC-48-60-18-8F Fiber Box

135’ Sprint

Existing

(3) APXVERR18-C

(3) 1.4” HybridCables

(3) BoomGate

Mounts 135’

(3) TTTT65AP-1XR(6) RRUS 11 @ 800 MHz

(3) RRUS 31 @ 1900 MHz(3) RRUS 82

(9) ACU-A20-N RETs(9) RRUS 11 @ 1900 MHz

125’ T-MobileExisting

(3) TMZXXX-6516-A3M

(6) 1 5/8”(3) 1.584” HighCapacity HCS

(3) SectorMounts

125’

(3) FFHH-65C-R3(3) ATM1900D-1A20 TMAs

(3) AHFIB RRUs(3) AHLOA RRUs

(3) RNSNDC-7771-PF-48

100’ COJ (1) 800/900 MHz Omni

(1) LMR400 - - (1) Mi. Hub XR Base Unit

35’ - GPS (1) 1/2” - -


Final Loading Data: FOUNDATION ANALYSIS: A full foundation structural analysis was completed and the foundations were found to be capable of supporting the indicated loads. Therefore, foundation modifications are not necessary. ANALYSIS ASSUMPTIONS: The following assumptions have been made for this structural analysis. 1. This evaluation is based on the assumption that the tower has been properly designed, installed, and maintained in accordance with TIA standards and/or with manufacturer’s specifications. The evaluation of antenna connections, mount capacities, and connection components is beyond our scope of service.

2. The antenna configuration is as supplied and/or as modeled in the analysis. It is assumed to be complete and accurate. All antennas, mounts, coax and waveguides are assumed to be properly installed and supported as per manufacturer requirements. 3. Where specific information regarding antenna and mount types/models was not provided, assumed areas and weights were made based on similar and/or typical antenna and mount types. 4. The soil parameters are as per data supplied or as assumed and stated in the calculations. 5. Foundations are properly designed and constructed to resist the original design loads indicated in the documents provided. 6. Any prior structural modifications are assumed to be as per the supplied/available data, and to have been properly installed. 7. The existing C Spire loading shows (3) AHFIGs instead of (3) 4x40s from the previous SA due to the their 4G/5G project which received an NSI PE letter dated August 10, 2020. Any conditions discovered which deviate from the information contained in this letter may invalidate these results and should be presented to NSI for further review. This report has been prepared for the sole purpose of providing structural evaluation of this tower for the loading conditions indicated. It is intended for the exclusive use of T-Mobile and their authorized agents. The information, assumptions, and recommendations contained in this report should not be used by others for any purpose without the express written authorization from NSI. If conditions differ from those contained in this report, NSI should be contacted to evaluate this information.



Elevation

125’ T-Mobile

(3) FFHH-65C-R3 (6) 1 5/8” (3)1.584” High Capacity HCS (1) 1.55” HCS

2.0 Hybrid Cable

(3) Sector Mounts

125’ (3) AEHC Antennas (3) RRUs AHFIG

(3) ATM1900D-1A20 TMAs (3) RNSNDC-7771-PF-48


ATTACHMENTS:

Colocation Application dated 8/12/2020 Tower Elevation Feedline View tnxTower Output Foundation Analysis

City of Jackson New Construction/Colocation Application

THIS APPLICATION IS VALID FOR A PERIOD OF SIX (6) MONTHS FROM THE ACCEPTANCE DATE City Application 10/17/07

RETURN THIS APPLICATION TO: City of Jackson City Site Name: FS 7 2320 Riverside Drive City Site No.: Site 4 Jackson, MS 39205 Date: 08/12/2020 Attn: Telecommunications Phone: (601) 960-1696 Carrier Site Name: Northside Drive Fax: (601) 960-1698 Carrier Site No: 9ME0586A

APPLICANT INFORMATION Company Name: Crafton Communications, Inc. Point of Contact: Cindy Suddith Street Address: 2918 Clairmont Avenue S City: Birmingham State: AL Zip: 35205 Phone Number: 205-305-7534 Fax Number: 205-682-7501 Contract To Be Executed By: Accounts Payable Contact: Are You a Corporation, LLC, or Partnership: Corporation State in Which Your Business Entity was Formed: Delaware Company Name (as appears on lease agreements): Powertel/Memphis, Inc. Address: 10 Inverness Center Parkway, Suite 550 City: Birmingham State: AL Zip: 35242 Brief Description of Purpose of System (Cellular, PCS, Paging, etc.): Cellular

CITY TOWER INFORMATION Latitude: 32 21 22.4” Existing Structure Type: SST Longitude: -90 10’ 31.3” Existing Structure Height: 200’ Site Address: 104 W. Northside Drive, Jackson, MS 39206

SECTOR 1 SECTOR 2 SECTOR 3 SECTOR 4

Desired Rad Center (Feet AGL)

125’ 125’ 125’ N/A

Number of Antennas 2 2 2

TX RX

2496-2690/1695-2360 2496-2690/617-806

2496-2690/1695-2360 2496-2690/617-806

2496-2690/1695-2360 2496-2690/617-806

Antenna Manufacturer/Model#

(Attach spec. sheet)

(1) Nokia AEHC (1) Commscope FFHH-65C-

R3


R3


R3

Total Antenna per Sector 2 2 2

Weight (per antenna) 108lb

127.6 lb 108lb

127.6 lb 108lb

127.6 lb

Antenna Dimensions 38.2” x 21.5” x 5.9” 95.9” x 25.2” x 9.3”

38.2” x 21.5” x 5.9” 95.9” x 25.2” x 9.3”

38.2” x 21.5” x 5.9” 95.9” x 25.2” x 9.3”

ERP (watts) Antenna Gain 24 dBi

17.4 dBi 24 dBi

17.4 dBi 24 dBi

17.4 dBi

Orientation/Azimuth 60 180 300



ADDITIONAL EQUIPMENT Additional equipment to be added (i.e. radioheads, tma’s, distribution boxes) (1) RRU

(1) RRU

(1) RRU

Equipment Manufacturer/Model# (Attach spec. sheet)

Nokia AHFIG Nokia AHFIG Nokia AHFIG

Total Components per Sector

5 5 5

Weight (per component)

79.4lb (RRU) 8.4lb (TMA) 19lb (COVP)



Component Dimensions

38.2”x21.5”x5.9” (RRU) 27.6”x13.4”x5.6” (TMA)

38.2”x21.5”x5.9” (RRU) 27.6”x13.4”x5.6” (TMA)

38.2”x21.5”x5.9” (RRU) 27.6”x13.4”x5.6” (TMA)



MOUNTS AND COAX Tower Mount Dimensions

12.5’W x 126” H 12.5’W x 126” H 12.5’W x 126” H

Tower Mount Weight 544.7lb 544.7lb 544.7lb Antenna Dimensions / Weight 95.9”x25.2”x9.3”/

127.6 lb 38.2”x21.5”x5.9”

95.9”x25.2”x9.3”/ 127.6 lb

38.2”x21.5”x5.9”

95.9”x25.2”x9.3”/ 127.6 lb

38.2”x21.5”x5.9”

Transmit Frequency Receive Frequency Number of Coax Cables (PER SECTOR)

2

2

2

Type of Coax (i.e. fiber, power, CDMA)

(1) High Capacity (2) Coax



(1) HCS 2.0

Diameter of Coax Cables (1)1.584” (2) 1-5/8”

(1)1.584” (2) 1-5/8”

(1)1.584” (2) 1-5/8” (1) 1.55”

Tenant RF Contact Name/Number

Doug Howell / doug.howell@t‐mobile.com

City RF Contact Name/Number Sid Holston / 601‐503‐6327

Type of Service (i.e. CELLULAR, CDMA, GSM, TDMA, PAGING): Cellular

GROUND SPACE & POWER REQUIREMENTS Cabinet Manufacturer/Model No Change Shelter Manufacturer N/A Equipment Pad Dimensions No Change Shelter Dimensions N/A AC Power No Change Required Voltage and Total

Amps No Change

Tenant Construction Contact Name/Number: Brandon Gamble / [email protected]

City Construction Contact Name/Number: Sid Holston / 601-503-6327



Summary of work to be performed:

(Please provide quantity and equipment label for each item) Equipment to be added: 1. (3) Nokia AEHC Antennas 2. (3) Nokia AHFIG RRUs 3. (1) 1.55” HCS 2.0 Hybrid Cable 4. 5. Equipment to be removed: 1. (3) Andrew TMZXXX-6516-A3M 2. (3) Nokia AHLOA RRUs 3. (3) Nokia AHFIB RRUs 4. 5. Final Configuration (include all existing and proposed): 1. (3) Nokia AEHC 2. (3) Commscope – FFHH-65C-R3 3. (3) Nokia – AHFIG 3. (3) ATM1900D-1A20 TMAs 4. (3) Raycap RNSNDC-7771-PF-48 COVPs 5. (3) 1.584” High Cap HCS 6. (6) 1-5/8” COAX Cables 7. (1) HCS 2.0 Hybrid fiber with breakout 8. 9.

ATTACH MANUFACTURER’S SPECIFICATIONS OF BASE STATION EQUIPMENT OR SHELTER AND A PRELIMINARY SITE PLAN This application is subject to City of Jackson Telecommunications Approval. Proposed site modifications may also be subject to local zoning approval including building permit.

Submitted By: Signature of person submitting application on behalf of Applicant Company: Crafton Communications Printed Name: Cindy Suddith Title: Property Specialist Date: 08/12/2020



FOR CITY USE ONLY

Approved And Accepted By: SIGNATURES:

Date: _________________

City of Jackson, Manager of Telecommunications

Solutions you can build upon

Neel-Schaffer, Inc. 1022 Highland Colony Parkway, Suite 301

Ridgeland, MS 39157 Phone: 601-898-3358 FAX: 601-898-8485

Job: Northside Dr. (F.S. 7 - Site 4) - T-Mobile Project: 13456.027.016 Client: Crafton Communications, Inc. Drawn by: Brittany Morales App'd:

Code: TIA-222-G Date: 08/13/20 Scale: NTS Path:

M:\13456 Crafton (COJ sites)\027 Northside Dr. (F.S. 7 - Site 4)\2020.08 Analysis\tnxTower\Northside Dr. (T-Mobile).eri

Dwg No. E-1

200.0 ft

180.0 ft

160.0 ft

140.0 ft

120.0 ft

100.0 ft

80.0 ft

60.0 ft

40.0 ft

20.0 ft

0.0 ft

REACTIONS - 95 mph WINDTORQUE 39 kip-ft

76444 lbSHEAR

8412 kip-ftMOMENT

77450 lbAXIAL

30 mph WIND - 0.5000 in ICETORQUE 3 kip-ft

7103 lbSHEAR

814 kip-ftMOMENT

149746 lbAXIAL

SHEAR: 41231 lbUPLIFT: -351963 lb

SHEAR: 47470 lbDOWN: 414356 lb

MAX. CORNER REACTIONS AT BASE:

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Generic Lightning Rod 4' copper 200 10' x 2" Mount Pipe 200 Flash Beacon Lighting 200 Valmont VFA 12-HD (C Spire) 195 Sector Mount [SM 602-1] 195 Valmont VFA 12-HD (C Spire) 195 X7C-865-V-02 w/ mount bracket (C Spire)

195 X7C-865-V-02 w/ mount bracket (C Spire)

195 X7C-865-V-02 w/ mount bracket (C Spire)

195 HBXX-6517DS-A2M w/ mount pipe (C Spire)



195 AHFIG RRH (C Spire) 195 AHFIG RRH (C Spire) 195 AHFIG RRH (C Spire) 195 ALU-RRH2X40-07L-AT (C Spire) 195 ALU-RRH2X40-07L-AT (C Spire) 195 ALU-RRH2X40-07L-AT (C Spire) 195 HHT465B-PF-2XR w. MP (C Spire) 195 HHT465B-PF-2XR w. MP (C Spire) 195 HHT465B-PF-2XR w. MP (C Spire) 195 RRH FZHJ (C Spire) 195 RRH FZHJ (C Spire) 195 RRH FZHJ (C Spire) 195 OVP Box (C Spire) 195 OVP Box (C Spire) 195 OVP Box (C Spire) 195 DS-Raycap TTnTB FnP Box n SSMods v3 (C Spire)

195 DS-Raycap TTnTB FnP Box n SSMods v3 (C Spire)

195 Sector Mount [SM 301-3] (Empty) 189 Sector Mount [SM 601-3] (Verizon) 161 (2) NHH-65C-R2B Antenna w. Mount pipe (Verizon)

161 (2) NHH-65C-R2B Antenna w. Mount pipe (Verizon)

161 (2) NHH-65C-R2B Antenna w. Mount pipe (Verizon)

161 LNX-6515DS-VTM w. mount pipe (Verizon)



161 B66A-RRH4x45 (Verizon) 161 B66A-RRH4x45 (Verizon) 161 B66A-RRH4x45 (Verizon) 161 B13RRH 4x30 (Verizon) 161 B13RRH 4x30 (Verizon) 161 B13RRH 4x30 (Verizon) 161 Raycap OVP Distribution Box (Verizon)

161 Sector Mount [SM 601-3] (ATT) 153 800 10121 w/ mount pipe (ATT) 153 800 10121 w/ mount pipe (ATT) 153 800 10121 w/ mount pipe (ATT) 153 HPA-65R-BUU-H8 w. mount pipe (ATT)

153 HPA-65R-BUU-H8 w. mount pipe (ATT)

153 HPA-65R-BUU-H8 w. mount pipe (ATT)

153 TT19-08BP111-001 (ATT) 153 TT19-08BP111-001 (ATT) 153 TT19-08BP111-001 (ATT) 153 RRUS-11 Remote Radio Head (ATT) 153 RRUS-11 Remote Radio Head (ATT) 153 RRUS-11 Remote Radio Head (ATT) 153 RRUS-12-RRU (ATT) 153 RRUS-12-RRU (ATT) 153 RRUS-12-RRU (ATT) 153 Ericsson A2 Module (ATT) 153 Ericsson A2 Module (ATT) 153 Ericsson A2 Module (ATT) 153 DC6-48-60-18-8F (ATT) 153 (4) 860 10025 (ATT) 153 (4) 860 10025 (ATT) 153 (4) 860 10025 (ATT) 153 RRUS 32 (ATT) 153 RRUS 32 (ATT) 153 RRUS 32 (ATT) 153 TPA-65R-LCUUUU-H8-K w. Mount Pipe (ATT)

153 TPA-65R-LCUUUU-H8-K w. Mount Pipe (ATT)

153 TPA-65R-LCUUUU-H8-K w. Mount Pipe (ATT)

153 RRUS 32 B66 (ATT) 153 RRUS 32 B66 (ATT) 153 RRUS 32 B66 (ATT) 153 RRUS 12 (ATT) 153 RRUS 12 (ATT) 153 RRUS 12 (ATT) 153 DC6-48-60-18-8F (ATT) 153 Sector Mount [SM 506-3] (Sprint) 135 RFS APXVERR18-C w. mount pipe (Sprint)

135 RFS APXVERR18-C w. mount pipe (Sprint)

135 RFS APXVERR18-C w. mount pipe (Sprint)

135 (3) Ericsson RRUS-11@ 1900 MHz (Sprint)



135 Ericsson RRUS-11@ 800 MHz (Sprint) 135 Ericsson RRUS-11@ 800 MHz (Sprint) 135 Ericsson RRUS-11@ 800 MHz (Sprint) 135 (3) RFS ACU-A20-N Ret (Sprint) 135 (3) RFS ACU-A20-N Ret (Sprint) 135 (3) RFS ACU-A20-N Ret (Sprint) 135 TTTT65AP-1XR w. mount pipe (Sprint) 135 TTTT65AP-1XR w. mount pipe (Sprint) 135 TTTT65AP-1XR w. mount pipe (Sprint) 135 RRUS-11 800MHz (Sprint) 135 RRUS-11 800MHz (Sprint) 135 RRUS-11 800MHz (Sprint) 135 RRUS 31 (Sprint) 135 RRUS 31 (Sprint) 135 RRUS 31 (Sprint) 135 RRUS 82 (Sprint) 135 RRUS 82 (Sprint) 135 RRUS 82 (Sprint) 135 Sector Mount [SM 401-3] (T-Mobile) 125 FFHH-65C-R3 w. Mount Pipe (T-Mobile)

125 FFHH-65C-R3 w. Mount Pipe (T-Mobile)

125 FFHH-65C-R3 w. Mount Pipe (T-Mobile)

125 ATM1900D-1A20 TMA (T-Mobile) 125 ATM1900D-1A20 TMA (T-Mobile) 125 ATM1900D-1A20 TMA (T-Mobile) 125 RNSNDC-7771-PF-48 Fiber Box (T-Mobile)

125 RNSNDC-7771-PF-48 Fiber Box (T-Mobile)

125 RNSNDC-7771-PF-48 Fiber Box (T-Mobile)

125 AEHC Antenna w mp (T-Mobile) 125 AEHC Antenna w mp (T-Mobile) 125 AEHC Antenna w mp (T-Mobile) 125 AHFIG RRH (T-Mobile) 125 AHFIG RRH (T-Mobile) 125 AHFIG RRH (T-Mobile) 125 Side Lighting 108 Side Lighting 108 Side Lighting 108 Mi.Hub XR Base Unit (City of Jackson) 100 800/900 MHz Dbi ominDIRECTIONAL (City of Jackson)

100 GPS 35DESIGNED APPURTENANCE LOADINGTYPE TYPEELEVATION ELEVATION

Generic Lightning Rod 4' copper 200

10' x 2" Mount Pipe 200

Flash Beacon Lighting 200

Valmont VFA 12-HD (C Spire) 195

Sector Mount [SM 602-1] 195

Valmont VFA 12-HD (C Spire) 195

X7C-865-V-02 w/ mount bracket (C Spire)

195


195


195

HBXX-6517DS-A2M w/ mount pipe (C Spire)

195


195


195

AHFIG RRH (C Spire) 195



ALU-RRH2X40-07L-AT (C Spire) 195



HHT465B-PF-2XR w. MP (C Spire) 195



RRH FZHJ (C Spire) 195



OVP Box (C Spire) 195



DS-Raycap TTnTB FnP Box n SSMods v3 (C Spire)

195

DS-Raycap TTnTB FnP Box n SSMods v3 (C Spire)

195

Sector Mount [SM 301-3] (Empty) 189

Sector Mount [SM 601-3] (Verizon) 161

(2) NHH-65C-R2B Antenna w. Mount pipe (Verizon)

161


161


161

LNX-6515DS-VTM w. mount pipe (Verizon)

161


161


161

B66A-RRH4x45 (Verizon) 161



B13RRH 4x30 (Verizon) 161



Raycap OVP Distribution Box (Verizon)

161

Sector Mount [SM 601-3] (ATT) 153

800 10121 w/ mount pipe (ATT) 153

800 10121 w/ mount pipe (ATT) 153

800 10121 w/ mount pipe (ATT) 153

HPA-65R-BUU-H8 w. mount pipe (ATT)

153


153


153

TT19-08BP111-001 (ATT) 153

TT19-08BP111-001 (ATT) 153

TT19-08BP111-001 (ATT) 153

RRUS-11 Remote Radio Head (ATT) 153



RRUS-12-RRU (ATT) 153



Ericsson A2 Module (ATT) 153



DC6-48-60-18-8F (ATT) 153

(4) 860 10025 (ATT) 153

(4) 860 10025 (ATT) 153

(4) 860 10025 (ATT) 153

RRUS 32 (ATT) 153

RRUS 32 (ATT) 153

RRUS 32 (ATT) 153

TPA-65R-LCUUUU-H8-K w. Mount Pipe (ATT)

153


153


153

RRUS 32 B66 (ATT) 153

RRUS 32 B66 (ATT) 153

RRUS 32 B66 (ATT) 153

RRUS 12 (ATT) 153

RRUS 12 (ATT) 153

RRUS 12 (ATT) 153

DC6-48-60-18-8F (ATT) 153

Sector Mount [SM 506-3] (Sprint) 135

RFS APXVERR18-C w. mount pipe (Sprint)

135


135


135

(3) Ericsson RRUS-11@ 1900 MHz (Sprint)

135


135


135

Ericsson RRUS-11@ 800 MHz (Sprint) 135



(3) RFS ACU-A20-N Ret (Sprint) 135



TTTT65AP-1XR w. mount pipe (Sprint) 135



RRUS-11 800MHz (Sprint) 135



RRUS 31 (Sprint) 135






Sector Mount [SM 401-3] (T-Mobile) 125

FFHH-65C-R3 w. Mount Pipe (T-Mobile)

125


125


125

ATM1900D-1A20 TMA (T-Mobile) 125



RNSNDC-7771-PF-48 Fiber Box (T-Mobile)

125


125


125

AEHC Antenna w mp (T-Mobile) 125



AHFIG RRH (T-Mobile) 125



Side Lighting 108

Side Lighting 108

Side Lighting 108

Mi.Hub XR Base Unit (City of Jackson) 100

800/900 MHz Dbi ominDIRECTIONAL (City of Jackson)

100

GPS 35

MATERIAL STRENGTH







Dwg No. E-1

200.0 ft

180.0 ft

160.0 ft

140.0 ft

120.0 ft

100.0 ft

80.0 ft

60.0 ft

40.0 ft

20.0 ft

0.0 ft

REACTIONS - 95 mph WINDTORQUE 39 kip-ft

76444 lbSHEAR

8412 kip-ftMOMENT

77450 lbAXIAL

30 mph WIND - 0.5000 in ICETORQUE 3 kip-ft

7103 lbSHEAR

814 kip-ftMOMENT

149746 lbAXIAL

SHEAR: 41231 lbUPLIFT: -351963 lb

SHEAR: 47470 lbDOWN: 414356 lb

MAX. CORNER REACTIONS AT BASE:

ARE FACTOREDALL REACTIONS

S

ect

ion

T1

T2

T3

T4

T5

T6

T7

T8

T9

T10

L

eg

sR

OH

N 2

.5 S

TD

RO

HN

3 S

TD

RO

HN

3.5

EH

RO

HN

4 E

HR

OH

N 5

EH

RO

HN

6 E

HR

OH

N 8

EH

SR

OH

N 8

EH

L

eg

Gra

de

A5

72

-50

D

iag

on

als

L1

3/4

x1 3

/4x1

/4L

2x2

x3/1

6L

2 1

/2x2

1/2

x1/4

L3

x3x1

/4L

3x3

x5/1

6L

3 1

/2x3

1/2

x5/1

6L

4x4

x5/1

6L

4x4

x3/8

L4

x4x1

/2

D

iag

on

al G

rad

eA

36

A5

72

-50

T

op

Gir

tsL

1 3

/4x1

3/4

x3/1

6N

.A.

B

ott

om

Gir

tsL

1 3

/4x1

3/4

x3/1

6N

.A.

S

ec.

Ho

rizo

nta

lsN

.A.

L4

x4x5

/16

N.A

.L

4x4

x3/8

N.A

.

F

ace

Wid

th (

ft)

6.6

45

86

.68

75

8.7

18

81

0.7

60

41

2.8

33

31

4.8

54

21

6.8

54

21

92

12

32

5

#

Pa

ne

ls @

(ft

)5

@ 4

4 @

59

@ 6

.66

66

71

0 @

10

W

eig

ht

(lb

)11

09.6

1022

.216

61.4

2159

.930

13.3

3418

.547

47.3

4304

.762

77.0

6789

.43

45

03

.3

MATERIAL STRENGTHGRADE GRADEFy FyFu Fu

A572-50 50 ksi 65 ksi A36 36 ksi 58 ksi

TOWER DESIGN NOTES1. Tower is located in Hinds County, Mississippi.2. Tower designed for Exposure C to the TIA-222-G Standard.3. Tower designed for a 95 mph basic wind in accordance with the TIA-222-G Standard.4. Tower is also designed for a 30 mph basic wind with 0.50 in ice. Ice is considered to increase

in thickness with height.5. Deflections are based upon a 60 mph wind.6. Tower Structure Class II.7. Topographic Category 1 with Crest Height of 0.00 ft8. TOWER RATING: 84.6%







Dwg No. E-7

Feed Line Plan

Round Flat App In Face App Out Face

AB

C

(6) (1-5/8) (C Spire 195')

(12)

(1-5

/8) (

Verizo

n 16

1')

(12)

(1-5

/8) (

AT&T 153

')

Feedli

ne L

adde

r (Af)

Feedline Ladder (Af)

Feedli

ne L

adde

r (Af)



(6) (1-5/8) (T-Mobile 125')


(2) F

iber C

able

3/8"

(AT&T 1

53')

(4) D

C Cab

les 3

/4" (

AT&T 153

')

ret c

able

(AT&T 1

53')

(2) Power Cable 4 AWG (1.19" Dia) (C Spire 195')(2) Fiber Cable (0.28" Dia) (C Spire 195')

(3) High Capacity HCS Cable (T-Mobile 125')

(1/2) (35')

LMR 400 Cable (City of Jackson)

1.43

" Hyb

rid F

iber C

able

(Ver

izon

161')

B41 Fiber Cable (C Spire 195')B41 Power Cable (C Spire 195')

(3) 1.4" Hybrid Cable (Sprint 135')

HCS 2.0 Hybrid (T-Mobile 125')







Dwg No. E-7

Feed Line Distribution Chart0' - 200'

Round Flat App In Face App Out Face Truss Leg

Face A

180.00

160.00

140.00

120.00

100.00

80.00

60.00

40.00

20.00

0.00

200.00

Ele

vati

on

(ft

)

(6)

(1-5

/8)

(C S

pir

e 1

95

')

Fe

ed

line

La

dd

er

(Af)

Fe

ed

line

La

dd

er

(Af)

(2)

Po

we

r C

ab

le 4

AW

G (

1.1

9"

Dia

) (C

Sp

ire

19

5')

(2)

Fib

er

Ca

ble

(0

.28

" D

ia)

(C S

pir

e 1

95

')

LM

R 4

00

Ca

ble

(C

ity o

f Ja

ckso

n)

LM

R 4

00

Ca

ble

(C

ity o

f Ja

ckso

n)

B4

1 F

ibe

r C

ab

le (

C S

pir

e 1

95

')

B4

1 P

ow

er

Ca

ble

(C

Sp

ire

19

5')

Face B

10.00

195.00

10.00

161.00

10.00

153.00

10.00

161.00

10.0010.00

155.00

10.00

170.00

10.00

135.00

10.00

125.00

10.00

125.00

10.00

153.00

10.00

153.00

10.00

153.00

10.00

195.00

10.00

195.00

10.00

125.00

10.00

35.00

10.00

100.00100.00

105.00

10.00

161.00

10.00

195.00

10.00

195.00

10.00

135.00

10.00

125.00

Fe

ed

line

La

dd

er

(Af)

(6)

(1-5

/8)

(T-M

ob

ile 1

25

')

Fe

ed

line

La

dd

er

(Af)

(3)

Hig

h C

ap

aci

ty H

CS

Ca

ble

(T

-Mo

bile

12

5')

(1/2

) (3

5')

(3)

1.4

" H

ybri

d C

ab

le (

Sp

rin

t 1

35

')

HC

S 2

.0 H

ybri

d (

T-M

ob

ile 1

25

')

Face C

180.00

160.00

140.00

120.00

100.00

80.00

60.00

40.00

20.00

0.00

200.00

10.00

195.00

10.00

161.00

10.00

153.00

10.00

161.00

10.0010.00

155.00

10.00

170.00

10.00

135.00

10.00

125.00

10.00

125.00

10.00

153.00

10.00

153.00

10.00

153.00

10.00

195.00

10.00

195.00

10.00

125.00

10.00

35.00

10.00

100.00100.00

105.00

10.00

161.00

10.00

195.00

10.00

195.00

10.00

135.00

10.00

125.00

(12

) (1

-5/8

) (V

eri

zon

16

1')

(12

) (1

-5/8

) (A

T&

T 1

53

')

Fe

ed

line

La

dd

er

(Af)

Fe

ed

line

La

dd

er

(Af)

(2)

Fib

er

Ca

ble

3/8

" (A

T&

T 1

53

')

(4)

DC

Ca

ble

s 3

/4"

(AT

&T

15

3')

ret

cab

le (

AT

&T

15

3')

1.4

3"

Hyb

rid

Fib

er

Ca

ble

(V

eri

zon

16

1')

ttnnxxTToowweerr Job

Northside Dr. (F.S. 7 - Site 4) - T-Mobile

Page

1 of 34

Neel-Schaffer, Inc. 1022 Highland Colony Parkway, Suite

301

Project

13456.027.016 Date

17:18:29 08/13/20


Client Crafton Communications, Inc.

Designed by

Brittany Morales

Tower Input Data

The main tower is a 3x free standing tower with an overall height of 200.00 ft above the ground line. The base of the tower is set at an elevation of 0.00 ft above the ground line. The face width of the tower is 6.65 ft at the top and 25.00 ft at the base. This tower is designed using the TIA-222-G standard. The following design criteria apply:

Tower is located in Hinds County, Mississippi. Basic wind speed of 95 mph. Structure Class II. Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. Nominal ice thickness of 0.5000 in. Ice thickness is considered to increase with height. Ice density of 56 pcf. A wind speed of 30 mph is used in combination with ice. Deflections calculated using a wind speed of 60 mph. A non-linear (P-delta) analysis was used. Pressures are calculated at each section. Stress ratio used in tower member design is 1. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered.

Options

Consider Moments - Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Consider Moments - Horizontals Assume Legs Pinned √ Calculate Redundant Bracing Forces Consider Moments - Diagonals √ Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification √ Use Clear Spans For Wind Area √ SR Leg Bolts Resist Compression √ Use Code Stress Ratios √ Use Clear Spans For KL/r √ All Leg Panels Have Same Allowable √ Use Code Safety Factors - Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice √ Bypass Mast Stability Checks √ Consider Feed Line Torque Always Use Max Kz √ Use Azimuth Dish Coefficients √ Include Angle Block Shear Check Use Special Wind Profile √ Project Wind Area of Appurt. Use TIA-222-G Bracing Resist. Exemption √ Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-G Tension Splice Exemption Leg Bolts Are At Top Of Section Add IBC .6D+W Combination Poles √ Secondary Horizontal Braces Leg √ Sort Capacity Reports By Component Include Shear-Torsion Interaction Use Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow √ SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets SR Members Are Concentric Ignore KL/ry For 60 Deg. Angle Legs Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Corner Radii Are

Known



Page

2 of 34


301

Project

13456.027.016 Date

17:18:29 08/13/20



Designed by

Brittany Morales

Leg B Leg C

Leg A

Face

A Face B

Face C

Triangular To wer

Wind Norma l

Wind 90

Wind 180

Z

X

Tower Section Geometry

Tower Section

Tower Elevation

ft

Assembly Database

Description Section Width

ft

Number of

Sections

Section Length

ft

T1 200.00-180.00 6.65 1 20.00 T2 180.00-160.00 6.69 1 20.00 T3 160.00-140.00 8.72 1 20.00 T4 140.00-120.00 10.76 1 20.00 T5 120.00-100.00 12.83 1 20.00 T6 100.00-80.00 14.85 1 20.00 T7 80.00-60.00 16.85 1 20.00 T8 60.00-40.00 19.00 1 20.00 T9 40.00-20.00 21.00 1 20.00

T10 20.00-0.00 23.00 1 20.00

Tower Section Geometry (cont’d)

Tower Section

Tower Elevation

ft

Diagonal Spacing

ft

Bracing Type

Has K Brace

End Panels

Has Horizontals

Top Girt Offset

in

Bottom Girt Offset

in

T1 200.00-180.00 4.00 X Brace No No 0.0000 0.0000 T2 180.00-160.00 5.00 X Brace No No 0.0000 0.0000 T3 160.00-140.00 6.67 X Brace No No 0.0000 0.0000 T4 140.00-120.00 6.67 X Brace No No 0.0000 0.0000 T5 120.00-100.00 6.67 X Brace No No 0.0000 0.0000



Page

3 of 34


301

Project

13456.027.016 Date

17:18:29 08/13/20



Designed by

Brittany Morales

Tower Section

Tower Elevation

ft

Diagonal Spacing

ft

Bracing Type

Has K Brace

End Panels

Has Horizontals

Top Girt Offset

in

Bottom Girt Offset

in

T6 100.00-80.00 10.00 X Brace No No 0.0000 0.0000 T7 80.00-60.00 10.00 X Brace No Yes 0.0000 0.0000 T8 60.00-40.00 10.00 X Brace No No 0.0000 0.0000 T9 40.00-20.00 10.00 X Brace No Yes 0.0000 0.0000

T10 20.00-0.00 10.00 X Brace No No 0.0000 0.0000


Tower Elevation

ft

Leg Type

Leg Size

Leg Grade

Diagonal Type

Diagonal Size

Diagonal Grade

T1 200.00-180.00 Pipe ROHN 2.5 STD A572-50 (50 ksi)

Single Angle L1 3/4x1 3/4x1/4 A36 (36 ksi)

T2 180.00-160.00 Pipe ROHN 3 STD A572-50 (50 ksi)

Single Angle L2x2x3/16 A36 (36 ksi)

T3 160.00-140.00 Pipe ROHN 3.5 EH A572-50 (50 ksi)


T4 140.00-120.00 Pipe ROHN 4 EH A572-50 (50 ksi)

Single Angle L3x3x1/4 A572-50 (50 ksi)




Single Angle L3 1/2x3 1/2x5/16 A572-50 (50 ksi)



T8 60.00-40.00 Pipe ROHN 8 EHS A572-50 (50 ksi)


T9 40.00-20.00 Pipe ROHN 8 EHS A572-50 (50 ksi)





Tower Elevation

ft

Top Girt Type

Top Girt Size

Top Girt Grade

Bottom Girt Type

Bottom Girt Size

Bottom Girt Grade

T1 200.00-180.00 Single Angle L1 3/4x1 3/4x3/16 A36 (36 ksi)



Tower Elevation

ft

Secondary Horizontal Type

Secondary Horizontal Size

Secondary Horizontal

Grade

Inner Bracing Type

Inner Bracing Size

Inner Bracing Grade

T7 80.00-60.00 Single Angle L4x4x5/16 A36 Solid Round A36



Page

4 of 34


301

Project

13456.027.016 Date

17:18:29 08/13/20



Designed by

Brittany Morales

Tower Elevation

ft

Secondary Horizontal Type

Secondary Horizontal Size

Secondary Horizontal

Grade

Inner Bracing Type

Inner Bracing Size

Inner Bracing Grade

(36 ksi) (36 ksi) T9 40.00-20.00 Single Angle L4x4x3/8 A36

(36 ksi) Solid Round A36

(36 ksi)


Tower Elevation

ft

Gusset Area

(per face)

ft2

Gusset Thickness

in

Gusset Grade Adjust. Factor Af

Adjust. Factor

Ar

Weight Mult.

Double Angle Stitch Bolt Spacing

Diagonals in


Horizontals in


Redundants in

T1 200.00-180.00

0.00 0.0000 A36 (36 ksi)

1.03 1 1.03 36.0000 36.0000 36.0000

T2 180.00-160.00

0.00 0.0000 A36 (36 ksi)

1.03 1 1.03 36.0000 36.0000 36.0000

T3 160.00-140.00

0.00 0.0000 A36 (36 ksi)

1.03 1 1.03 36.0000 36.0000 36.0000

T4 140.00-120.00

0.00 0.0000 A36 (36 ksi)

1.03 1 1.03 36.0000 36.0000 36.0000

T5 120.00-100.00

0.00 0.0000 A36 (36 ksi)

1.03 1 1.03 36.0000 36.0000 36.0000

T6 100.00-80.00

0.00 0.0000 A36 (36 ksi)

1.03 1 1.03 36.0000 36.0000 36.0000

T7 80.00-60.00 0.00 0.0000 A36 (36 ksi)

1.03 1 1.03 36.0000 36.0000 36.0000

T8 60.00-40.00 0.00 0.0000 A36 (36 ksi)

1.03 1 1.03 36.0000 36.0000 36.0000

T9 40.00-20.00 0.00 0.0000 A36 (36 ksi)

1.03 1 1.03 36.0000 36.0000 36.0000

T10 20.00-0.00 0.00 0.0000 A36 (36 ksi)

1.03 1 1.03 36.0000 36.0000 36.0000


K Factors1

Tower Elevation

ft

Calc K

Single Angles

Calc K

Solid Rounds

Legs X Brace Diags

X Y

K Brace Diags

X Y

Single Diags

X Y

Girts

X Y

Horiz.

X Y

Sec. Horiz.

X Y

Inner Brace

X Y

T1 200.00-180.00

Yes Yes 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T2 180.00-160.00

Yes Yes 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T3 160.00-140.00

Yes Yes 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T4 140.00-120.00

Yes Yes 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T5 120.00-100.00

Yes Yes 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T6 100.00-80.00

Yes Yes 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1



Page

5 of 34


301

Project

13456.027.016 Date

17:18:29 08/13/20



Designed by

Brittany Morales

K Factors1

Tower Elevation

ft

Calc K

Single Angles

Calc K

Solid Rounds

Legs X Brace Diags

X Y

K Brace Diags

X Y

Single Diags

X Y

Girts

X Y

Horiz.

X Y

Sec. Horiz.

X Y

Inner Brace

X Y

T7 80.00-60.00

Yes Yes 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T8 60.00-40.00

Yes Yes 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T9 40.00-20.00

Yes Yes 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T10 20.00-0.00

Yes Yes 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

1Note: 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 Elevation

ft

Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal

Net Width Deduct

in

U

Net Width Deduct

in

U

Net Width Deduct

in

U

Net Width

Deduct in

U

Net Width

Deduct in

U

Net Width

Deduct in

U

Net Width

Deduct in

U

T1 200.00-180.00

0.0000 1 0.0000 1 0.0000 1 0.0000 1 0.0000 0.75 0.0000 1 0.0000 0.75

T2 180.00-160.00

0.0000 1 0.0000 1 0.0000 1 0.0000 1 0.0000 0.75 0.0000 1 0.0000 0.75

T3 160.00-140.00

0.0000 1 0.0000 1 0.0000 1 0.0000 1 0.0000 0.75 0.0000 1 0.0000 0.75

T4 140.00-120.00

0.0000 1 0.0000 1 0.0000 1 0.0000 1 0.0000 0.75 0.0000 1 0.0000 0.75

T5 120.00-100.00

0.0000 1 0.0000 1 0.0000 1 0.0000 1 0.0000 0.75 0.0000 1 0.0000 0.75

T6 100.00-80.00

0.0000 1 0.0000 1 0.0000 1 0.0000 1 0.0000 0.75 0.0000 1 0.0000 0.75

T7 80.00-60.00 0.0000 1 0.0000 1 0.0000 1 0.0000 1 0.0000 0.75 0.0000 1 0.0000 0.75 T8 60.00-40.00 0.0000 1 0.0000 1 0.0000 1 0.0000 1 0.0000 0.75 0.0000 1 0.0000 0.75 T9 40.00-20.00 0.0000 1 0.0000 1 0.0000 1 0.0000 1 0.0000 0.75 0.0000 1 0.0000 0.75 T10 20.00-0.00 0.0000 1 0.0000 1 0.0000 1 0.0000 1 0.0000 0.75 0.0000 1 0.0000 0.75


Tower Elevation

ft

Leg Connection

Type


Bolt Size in

No. Bolt Size in

No. Bolt Size in

No. Bolt Size in

No. Bolt Size in

No. Bolt Size in

No. Bolt Size in

No.

T1 200.00-180.00

Flange 0.7500 A325N

4 0.6250 A325N

1 0.6250 A325N

1 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0

T2 180.00-160.00

Flange 0.8750 A325N

4 0.6250 A325N

1 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0

T3 160.00-140.00

Flange 0.8750 A325N

4 0.7500 A325N

1 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0



Page

6 of 34


301

Project

13456.027.016 Date

17:18:29 08/13/20



Designed by

Brittany Morales

Tower Elevation

ft

Leg Connection

Type


Bolt Size in

No. Bolt Size in

No. Bolt Size in

No. Bolt Size in

No. Bolt Size in

No. Bolt Size in

No. Bolt Size in

No.

T4 140.00-120.00

Flange 1.0000 A325N

4 0.7500 A325N

1 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0

T5 120.00-100.00

Flange 1.0000 A325N

6 0.7500 A325N

1 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0

T6 100.00-80.00

Flange 1.0000 A325N

6 0.7500 A325N

1 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0

T7 80.00-60.00 Flange 1.0000 A325N

8 0.7500 A325N

1 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0

T8 60.00-40.00 Flange 1.0000 A325N

8 0.7500 A325N

1 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0

T9 40.00-20.00 Flange 1.0000 A325N

8 0.7500 A490N

1 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0

T10 20.00-0.00 Flange 1.0000 A325N

10 0.7500 A490N

1 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0

Feed Line/Linear Appurtenances - Entered As Round Or Flat

Description Face or

Leg

Allow Shield

Exclude From

Torque Calculation

Component Type

Placement

ft

Face Offset

in

Lateral Offset

(Frac FW)

# # Per Row

Clear Spacing

in

Width or Diameter

in

Perimeter

in

Weight

plf

(1-5/8) (C Spire 195')

A No No Ar (CaAa) 195.00 - 10.00

0.0000 0.1 6 6 0.5000 1.9800

1.9800 0.83

(1-5/8) (Verizon 161')

C No No Ar (CaAa) 161.00 - 10.00

0.0000 0.4 12 5 0.5000 1.9800 0.83

(1-5/8) (AT&T 153')

C No No Ar (CaAa) 153.00 - 10.00

0.0000 -0.4 12 6 0.5000 1.9800 0.83


C No No Af (CaAa) 161.00 - 10.00

0.0000 0.45 1 1 3.0000 3.0000 8.40


A No No Af (CaAa) 200.00 - 10.00

0.0000 0.15 1 1 3.0000 3.0000 8.40


C No No Af (CaAa) 155.00 - 10.00

0.0000 -0.45 1 1 3.0000 3.0000 8.40


A No No Af (CaAa) 170.00 - 10.00

0.0000 -0.25 1 1 3.0000 3.0000 8.40


B No No Af (CaAa) 135.00 - 10.00

0.0000 -0.4 1 1 3.0000 3.0000 8.40

(1-5/8) (T-Mobile

125')

B No No Ar (CaAa) 125.00 - 10.00

0.0000 0.4 6 6 0.5000 1.9800 0.83


B No No Af (CaAa) 125.00 - 10.00

0.0000 0.35 1 1 3.0000 3.0000 8.40

Fiber Cable 3/8''

(AT&T 153')

C No No Ar (CaAa) 153.00 - 10.00

0.0000 -0.31 2 2 0.3750 0.3750 0.06

DC Cables 3/4''

(AT&T 153')

C No No Ar (CaAa) 153.00 - 10.00

0.0000 -0.33 4 4 0.5000 0.7500

0.7500 0.59

ret cable (AT&T 153')

C No No Ar (CaAa) 153.00 - 10.00

0.0000 -0.29 1 1 0.4400 0.4400 0.08

Power Cable 4 AWG (1.19''

Dia) (C Spire 195')

A No No Ar (CaAa) 195.00 - 10.00

0.0000 0.05 2 1 0.5000 1.1900 1.11



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301

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Designed by

Brittany Morales

Description Face or

Leg

Allow Shield

Exclude From

Torque Calculation

Component Type

Placement

ft

Face Offset

in

Lateral Offset

(Frac FW)

# # Per Row

Clear Spacing

in

Width or Diameter

in

Perimeter

in

Weight

plf

Fiber Cable (0.28'' Dia)

(C Spire 195')

A No No Ar (CaAa) 195.00 - 10.00

1.2500 0.05 2 1 0.5000 2.0000

0.2800 0.03

************************************

**********

High Capacity HCS Cable (T-Mobile

125')

B No No Ar (CaAa) 125.00 - 10.00

0.0000 0.3 3 3 0.5000 1.5840

1.5840 1.50

************************************

****

(1/2) (35')

B No No Ar (CaAa) 35.00 - 10.00

0.0000 -0.3 1 1 0.5800 0.5800 0.25

LMR 400 Cable

(City of Jackson)

A No No Ar (CaAa) 100.00 - 10.00

0.0000 0.45 1 1 0.4000 0.4000 0.07

LMR 400 Cable

(City of Jackson)

A No No Ar (CaAa) 105.00 - 100.00

0.0000 0.45 1 1 0.4000 0.4000 0.07

1.43'' Hybrid Fiber Cable

(Verizon 161')

C No No Ar (CaAa) 161.00 - 10.00

0.0000 0.35 1 1 1.4300 1.4300 1.63

********** B41 Fiber

Cable (C Spire 195')

A No No Ar (CaAa) 195.00 - 10.00

2.0000 0.02 1 1 0.6600 0.6600 0.10

B41 Power Cable

(C Spire 195')

A No No Ar (CaAa) 195.00 - 10.00

0.0000 0.02 1 1 1.2400 1.2400 1.40

1.4'' Hybrid Cable

(Sprint 135')

B No No Ar (CaAa) 135.00 - 10.00

0.0000 -0.43 3 3 0.5000 1.5400

1.5400 1.30

HCS 2.0 Hybrid

(T-Mobile 125')

B No No Ar (CaAa) 125.00 - 10.00

0.0000 0.28 1 1 1.5500 1.5500 1.71

Feed Line/Linear Appurtenances Section Areas Tower Section

Tower Elevation

ft

Face AR

ft2

AF

ft2

CAAA

In Face ft2

CAAA

Out Face ft2

Weight

lb T1 200.00-180.00 A

B C

0.000 0.000 0.000

0.000 0.000 0.000

35.080 0.000 0.000

0.000 0.000 0.000

299.43 0.00 0.00

T2 180.00-160.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

48.440 0.000 3.019

0.000 0.000 0.000

427.24 0.00 19.99

T3 160.00-140.00 A B

0.000 0.000

0.000 0.000

53.440 0.000

0.000 0.000

511.24 0.00



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Designed by

Brittany Morales

Tower Section

Tower Elevation

ft

Face AR

ft2

AF

ft2

CAAA

In Face ft2

CAAA

Out Face ft2

Weight

lb C 0.000 0.000 104.215 0.000 688.60

T4 140.00-120.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

53.440 26.021 126.280

0.000 0.000 0.000

511.24 282.45 818.30

T5 120.00-100.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

53.640 65.604 126.280

0.000 0.000 0.000

511.58 637.80 818.30

T6 100.00-80.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

54.240 65.604 126.280

0.000 0.000 0.000

512.60 637.80 818.30

T7 80.00-60.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

54.240 65.604 126.280

0.000 0.000 0.000

512.60 637.80 818.30

T8 60.00-40.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

54.240 65.604 126.280

0.000 0.000 0.000

512.60 637.80 818.30

T9 40.00-20.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

54.240 66.474 126.280

0.000 0.000 0.000

512.60 641.55 818.30

T10 20.00-0.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

27.120 33.382 63.140

0.000 0.000 0.000

256.30 321.40 409.15

Feed Line/Linear Appurtenances Section Areas - With Ice Tower Section

Tower Elevation

ft

Face or

Leg

Ice Thickness

in

AR

ft2

AF

ft2

CAAA

In Face ft2

CAAA

Out Face ft2

Weight

lb T1 200.00-180.00 A

B C

1.191 0.000 0.000 0.000

0.000 0.000 0.000

79.693 0.000 0.000

0.000 0.000 0.000

1009.11 0.00 0.00

T2 180.00-160.00 A B C

1.178 0.000 0.000 0.000

0.000 0.000 0.000

108.273 0.000 3.242

0.000 0.000 0.000

1385.68 0.00 59.32

T3 160.00-140.00 A B C

1.163 0.000 0.000 0.000

0.000 0.000 0.000

115.104 0.000

127.798

0.000 0.000 0.000

1529.19 0.00

2099.01 T4 140.00-120.00 A

B C

1.147 0.000 0.000 0.000

0.000 0.000 0.000

114.513 49.338 158.853

0.000 0.000 0.000

1511.38 711.04 2523.96

T5 120.00-100.00 A B C

1.128 0.000 0.000 0.000

0.000 0.000 0.000

115.122 123.612 158.035

0.000 0.000 0.000

1501.93 1705.10 2498.31

T6 100.00-80.00 A B C

1.106 0.000 0.000 0.000

0.000 0.000 0.000

118.253 122.908 157.071

0.000 0.000 0.000

1509.35 1682.24 2468.25

T7 80.00-60.00 A B C

1.078 0.000 0.000 0.000

0.000 0.000 0.000

117.163 122.046 155.891

0.000 0.000 0.000

1478.85 1654.46 2431.72

T8 60.00-40.00 A B C

1.042 0.000 0.000 0.000

0.000 0.000 0.000

115.746 120.927 154.357

0.000 0.000 0.000

1439.78 1618.69 2384.69

T9 40.00-20.00 A B C

0.991 0.000 0.000 0.000

0.000 0.000 0.000

113.686 123.142 152.126

0.000 0.000 0.000

1384.08 1599.62 2317.17

T10 20.00-0.00 A B C

0.887 0.000 0.000 0.000

0.000 0.000 0.000

54.802 60.395 73.852

0.000 0.000 0.000

638.78 752.39 1093.20



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Designed by

Brittany Morales

Feed Line Center of Pressure

Section Elevation

ft

CPX

in

CPZ

in

CPX

Ice in

CPZ

Ice in

T1 200.00-180.00 -3.8529 -5.6584 -5.4389 -6.2877 T2 180.00-160.00 -6.7401 -6.4638 -8.8314 -7.3604 T3 160.00-140.00 -6.2264 2.9115 -7.0896 2.9181 T4 140.00-120.00 -0.5331 1.0940 -1.0936 1.1058 T5 120.00-100.00 4.4428 2.8493 4.3909 2.4519 T6 100.00-80.00 5.0691 3.0192 4.9353 1.9139 T7 80.00-60.00 4.6502 2.7840 4.8164 1.8723 T8 60.00-40.00 5.6003 3.3069 5.6083 2.1518 T9 40.00-20.00 5.1883 2.8111 5.5122 1.3495

T10 20.00-0.00 3.9755 2.0801 4.2698 0.8992

Shielding Factor Ka

Tower Section

Feed Line Record No.

Description Feed Line Segment Elev.

Ka No Ice

Ka Ice

T1 1 (1-5/8) 180.00 - 195.00

0.6000 0.6000

T1 5 Feedline Ladder (Af) 180.00 - 200.00

0.6000 0.6000

T1 15 Power Cable 4 AWG (1.19" Dia)

180.00 - 195.00

0.6000 0.6000

T1 16 Fiber Cable (0.28" Dia) 180.00 - 195.00

0.6000 0.6000

T1 28 B41 Fiber Cable 180.00 - 195.00

0.6000 0.6000

T1 29 B41 Power Cable 180.00 - 195.00

0.6000 0.6000

T2 1 (1-5/8) 160.00 - 180.00

0.6000 0.6000

T2 2 (1-5/8) 160.00 - 161.00

0.6000 0.6000


0.6000 0.6000


0.6000 0.6000


0.6000 0.6000


160.00 - 180.00

0.6000 0.6000

T2 16 Fiber Cable (0.28" Dia) 160.00 - 180.00

0.6000 0.6000

T2 26 1.43" Hybrid Fiber Cable 160.00 - 161.00

0.6000 0.6000

T2 28 B41 Fiber Cable 160.00 - 180.00

0.6000 0.6000

T2 29 B41 Power Cable 160.00 - 180.00

0.6000 0.6000

T3 1 (1-5/8) 140.00 - 0.6000 0.6000



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Designed by

Brittany Morales

Tower Section



Ka No Ice

Ka Ice

160.00 T3 2 (1-5/8) 140.00 -

160.00 0.6000 0.6000

T3 3 (1-5/8) 140.00 - 153.00

0.6000 0.6000


0.6000 0.6000


0.6000 0.6000


0.6000 0.6000


0.6000 0.6000

T3 12 Fiber Cable 3/8" 140.00 - 153.00

0.6000 0.6000

T3 13 DC Cables 3/4" 140.00 - 153.00

0.6000 0.6000

T3 14 ret cable 140.00 - 153.00

0.6000 0.6000


140.00 - 160.00

0.6000 0.6000

T3 16 Fiber Cable (0.28" Dia) 140.00 - 160.00

0.6000 0.6000


0.6000 0.6000

T3 28 B41 Fiber Cable 140.00 - 160.00

0.6000 0.6000

T3 29 B41 Power Cable 140.00 - 160.00

0.6000 0.6000

T4 1 (1-5/8) 120.00 - 140.00

0.6000 0.6000

T4 2 (1-5/8) 120.00 - 140.00

0.6000 0.6000

T4 3 (1-5/8) 120.00 - 140.00

0.6000 0.6000


0.6000 0.6000


0.6000 0.6000


0.6000 0.6000


0.6000 0.6000


0.6000 0.6000

T4 10 (1-5/8) 120.00 - 125.00

0.6000 0.6000


0.6000 0.6000

T4 12 Fiber Cable 3/8" 120.00 - 140.00

0.6000 0.6000

T4 13 DC Cables 3/4" 120.00 - 140.00

0.6000 0.6000

T4 14 ret cable 120.00 - 140.00

0.6000 0.6000


120.00 - 140.00

0.6000 0.6000

T4 16 Fiber Cable (0.28" Dia) 120.00 - 140.00

0.6000 0.6000

T4 18 High Capacity HCS Cable 120.00 - 125.00

0.6000 0.6000

T4 26 1.43" Hybrid Fiber Cable 120.00 - 0.6000 0.6000



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Designed by

Brittany Morales

Tower Section



Ka No Ice

Ka Ice

140.00 T4 28 B41 Fiber Cable 120.00 -

140.00 0.6000 0.6000

T4 29 B41 Power Cable 120.00 - 140.00

0.6000 0.6000

T4 30 1.4" Hybrid Cable 120.00 - 135.00

0.6000 0.6000

T4 31 HCS 2.0 Hybrid 120.00 - 125.00

0.6000 0.6000

T5 1 (1-5/8) 100.00 - 120.00

0.6000 0.6000

T5 2 (1-5/8) 100.00 - 120.00

0.6000 0.6000

T5 3 (1-5/8) 100.00 - 120.00

0.6000 0.6000


0.6000 0.6000


0.6000 0.6000


0.6000 0.6000


0.6000 0.6000


0.6000 0.6000

T5 10 (1-5/8) 100.00 - 120.00

0.6000 0.6000


0.6000 0.6000

T5 12 Fiber Cable 3/8" 100.00 - 120.00

0.6000 0.6000

T5 13 DC Cables 3/4" 100.00 - 120.00

0.6000 0.6000

T5 14 ret cable 100.00 - 120.00

0.6000 0.6000


100.00 - 120.00

0.6000 0.6000

T5 16 Fiber Cable (0.28" Dia) 100.00 - 120.00

0.6000 0.6000

T5 18 High Capacity HCS Cable 100.00 - 120.00

0.6000 0.6000

T5 25 LMR 400 Cable 100.00 - 105.00

0.6000 0.6000


0.6000 0.6000

T5 28 B41 Fiber Cable 100.00 - 120.00

0.6000 0.6000

T5 29 B41 Power Cable 100.00 - 120.00

0.6000 0.6000

T5 30 1.4" Hybrid Cable 100.00 - 120.00

0.6000 0.6000

T5 31 HCS 2.0 Hybrid 100.00 - 120.00

0.6000 0.6000

T6 1 (1-5/8) 80.00 - 100.00 0.6000 0.6000 T6 2 (1-5/8) 80.00 - 100.00 0.6000 0.6000 T6 3 (1-5/8) 80.00 - 100.00 0.6000 0.6000 T6 4 Feedline Ladder (Af) 80.00 - 100.00 0.6000 0.6000 T6 5 Feedline Ladder (Af) 80.00 - 100.00 0.6000 0.6000 T6 6 Feedline Ladder (Af) 80.00 - 100.00 0.6000 0.6000 T6 7 Feedline Ladder (Af) 80.00 - 100.00 0.6000 0.6000 T6 9 Feedline Ladder (Af) 80.00 - 100.00 0.6000 0.6000 T6 10 (1-5/8) 80.00 - 100.00 0.6000 0.6000



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Designed by

Brittany Morales

Tower Section



Ka No Ice

Ka Ice

T6 11 Feedline Ladder (Af) 80.00 - 100.00 0.6000 0.6000 T6 12 Fiber Cable 3/8" 80.00 - 100.00 0.6000 0.6000 T6 13 DC Cables 3/4" 80.00 - 100.00 0.6000 0.6000 T6 14 ret cable 80.00 - 100.00 0.6000 0.6000 T6 15 Power Cable 4 AWG (1.19"

Dia) 80.00 - 100.00 0.6000 0.6000

T6 16 Fiber Cable (0.28" Dia) 80.00 - 100.00 0.6000 0.6000 T6 18 High Capacity HCS Cable 80.00 - 100.00 0.6000 0.6000 T6 24 LMR 400 Cable 80.00 - 100.00 0.6000 0.6000 T6 26 1.43" Hybrid Fiber Cable 80.00 - 100.00 0.6000 0.6000 T6 28 B41 Fiber Cable 80.00 - 100.00 0.6000 0.6000 T6 29 B41 Power Cable 80.00 - 100.00 0.6000 0.6000 T6 30 1.4" Hybrid Cable 80.00 - 100.00 0.6000 0.6000 T6 31 HCS 2.0 Hybrid 80.00 - 100.00 0.6000 0.6000 T7 1 (1-5/8) 60.00 - 80.00 0.6000 0.6000 T7 2 (1-5/8) 60.00 - 80.00 0.6000 0.6000 T7 3 (1-5/8) 60.00 - 80.00 0.6000 0.6000 T7 4 Feedline Ladder (Af) 60.00 - 80.00 0.6000 0.6000 T7 5 Feedline Ladder (Af) 60.00 - 80.00 0.6000 0.6000 T7 6 Feedline Ladder (Af) 60.00 - 80.00 0.6000 0.6000 T7 7 Feedline Ladder (Af) 60.00 - 80.00 0.6000 0.6000 T7 9 Feedline Ladder (Af) 60.00 - 80.00 0.6000 0.6000 T7 10 (1-5/8) 60.00 - 80.00 0.6000 0.6000 T7 11 Feedline Ladder (Af) 60.00 - 80.00 0.6000 0.6000 T7 12 Fiber Cable 3/8" 60.00 - 80.00 0.6000 0.6000 T7 13 DC Cables 3/4" 60.00 - 80.00 0.6000 0.6000 T7 14 ret cable 60.00 - 80.00 0.6000 0.6000 T7 15 Power Cable 4 AWG (1.19"

Dia) 60.00 - 80.00 0.6000 0.6000

T7 16 Fiber Cable (0.28" Dia) 60.00 - 80.00 0.6000 0.6000 T7 18 High Capacity HCS Cable 60.00 - 80.00 0.6000 0.6000 T7 24 LMR 400 Cable 60.00 - 80.00 0.6000 0.6000 T7 26 1.43" Hybrid Fiber Cable 60.00 - 80.00 0.6000 0.6000 T7 28 B41 Fiber Cable 60.00 - 80.00 0.6000 0.6000 T7 29 B41 Power Cable 60.00 - 80.00 0.6000 0.6000 T7 30 1.4" Hybrid Cable 60.00 - 80.00 0.6000 0.6000 T7 31 HCS 2.0 Hybrid 60.00 - 80.00 0.6000 0.6000 T8 1 (1-5/8) 40.00 - 60.00 0.6000 0.6000 T8 2 (1-5/8) 40.00 - 60.00 0.6000 0.6000 T8 3 (1-5/8) 40.00 - 60.00 0.6000 0.6000 T8 4 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 T8 5 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 T8 6 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 T8 7 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 T8 9 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 T8 10 (1-5/8) 40.00 - 60.00 0.6000 0.6000 T8 11 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 T8 12 Fiber Cable 3/8" 40.00 - 60.00 0.6000 0.6000 T8 13 DC Cables 3/4" 40.00 - 60.00 0.6000 0.6000 T8 14 ret cable 40.00 - 60.00 0.6000 0.6000 T8 15 Power Cable 4 AWG (1.19"

Dia) 40.00 - 60.00 0.6000 0.6000

T8 16 Fiber Cable (0.28" Dia) 40.00 - 60.00 0.6000 0.6000 T8 18 High Capacity HCS Cable 40.00 - 60.00 0.6000 0.6000 T8 24 LMR 400 Cable 40.00 - 60.00 0.6000 0.6000 T8 26 1.43" Hybrid Fiber Cable 40.00 - 60.00 0.6000 0.6000 T8 28 B41 Fiber Cable 40.00 - 60.00 0.6000 0.6000 T8 29 B41 Power Cable 40.00 - 60.00 0.6000 0.6000 T8 30 1.4" Hybrid Cable 40.00 - 60.00 0.6000 0.6000 T8 31 HCS 2.0 Hybrid 40.00 - 60.00 0.6000 0.6000 T9 1 (1-5/8) 20.00 - 40.00 0.6000 0.6000 T9 2 (1-5/8) 20.00 - 40.00 0.6000 0.6000



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Tower Section



Ka No Ice

Ka Ice

T9 3 (1-5/8) 20.00 - 40.00 0.6000 0.6000 T9 4 Feedline Ladder (Af) 20.00 - 40.00 0.6000 0.6000 T9 5 Feedline Ladder (Af) 20.00 - 40.00 0.6000 0.6000 T9 6 Feedline Ladder (Af) 20.00 - 40.00 0.6000 0.6000 T9 7 Feedline Ladder (Af) 20.00 - 40.00 0.6000 0.6000 T9 9 Feedline Ladder (Af) 20.00 - 40.00 0.6000 0.6000 T9 10 (1-5/8) 20.00 - 40.00 0.6000 0.6000 T9 11 Feedline Ladder (Af) 20.00 - 40.00 0.6000 0.6000 T9 12 Fiber Cable 3/8" 20.00 - 40.00 0.6000 0.6000 T9 13 DC Cables 3/4" 20.00 - 40.00 0.6000 0.6000 T9 14 ret cable 20.00 - 40.00 0.6000 0.6000 T9 15 Power Cable 4 AWG (1.19"

Dia) 20.00 - 40.00 0.6000 0.6000

T9 16 Fiber Cable (0.28" Dia) 20.00 - 40.00 0.6000 0.6000 T9 18 High Capacity HCS Cable 20.00 - 40.00 0.6000 0.6000 T9 23 (1/2) 20.00 - 35.00 0.6000 0.6000 T9 24 LMR 400 Cable 20.00 - 40.00 0.6000 0.6000 T9 26 1.43" Hybrid Fiber Cable 20.00 - 40.00 0.6000 0.6000 T9 28 B41 Fiber Cable 20.00 - 40.00 0.6000 0.6000 T9 29 B41 Power Cable 20.00 - 40.00 0.6000 0.6000 T9 30 1.4" Hybrid Cable 20.00 - 40.00 0.6000 0.6000 T9 31 HCS 2.0 Hybrid 20.00 - 40.00 0.6000 0.6000

T10 1 (1-5/8) 10.00 - 20.00 0.6000 0.6000 T10 2 (1-5/8) 10.00 - 20.00 0.6000 0.6000 T10 3 (1-5/8) 10.00 - 20.00 0.6000 0.6000 T10 4 Feedline Ladder (Af) 10.00 - 20.00 0.6000 0.6000 T10 5 Feedline Ladder (Af) 10.00 - 20.00 0.6000 0.6000 T10 6 Feedline Ladder (Af) 10.00 - 20.00 0.6000 0.6000 T10 7 Feedline Ladder (Af) 10.00 - 20.00 0.6000 0.6000 T10 9 Feedline Ladder (Af) 10.00 - 20.00 0.6000 0.6000 T10 10 (1-5/8) 10.00 - 20.00 0.6000 0.6000 T10 11 Feedline Ladder (Af) 10.00 - 20.00 0.6000 0.6000 T10 12 Fiber Cable 3/8" 10.00 - 20.00 0.6000 0.6000 T10 13 DC Cables 3/4" 10.00 - 20.00 0.6000 0.6000 T10 14 ret cable 10.00 - 20.00 0.6000 0.6000 T10 15 Power Cable 4 AWG (1.19"

Dia) 10.00 - 20.00 0.6000 0.6000

T10 16 Fiber Cable (0.28" Dia) 10.00 - 20.00 0.6000 0.6000 T10 18 High Capacity HCS Cable 10.00 - 20.00 0.6000 0.6000 T10 23 (1/2) 10.00 - 20.00 0.6000 0.6000 T10 24 LMR 400 Cable 10.00 - 20.00 0.6000 0.6000 T10 26 1.43" Hybrid Fiber Cable 10.00 - 20.00 0.6000 0.6000 T10 28 B41 Fiber Cable 10.00 - 20.00 0.6000 0.6000 T10 29 B41 Power Cable 10.00 - 20.00 0.6000 0.6000 T10 30 1.4" Hybrid Cable 10.00 - 20.00 0.6000 0.6000 T10 31 HCS 2.0 Hybrid 10.00 - 20.00 0.6000 0.6000

Discrete Tower Loads



Page

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Project

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Designed by

Brittany Morales

Description Face or

Leg

Offset Type

Offsets: Horz

Lateral Vert

ft ft ft

Azimuth Adjustment

°

Placement

ft

CAAA Front

ft2

CAAA Side

ft2

Weight

lb

Generic Lightning Rod 4' copper

C From Leg 0.00 0.00 12.00

0.0000 200.00 No Ice 1/2'' Ice

0.50 1.00

0.50 1.00

0.00 0.00

10' x 2'' Mount Pipe C From Leg 0.00 0.00 5.00

0.0000 200.00 No Ice 1/2'' Ice

2.00 3.02

2.00 3.02

80.00 95.50

Flash Beacon Lighting B From Leg 0.00 0.00 0.00

0.0000 200.00 No Ice 1/2'' Ice

2.70 3.10

2.70 3.10

50.00 70.00

************************************************

******

Valmont VFA 12-HD (C Spire)

A From Leg 0.00 0.00 0.00

0.0000 195.00 No Ice 1/2'' Ice

13.07 18.54

9.57 13.58

630.79 800.53

Sector Mount [SM 602-1] B From Leg 0.00 0.00 0.00

0.0000 195.00 No Ice 1/2'' Ice

18.81 24.75

10.62 15.16

513.50 719.59

Valmont VFA 12-HD (C Spire)

C From Leg 0.00 0.00 0.00

0.0000 195.00 No Ice 1/2'' Ice

13.07 18.54

9.57 13.58

630.79 800.53

X7C-865-V-02 w/ mount bracket

(C Spire)

B From Leg 4.00 0.00 0.00

0.0000 195.00 No Ice 1/2'' Ice

11.86 12.47

7.66 8.25

58.20 125.83


(C Spire)

A From Leg 4.00 0.00 0.00

0.0000 195.00 No Ice 1/2'' Ice

11.86 12.47

7.66 8.25

58.20 125.83


(C Spire)

C From Leg 4.00 0.00 0.00

0.0000 195.00 No Ice 1/2'' Ice

11.86 12.47

7.66 8.25

58.20 125.83


A From Leg 4.00 0.00 0.00

0.0000 195.00 No Ice 1/2'' Ice

9.24 9.99

7.54 8.84

87.12 159.92


B From Leg 4.00 0.00 0.00

0.0000 195.00 No Ice 1/2'' Ice

9.24 9.99

7.54 8.84

87.12 159.92


C From Leg 4.00 0.00 0.00

0.0000 195.00 No Ice 1/2'' Ice

9.24 9.99

7.54 8.84

87.12 159.92

AHFIG RRH (C Spire)

A From Leg 4.00 0.00 0.00

0.0000 195.00 No Ice 1/2'' Ice

3.08 3.32

1.47 1.66

71.00 92.09

AHFIG RRH (C Spire)

B From Leg 4.00 0.00 0.00

0.0000 195.00 No Ice 1/2'' Ice

3.08 3.32

1.47 1.66

71.00 92.09

AHFIG RRH (C Spire)

C From Leg 4.00 0.00 0.00

0.0000 195.00 No Ice 1/2'' Ice

3.08 3.32

1.47 1.66

71.00 92.09

ALU-RRH2X40-07L-AT (C Spire)

A From Leg 4.00 0.00 0.00

0.0000 195.00 No Ice 1/2'' Ice

1.93 2.10

1.05 1.19

50.00 66.85


B From Leg 4.00 0.00 0.00

0.0000 195.00 No Ice 1/2'' Ice

1.93 2.10

1.05 1.19

50.00 66.85


C From Leg 4.00 0.00 0.00

0.0000 195.00 No Ice 1/2'' Ice

1.93 2.10

1.05 1.19

50.00 66.85



Page

15 of 34


301

Project

13456.027.016 Date

17:18:29 08/13/20



Designed by

Brittany Morales

Description Face or

Leg

Offset Type

Offsets: Horz

Lateral Vert

ft ft ft

Azimuth Adjustment

°

Placement

ft

CAAA Front

ft2

CAAA Side

ft2

Weight

lb

HHT465B-PF-2XR w. MP (C Spire)

A From Leg 4.00 0.00 0.00

0.0000 195.00 No Ice 1/2'' Ice

9.36 10.23

7.45 8.93

89.50 166.31


B From Leg 4.00 0.00 0.00

0.0000 195.00 No Ice 1/2'' Ice

9.36 10.23

7.45 8.93

89.50 166.31


C From Leg 4.00 0.00 0.00

0.0000 195.00 No Ice 1/2'' Ice

9.36 10.23

7.45 8.93

89.50 166.31

RRH FZHJ (C Spire)

A From Leg 4.00 0.00 0.00

0.0000 195.00 No Ice 1/2'' Ice

2.02 2.20

0.93 1.06

51.80 69.08

RRH FZHJ (C Spire)

B From Leg 4.00 0.00 0.00

0.0000 195.00 No Ice 1/2'' Ice

2.02 2.20

0.93 1.06

51.80 69.08

RRH FZHJ (C Spire)

C From Leg 4.00 0.00 0.00

0.0000 195.00 No Ice 1/2'' Ice

2.02 2.20

0.93 1.06

51.80 69.08

OVP Box (C Spire)

A From Leg 4.00 0.00 0.00

0.0000 195.00 No Ice 1/2'' Ice

0.58 0.68

0.42 0.50

7.50 13.66

OVP Box (C Spire)

B From Leg 4.00 0.00 0.00

0.0000 195.00 No Ice 1/2'' Ice

0.58 0.68

0.42 0.50

7.50 13.66

OVP Box (C Spire)

C From Leg 4.00 0.00 0.00

0.0000 195.00 No Ice 1/2'' Ice

0.58 0.68

0.42 0.50

7.50 13.66

DS-Raycap TTnTB FnP Box n SSMods v3

(C Spire)

B From Leg 1.00 0.00 0.00

0.0000 195.00 No Ice 1/2'' Ice

2.53 2.73

0.90 1.04

18.00 35.49

DS-Raycap TTnTB FnP Box n SSMods v3

(C Spire)

B From Leg 1.00 0.00 0.00

0.0000 195.00 No Ice 1/2'' Ice

2.53 2.73

0.90 1.04

18.00 35.49

************************************************

******

************************************************

******

Sector Mount [SM 301-3] (Empty)

C None 0.0000 189.00 No Ice 1/2'' Ice

29.61 39.80

29.61 39.80

1302.00 1842.74

************************************************

******

Sector Mount [SM 601-3] (Verizon)

C None 0.0000 161.00 No Ice 1/2'' Ice

30.27 41.24

30.27 41.24

1422.90 1989.55

(2) NHH-65C-R2B Antenna w. Mount pipe

(Verizon)

A From Leg 4.00 0.00 0.00

0.0000 161.00 No Ice 1/2'' Ice

11.39 12.01

9.56 10.97

80.80 167.51


(Verizon)

B From Leg 4.00 0.00 0.00

0.0000 161.00 No Ice 1/2'' Ice

11.39 12.01

9.56 10.97

80.80 167.51


(Verizon)

C From Leg 4.00 0.00 0.00

0.0000 161.00 No Ice 1/2'' Ice

11.39 12.01

9.56 10.97

80.80 167.51

LNX-6515DS-VTM w. mount pipe

A From Leg 4.00 0.00

0.0000 161.00 No Ice 1/2'' Ice

11.45 12.06

9.60 11.02

79.00 162.74



Page

16 of 34


301

Project

13456.027.016 Date

17:18:29 08/13/20



Designed by

Brittany Morales

Description Face or

Leg

Offset Type

Offsets: Horz

Lateral Vert

ft ft ft

Azimuth Adjustment

°

Placement

ft

CAAA Front

ft2

CAAA Side

ft2

Weight

lb

(Verizon) 0.00 LNX-6515DS-VTM w.

mount pipe (Verizon)

B From Leg 4.00 0.00 0.00

0.0000 161.00 No Ice 1/2'' Ice

11.45 12.06

9.60 11.02

79.00 162.74


C From Leg 4.00 0.00 0.00

0.0000 161.00 No Ice 1/2'' Ice

11.45 12.06

9.60 11.02

79.00 162.74

B66A-RRH4x45 (Verizon)

A From Leg 4.00 0.00 0.00

0.0000 161.00 No Ice 1/2'' Ice

2.58 2.79

1.63 1.81

58.00 78.47


B From Leg 4.00 0.00 0.00

0.0000 161.00 No Ice 1/2'' Ice

2.58 2.79

1.63 1.81

58.00 78.47


C From Leg 4.00 0.00 0.00

0.0000 161.00 No Ice 1/2'' Ice

2.58 2.79

1.63 1.81

58.00 78.47

B13RRH 4x30 (Verizon)

A From Leg 4.00 0.00 0.00

0.0000 161.00 No Ice 1/2'' Ice

2.16 2.35

1.62 1.79

58.00 77.61


B From Leg 4.00 0.00 0.00

0.0000 161.00 No Ice 1/2'' Ice

2.16 2.35

1.62 1.79

58.00 77.61


C From Leg 4.00 0.00 0.00

0.0000 161.00 No Ice 1/2'' Ice

2.16 2.35

1.62 1.79

58.00 77.61

Raycap OVP Distribution Box

(Verizon)

A From Leg 1.00 0.00 0.00

0.0000 161.00 No Ice 1/2'' Ice

3.79 4.04

2.51 2.72

32.00 63.47

************************************************

******

Sector Mount [SM 601-3] (AT&T)

C None 0.0000 153.00 No Ice 1/2'' Ice

30.27 41.24

30.27 41.24

1422.90 1989.55

800 10121 w/ mount pipe (AT&T)

A From Leg 4.00 0.00 0.00

0.0000 153.00 No Ice 1/2'' Ice

5.69 6.18

4.60 5.35

70.00 110.00


B From Leg 4.00 0.00 0.00

0.0000 153.00 No Ice 1/2'' Ice

5.69 6.18

4.60 5.35

70.00 110.00


C From Leg 4.00 0.00 0.00

0.0000 153.00 No Ice 1/2'' Ice

5.69 6.18

4.60 5.35

70.00 110.00

HPA-65R-BUU-H8 w. mount pipe

(AT&T)

A From Leg 4.00 0.00 0.00

0.0000 153.00 No Ice 1/2'' Ice

13.77 14.60

10.95 12.62

143.80 255.21


(AT&T)

B From Leg 4.00 0.00 0.00

0.0000 153.00 No Ice 1/2'' Ice

13.77 14.60

10.95 12.62

143.80 255.21


(AT&T)

C From Leg 4.00 0.00 0.00

0.0000 153.00 No Ice 1/2'' Ice

13.77 14.60

10.95 12.62

143.80 255.21

TT19-08BP111-001 (AT&T)

A From Leg 4.00 0.00 0.00

0.0000 153.00 No Ice 1/2'' Ice

0.55 0.65

0.45 0.53

16.00 21.80

TT19-08BP111-001 (AT&T)

B From Leg 4.00 0.00 0.00

0.0000 153.00 No Ice 1/2'' Ice

0.55 0.65

0.45 0.53

16.00 21.80



Page

17 of 34


301

Project

13456.027.016 Date

17:18:29 08/13/20



Designed by

Brittany Morales

Description Face or

Leg

Offset Type

Offsets: Horz

Lateral Vert

ft ft ft

Azimuth Adjustment

°

Placement

ft

CAAA Front

ft2

CAAA Side

ft2

Weight

lb

TT19-08BP111-001 (AT&T)

C From Leg 4.00 0.00 0.00

0.0000 153.00 No Ice 1/2'' Ice

0.55 0.65

0.45 0.53

16.00 21.80

RRUS-11 Remote Radio Head

(AT&T)

A From Leg 4.00 0.00 0.00

0.0000 153.00 No Ice 1/2'' Ice

3.79 4.04

1.46 1.63

55.00 80.77


(AT&T)

B From Leg 4.00 0.00 0.00

0.0000 153.00 No Ice 1/2'' Ice

3.79 4.04

1.46 1.63

55.00 80.77


(AT&T)

C From Leg 4.00 0.00 0.00

0.0000 153.00 No Ice 1/2'' Ice

3.79 4.04

1.46 1.63

55.00 80.77

RRUS-12-RRU (AT&T)

A From Leg 4.00 0.00 0.00

0.0000 153.00 No Ice 1/2'' Ice

3.08 3.30

1.26 1.41

49.00 71.87

RRUS-12-RRU (AT&T)

B From Leg 4.00 0.00 0.00

0.0000 153.00 No Ice 1/2'' Ice

3.08 3.30

1.26 1.41

49.00 71.87

RRUS-12-RRU (AT&T)

C From Leg 4.00 0.00 0.00

0.0000 153.00 No Ice 1/2'' Ice

3.08 3.30

1.26 1.41

49.00 71.87

Ericsson A2 Module (AT&T)

A From Leg 4.00 0.00 0.00

0.0000 153.00 No Ice 1/2'' Ice

1.87 2.05

0.42 0.53

21.20 31.53


B From Leg 4.00 0.00 0.00

0.0000 153.00 No Ice 1/2'' Ice

1.87 2.05

0.42 0.53

21.20 31.53


C From Leg 4.00 0.00 0.00

0.0000 153.00 No Ice 1/2'' Ice

1.87 2.05

0.42 0.53

21.20 31.53

DC6-48-60-18-8F (AT&T)

A From Leg 0.00 0.00 0.00

0.0000 153.00 No Ice 1/2'' Ice

2.20 2.40

2.20 2.40

18.90 41.46

(4) 860 10025 (AT&T)

A From Leg 4.00 0.00 0.00

0.0000 153.00 No Ice 1/2'' Ice

0.09 0.13

0.10 0.15

1.16 2.39

(4) 860 10025 (AT&T)

B From Leg 4.00 0.00 0.00

0.0000 153.00 No Ice 1/2'' Ice

0.09 0.13

0.10 0.15

1.16 2.39

(4) 860 10025 (AT&T)

C From Leg 4.00 0.00 0.00

0.0000 153.00 No Ice 1/2'' Ice

0.09 0.13

0.10 0.15

1.16 2.39

RRUS 32 (AT&T)

A From Leg 4.00 0.00 0.00

0.0000 153.00 No Ice 1/2'' Ice

3.79 4.04

1.46 1.63

55.00 80.77

RRUS 32 (AT&T)

B From Leg 4.00 0.00 0.00

0.0000 153.00 No Ice 1/2'' Ice

3.79 4.04

1.46 1.63

55.00 80.77

RRUS 32 (AT&T)

C From Leg 4.00 0.00 0.00

0.0000 153.00 No Ice 1/2'' Ice

3.79 4.04

1.46 1.63

55.00 80.77

TPA-65R-LCUUUU-H8-K w. Mount Pipe

(AT&T)

A From Leg 4.00 0.00 0.00

0.0000 153.00 No Ice 1/2'' Ice

13.77 14.58

11.20 12.82

111.50 217.27


(AT&T)

B From Leg 4.00 0.00 0.00

0.0000 153.00 No Ice 1/2'' Ice

13.77 14.58

11.20 12.82

111.50 217.27



Page

18 of 34


301

Project

13456.027.016 Date

17:18:29 08/13/20



Designed by

Brittany Morales

Description Face or

Leg

Offset Type

Offsets: Horz

Lateral Vert

ft ft ft

Azimuth Adjustment

°

Placement

ft

CAAA Front

ft2

CAAA Side

ft2

Weight

lb


(AT&T)

C From Leg 4.00 0.00 0.00

0.0000 153.00 No Ice 1/2'' Ice

13.77 14.58

11.20 12.82

111.50 217.27

RRUS 32 B66 (AT&T)

A From Leg 4.00 0.00 0.00

0.0000 153.00 No Ice 1/2'' Ice

2.74 2.96

1.67 1.86

53.00 74.11

RRUS 32 B66 (AT&T)

B From Leg 4.00 0.00 0.00

0.0000 153.00 No Ice 1/2'' Ice

2.74 2.96

1.67 1.86

53.00 74.11

RRUS 32 B66 (AT&T)

C From Leg 4.00 0.00 0.00

0.0000 153.00 No Ice 1/2'' Ice

2.74 2.96

1.67 1.86

53.00 74.11

RRUS 12 (AT&T)

A From Leg 4.00 0.00 0.00

0.0000 153.00 No Ice 1/2'' Ice

1.57 1.74

0.75 0.88

22.05 33.69

RRUS 12 (AT&T)

B From Leg 4.00 0.00 0.00

0.0000 153.00 No Ice 1/2'' Ice

1.57 1.74

0.75 0.88

22.05 33.69

RRUS 12 (AT&T)

C From Leg 4.00 0.00 0.00

0.0000 153.00 No Ice 1/2'' Ice

1.57 1.74

0.75 0.88

22.05 33.69

DC6-48-60-18-8F (AT&T)

A From Leg 0.00 0.00 0.00

0.0000 153.00 No Ice 1/2'' Ice

2.20 2.40

2.20 2.40

18.90 41.46

************************************************

******

Sector Mount [SM 506-3] (Sprint)

C None 0.0000 135.00 No Ice 1/2'' Ice

35.47 50.60

35.47 50.60

1742.40 2347.80

RFS APXVERR18-C w. mount pipe

(Sprint)

A From Leg 4.00 0.00 0.00

0.0000 135.00 No Ice 1/2'' Ice

9.17 10.04

8.16 9.64

107.90 188.43


(Sprint)

B From Leg 4.00 0.00 0.00

0.0000 135.00 No Ice 1/2'' Ice

9.17 10.04

8.16 9.64

107.90 188.43


(Sprint)

C From Leg 4.00 0.00 0.00

0.0000 135.00 No Ice 1/2'' Ice

9.17 10.04

8.16 9.64

107.90 188.43

(3) Ericsson RRUS-11@ 1900 MHz

(Sprint)

A From Leg 4.00 0.00 0.00

0.0000 135.00 No Ice 1/2'' Ice

2.94 3.17

1.25 1.41

44.00 63.32


(Sprint)

B From Leg 4.00 0.00 0.00

0.0000 135.00 No Ice 1/2'' Ice

2.94 3.17

1.25 1.41

44.00 63.32


(Sprint)

C From Leg 4.00 0.00 0.00

0.0000 135.00 No Ice 1/2'' Ice

2.94 3.17

1.25 1.41

44.00 63.32

Ericsson RRUS-11@ 800 MHz

(Sprint)

A From Leg 4.00 0.00 0.00

0.0000 135.00 No Ice 1/2'' Ice

2.94 3.17

1.59 1.77

54.00 75.64


(Sprint)

B From Leg 4.00 0.00 0.00

0.0000 135.00 No Ice 1/2'' Ice

2.94 3.17

1.59 1.77

54.00 75.64


(Sprint)

C From Leg 4.00 0.00 0.00

0.0000 135.00 No Ice 1/2'' Ice

2.94 3.17

1.59 1.77

54.00 75.64

(3) RFS ACU-A20-N Ret A From Leg 4.00 0.0000 135.00 No Ice 0.07 0.12 1.04



Page

19 of 34


301

Project

13456.027.016 Date

17:18:29 08/13/20



Designed by

Brittany Morales

Description Face or

Leg

Offset Type

Offsets: Horz

Lateral Vert

ft ft ft

Azimuth Adjustment

°

Placement

ft

CAAA Front

ft2

CAAA Side

ft2

Weight

lb

(Sprint) 0.00 0.00

1/2'' Ice 0.10 0.16 2.32

(3) RFS ACU-A20-N Ret (Sprint)

B From Leg 4.00 0.00 0.00

0.0000 135.00 No Ice 1/2'' Ice

0.07 0.10

0.12 0.16

1.04 2.32

(3) RFS ACU-A20-N Ret (Sprint)

C From Leg 4.00 0.00 0.00

0.0000 135.00 No Ice 1/2'' Ice

0.07 0.10

0.12 0.16

1.04 2.32

TTTT65AP-1XR w. mount pipe

(Sprint)

A From Leg 4.00 0.00 0.00

0.0000 135.00 No Ice 1/2'' Ice

7.15 7.62

4.71 5.60

54.90 109.25


(Sprint)

B From Leg 4.00 0.00 0.00

0.0000 135.00 No Ice 1/2'' Ice

7.15 7.62

4.71 5.60

54.90 109.25


(Sprint)

C From Leg 4.00 0.00 0.00

0.0000 135.00 No Ice 1/2'' Ice

7.15 7.62

4.71 5.60

54.90 109.25

RRUS-11 800MHz (Sprint)

A From Leg 4.00 0.00 0.00

0.0000 135.00 No Ice 1/2'' Ice

2.52 2.72

1.30 1.45

54.00 75.64


A From Leg 4.00 0.00 0.00

0.0000 135.00 No Ice 1/2'' Ice

2.52 2.72

1.30 1.45

54.00 75.64


A From Leg 4.00 0.00 0.00

0.0000 135.00 No Ice 1/2'' Ice

2.52 2.72

1.30 1.45

54.00 75.64

RRUS 31 (Sprint)

A From Leg 4.00 0.00 0.00

0.0000 135.00 No Ice 1/2'' Ice

1.62 1.78

1.28 1.43

56.10 72.19

RRUS 31 (Sprint)

A From Leg 4.00 0.00 0.00

0.0000 135.00 No Ice 1/2'' Ice

1.62 1.78

1.28 1.43

56.10 72.19

RRUS 31 (Sprint)

A From Leg 4.00 0.00 0.00

0.0000 135.00 No Ice 1/2'' Ice

1.62 1.78

1.28 1.43

56.10 72.19

RRUS 82 (Sprint)

A From Leg 4.00 0.00 0.00

0.0000 135.00 No Ice 1/2'' Ice

2.16 2.34

0.94 1.08

58.90 74.89

RRUS 82 (Sprint)

A From Leg 4.00 0.00 0.00

0.0000 135.00 No Ice 1/2'' Ice

2.16 2.34

0.94 1.08

58.90 74.89

RRUS 82 (Sprint)

A From Leg 4.00 0.00 0.00

0.0000 135.00 No Ice 1/2'' Ice

2.16 2.34

0.94 1.08

58.90 74.89

************************************************

******

Sector Mount [SM 401-3] (T-Mobile)

C None 0.0000 125.00 No Ice 1/2'' Ice

17.87 25.31

17.87 25.31

804.48 1164.57

FFHH-65C-R3 w. Mount Pipe

(T-Mobile)

A From Leg 4.00 0.00 0.00

0.0000 125.00 No Ice 1/2'' Ice

21.59 22.45

11.73 13.36

164.10 309.49


(T-Mobile)

B From Leg 4.00 0.00 0.00

0.0000 125.00 No Ice 1/2'' Ice

21.59 22.45

11.73 13.36

164.10 309.49


C From Leg 4.00 0.00

0.0000 125.00 No Ice 1/2'' Ice

21.59 22.45

11.73 13.36

164.10 309.49



Page

20 of 34


301

Project

13456.027.016 Date

17:18:29 08/13/20



Designed by

Brittany Morales

Description Face or

Leg

Offset Type

Offsets: Horz

Lateral Vert

ft ft ft

Azimuth Adjustment

°

Placement

ft

CAAA Front

ft2

CAAA Side

ft2

Weight

lb

(T-Mobile) 0.00 ATM1900D-1A20 TMA

(T-Mobile) A From Leg 4.00

0.00 0.00

0.0000 125.00 No Ice 1/2'' Ice

0.73 0.84

0.25 0.32

8.40 13.69

ATM1900D-1A20 TMA (T-Mobile)

B From Leg 4.00 0.00 0.00

0.0000 125.00 No Ice 1/2'' Ice

0.73 0.84

0.25 0.32

8.40 13.69

ATM1900D-1A20 TMA (T-Mobile)

C From Leg 4.00 0.00 0.00

0.0000 125.00 No Ice 1/2'' Ice

0.73 0.84

0.25 0.32

8.40 13.69

RNSNDC-7771-PF-48 Fiber Box

(T-Mobile)

A From Leg 4.00 0.00 0.00

0.0000 125.00 No Ice 1/2'' Ice

2.73 2.94

1.03 1.17

15.00 33.91


(T-Mobile)

B From Leg 4.00 0.00 0.00

0.0000 125.00 No Ice 1/2'' Ice

2.73 2.94

1.03 1.17

15.00 33.91


(T-Mobile)

C From Leg 4.00 0.00 0.00

0.0000 125.00 No Ice 1/2'' Ice

2.73 2.94

1.03 1.17

15.00 33.91

AEHC Antenna w mp (T-Mobile)

A From Leg 4.00 0.00 0.00

0.0000 125.00 No Ice 1/2'' Ice

8.45 9.48

4.53 5.80

144.50 210.93


B From Leg 4.00 0.00 0.00

0.0000 125.00 No Ice 1/2'' Ice

8.45 9.48

4.53 5.80

144.50 210.93


C From Leg 4.00 0.00 0.00

0.0000 125.00 No Ice 1/2'' Ice

8.45 9.48

4.53 5.80

144.50 210.93

AHFIG RRH (T-Mobile)

A From Leg 4.00 0.00 0.00

0.0000 125.00 No Ice 1/2'' Ice

3.08 3.32

1.47 1.66

71.00 92.09


B From Leg 4.00 0.00 0.00

0.0000 125.00 No Ice 1/2'' Ice

3.08 3.32

1.47 1.66

71.00 92.09


C From Leg 4.00 0.00 0.00

0.0000 125.00 No Ice 1/2'' Ice

3.08 3.32

1.47 1.66

71.00 92.09

*********************************************

Side Lighting A From Leg 1.00 0.00 0.00

0.0000 108.00 No Ice 1/2'' Ice

0.13 0.19

0.13 0.19

5.00 7.00

Side Lighting B From Leg 1.00 0.00 0.00

0.0000 108.00 No Ice 1/2'' Ice

0.13 0.19

0.13 0.19

5.00 7.00

Side Lighting C From Leg 1.00 0.00 0.00

0.0000 108.00 No Ice 1/2'' Ice

0.13 0.19

0.13 0.19

5.00 7.00

************************************************

**

Mi.Hub XR Base Unit (City of Jackson)

B From Leg 0.50 0.00 0.00

0.0000 100.00 No Ice 1/2'' Ice

1.09 1.23

0.55 0.65

25.00 34.11

800/900 MHz Dbi ominDIRECTIONAL

(City of Jackson)

B From Leg 1.00 0.00 0.00

0.0000 100.00 No Ice 1/2'' Ice

0.15 0.29

0.15 0.29

6.00 7.61



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Designed by

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Description Face or

Leg

Offset Type

Offsets: Horz

Lateral Vert

ft ft ft

Azimuth Adjustment

°

Placement

ft

CAAA Front

ft2

CAAA Side

ft2

Weight

lb

GPS A From Leg 1.00 0.00 0.00

0.0000 35.00 No Ice 1/2'' Ice

0.13 0.19

0.13 0.19

5.00 7.00

Load Combinations Comb.

No. Description

1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg - No Ice 3 0.9 Dead+1.6 Wind 0 deg - No Ice 4 1.2 Dead+1.6 Wind 30 deg - No Ice 5 0.9 Dead+1.6 Wind 30 deg - No Ice 6 1.2 Dead+1.6 Wind 60 deg - No Ice 7 0.9 Dead+1.6 Wind 60 deg - No Ice 8 1.2 Dead+1.6 Wind 90 deg - No Ice 9 0.9 Dead+1.6 Wind 90 deg - No Ice 10 1.2 Dead+1.6 Wind 120 deg - No Ice 11 0.9 Dead+1.6 Wind 120 deg - No Ice 12 1.2 Dead+1.6 Wind 150 deg - No Ice 13 0.9 Dead+1.6 Wind 150 deg - No Ice 14 1.2 Dead+1.6 Wind 180 deg - No Ice 15 0.9 Dead+1.6 Wind 180 deg - No Ice 16 1.2 Dead+1.6 Wind 210 deg - No Ice 17 0.9 Dead+1.6 Wind 210 deg - No Ice 18 1.2 Dead+1.6 Wind 240 deg - No Ice 19 0.9 Dead+1.6 Wind 240 deg - No Ice 20 1.2 Dead+1.6 Wind 270 deg - No Ice 21 0.9 Dead+1.6 Wind 270 deg - No Ice 22 1.2 Dead+1.6 Wind 300 deg - No Ice 23 0.9 Dead+1.6 Wind 300 deg - No Ice 24 1.2 Dead+1.6 Wind 330 deg - No Ice 25 0.9 Dead+1.6 Wind 330 deg - No Ice 26 1.2 Dead+1.0 Ice 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice 39 Dead+Wind 0 deg - Service 40 Dead+Wind 30 deg - Service 41 Dead+Wind 60 deg - Service 42 Dead+Wind 90 deg - Service 43 Dead+Wind 120 deg - Service



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Designed by

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Comb. No.

Description

44 Dead+Wind 150 deg - Service 45 Dead+Wind 180 deg - Service 46 Dead+Wind 210 deg - Service 47 Dead+Wind 240 deg - Service 48 Dead+Wind 270 deg - Service 49 Dead+Wind 300 deg - Service 50 Dead+Wind 330 deg - Service

Maximum Member Forces Section

No. Elevation

ft Component

Type Condition Gov.

Load Comb.

Axial

lb

Major Axis Moment

kip-ft

Minor Axis Moment

kip-ft T1 200 - 180 Leg Max Tension 23 14732.41 -0.00 -0.00

Max. Compression 10 -18748.71 0.11 0.00 Max. Mx 22 1373.01 0.80 -0.00 Max. My 24 -1546.71 -0.00 -0.81 Max. Vy 10 1261.42 0.46 0.00 Max. Vx 8 1195.15 -0.01 0.38 Diagonal Max Tension 24 3215.65 0.00 0.00 Max. Compression 12 -3281.99 0.00 0.00 Max. Mx 38 115.92 0.02 0.00 Max. My 20 -1780.10 0.00 0.00 Max. Vy 27 -19.44 0.02 -0.00 Max. Vx 20 -0.67 0.00 0.00 Top Girt Max Tension 23 417.26 0.00 0.00 Max. Compression 10 -428.34 0.00 0.00 Max. Mx 26 -18.54 -0.04 0.00 Max. My 38 -19.36 0.00 0.00 Max. Vy 26 -26.41 0.00 0.00 Max. Vx 38 -0.02 0.00 0.00 Bottom Girt Max Tension 23 27.80 0.00 0.00 Max. Compression 10 -42.20 0.00 0.00 Max. Mx 26 -7.92 -0.04 0.00 Max. My 38 -7.87 0.00 0.00 Max. Vy 26 -26.58 0.00 0.00 Max. Vx 38 -0.02 0.00 0.00

T2 180 - 160 Leg Max Tension 23 36656.82 -0.32 -0.01 Max. Compression 10 -43565.74 0.68 0.00 Max. Mx 14 33081.95 -0.71 -0.02 Max. My 20 -4545.03 -0.02 -0.73 Max. Vy 14 1359.09 -0.71 -0.02 Max. Vx 8 -1346.42 -0.02 0.73 Diagonal Max Tension 12 3180.48 0.00 0.00 Max. Compression 12 -3198.15 0.00 0.00 Max. Mx 27 270.47 0.03 0.00 Max. My 16 -2789.85 -0.00 -0.00 Max. Vy 37 23.83 0.02 0.00 Max. Vx 35 1.32 0.00 0.00

T3 160 - 140 Leg Max Tension 23 68315.80 -0.21 0.04 Max. Compression 10 -80934.64 0.50 0.01 Max. Mx 14 40300.95 -0.71 -0.02 Max. My 20 -4702.90 -0.02 -0.73 Max. Vy 6 -1762.70 -0.28 -0.00 Max. Vx 20 -1704.19 -0.01 -0.17 Diagonal Max Tension 4 7079.89 0.00 0.00 Max. Compression 4 -7154.15 0.00 0.00 Max. Mx 35 564.97 0.05 -0.01 Max. My 14 -6111.36 0.01 -0.01



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Designed by

Brittany Morales

Section No.

Elevation ft

Component Type

Condition Gov. Load

Comb.

Axial

lb

Major Axis Moment

kip-ft

Minor Axis Moment

kip-ft Max. Vy 37 39.00 0.05 -0.01 Max. Vx 27 -2.22 0.00 0.00

T4 140 - 120 Leg Max Tension 23 108341.08 -0.54 0.04 Max. Compression 10 -127623.66 0.88 -0.01 Max. Mx 14 75077.61 1.06 0.00 Max. My 8 -7804.31 -0.04 -1.11 Max. Vy 14 1174.90 -0.87 0.00 Max. Vx 8 -1134.71 -0.04 0.76 Diagonal Max Tension 16 9536.35 0.00 0.00 Max. Compression 16 -9696.79 0.00 0.00 Max. Mx 10 8197.14 0.09 0.00 Max. My 6 -7478.24 0.01 0.01 Max. Vy 37 54.31 0.08 0.01 Max. Vx 27 -2.98 0.00 0.00

T5 120 - 100 Leg Max Tension 23 152030.65 -0.48 0.01 Max. Compression 2 -177474.21 0.80 -0.02 Max. Mx 22 120878.94 -0.88 0.01 Max. My 12 -9836.20 -0.01 -0.78 Max. Vy 3 150.68 0.88 -0.00 Max. Vx 4 169.37 0.00 -0.77 Diagonal Max Tension 12 10264.60 0.00 0.00 Max. Compression 12 -10395.71 0.00 0.00 Max. Mx 35 971.59 0.11 -0.01 Max. My 32 -374.32 0.11 -0.01 Max. Vy 37 68.62 0.11 -0.01 Max. Vx 32 -3.56 0.00 0.00

T6 100 - 80 Leg Max Tension 15 190201.89 -1.00 0.05 Max. Compression 2 -221597.68 0.00 -0.03 Max. Mx 22 166215.27 -1.03 0.02 Max. My 16 -14071.38 -0.05 1.16 Max. Vy 3 216.48 1.00 -0.05 Max. Vx 16 -213.28 -0.06 1.13 Diagonal Max Tension 12 11746.05 0.00 0.00 Max. Compression 12 -12011.41 0.00 0.00 Max. Mx 35 1063.25 0.18 0.02 Max. My 31 98.25 0.17 -0.02 Max. Vy 33 89.31 0.18 0.02 Max. Vx 31 -4.80 0.00 0.00

T7 80 - 60 Leg Max Tension 15 229202.82 1.77 0.02 Max. Compression 2 -266873.64 -0.68 -0.03 Max. Mx 2 -266771.76 3.81 0.00 Max. My 24 -15429.24 -0.36 2.18 Max. Vy 2 -1363.45 3.81 0.00 Max. Vx 16 608.61 -0.36 2.12 Diagonal Max Tension 9 11902.90 0.18 0.00 Max. Compression 8 -12462.58 0.00 0.00 Max. Mx 2 10223.68 0.25 -0.03 Max. My 18 -11818.99 -0.00 0.03 Max. Vy 33 112.15 0.24 0.03 Max. Vx 35 5.77 0.00 0.00 Secondary

Horizontal Max Tension 2 4629.03 0.00 0.00

Max. Compression 2 -4629.03 0.10 -0.00 Max. Mx 27 385.43 0.20 0.03 Max. My 12 -1212.12 0.10 0.04 Max. Vy 27 -109.49 0.20 0.03 Max. Vx 34 -6.75 0.00 0.00

T8 60 - 40 Leg Max Tension 15 268812.86 -2.34 0.04 Max. Compression 2 -313042.71 -0.12 -0.04 Max. Mx 3 -307580.19 2.44 -0.04 Max. My 16 -19678.04 -0.06 2.22



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Designed by

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Section No.

Elevation ft

Component Type

Condition Gov. Load

Comb.

Axial

lb

Major Axis Moment

kip-ft

Minor Axis Moment

kip-ft Max. Vy 2 -441.87 2.43 -0.04 Max. Vx 17 -242.47 -0.04 2.21 Diagonal Max Tension 8 13239.71 0.00 0.00 Max. Compression 8 -13661.71 0.00 0.00 Max. Mx 31 1199.31 0.28 0.04 Max. My 35 -369.27 0.28 0.04 Max. Vy 33 122.10 0.28 0.04 Max. Vx 35 6.24 0.00 0.00

T9 40 - 20 Leg Max Tension 15 306267.36 2.87 0.03 Max. Compression 2 -358112.50 0.25 -0.03 Max. Mx 2 -335223.37 6.50 0.01 Max. My 12 -21337.14 -0.67 -3.73 Max. Vy 2 -2229.39 6.28 0.01 Max. Vx 16 -879.33 -0.68 3.65 Diagonal Max Tension 21 14040.13 0.24 -0.01 Max. Compression 2 -15410.63 0.00 0.00 Max. Mx 33 420.47 0.36 -0.04 Max. My 34 -1821.02 0.34 0.04 Max. Vy 33 144.00 0.36 -0.04 Max. Vx 34 6.79 0.00 0.00 Secondary

Horizontal Max Tension 2 6210.43 0.00 0.00

Max. Compression 2 -6210.43 0.19 0.01 Max. Mx 35 -509.62 0.32 0.05 Max. My 32 267.80 0.32 0.05 Max. Vy 35 -141.27 0.32 0.05 Max. Vx 34 -7.64 0.00 0.00

T10 20 - 0 Leg Max Tension 15 343220.97 -1.95 0.02 Max. Compression 2 -403311.49 0.00 -0.00 Max. Mx 14 320385.79 -1.99 0.02 Max. My 12 -24568.64 -0.18 -3.32 Max. Vy 14 -310.18 -1.99 0.02 Max. Vx 16 449.16 -0.17 3.27 Diagonal Max Tension 20 14506.86 0.00 0.00 Max. Compression 2 -15418.12 0.00 0.00 Max. Mx 32 499.34 0.49 -0.06 Max. My 35 284.87 0.48 0.06 Max. Vy 32 178.86 0.49 -0.06 Max. Vx 35 8.95 0.00 0.00

Maximum Reactions

Location Condition Gov. Load

Comb.

Vertical lb

Horizontal, X lb

Horizontal, Z lb

Leg C Max. Vert 18 402699.25 40085.86 -22573.83 Max. Hx 18 402699.25 40085.86 -22573.83 Max. Hz 7 -339452.10 -34655.13 19433.10 Min. Vert 7 -339452.10 -34655.13 19433.10 Min. Hx 7 -339452.10 -34655.13 19433.10 Min. Hz 18 402699.25 40085.86 -22573.83

Leg B Max. Vert 10 406897.78 -40035.45 -22854.27 Max. Hx 23 -343419.93 34598.67 19717.82 Max. Hz 25 -306101.08 29805.82 19813.94 Min. Vert 23 -343419.93 34598.67 19717.82 Min. Hx 10 406897.78 -40035.45 -22854.27 Min. Hz 10 406897.78 -40035.45 -22854.27



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Designed by

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Location Condition Gov. Load

Comb.

Vertical lb

Horizontal, X lb

Horizontal, Z lb

Leg A Max. Vert 2 414356.23 250.07 47469.49 Max. Hx 21 20154.14 5056.33 1712.05 Max. Hz 2 414356.23 250.07 47469.49 Min. Vert 15 -351962.82 -256.65 -41230.24 Min. Hx 9 18014.10 -5053.74 1549.72 Min. Hz 15 -351962.82 -256.65 -41230.24

Tower Mast Reaction Summary

Load Combination

Vertical

lb

Shearx

lb

Shearz

lb

Overturning Moment, Mx

kip-ft

Overturning Moment, Mz

kip-ft

Torque

kip-ft Dead Only 64541.89 -0.00 -0.00 6.73 -1.35 0.00 1.2 Dead+1.6 Wind 0 deg - No Ice

77450.22 -120.59 -76444.18 -8412.13 21.63 10.95

0.9 Dead+1.6 Wind 0 deg - No Ice

58087.70 -122.10 -76444.12 -8403.37 21.97 10.96


77450.27 35955.23 -62525.43 -6907.08 -3974.01 38.72


58087.70 35955.22 -62525.43 -6900.23 -3968.53 38.72


77450.27 60238.62 -34781.64 -3877.22 -6742.70 21.68


58087.70 60238.62 -34781.64 -3874.22 -6733.58 21.68


77450.27 70942.73 122.10 31.26 -7954.39 2.93


58087.70 70942.73 122.10 29.20 -7943.69 2.94


77448.51 63982.28 37084.13 4145.83 -7133.45 9.95


58087.70 63982.18 37083.98 4138.46 -7123.83 9.95


77450.27 36234.28 62764.57 7062.02 -4080.77 16.02


58087.70 36234.28 62764.57 7050.87 -4075.07 16.00


77450.27 122.10 72088.36 8051.81 -24.80 -10.95


58087.70 122.10 72088.36 8039.43 -24.37 -10.96


77450.27 -35955.22 62525.44 6923.31 3970.68 -38.72


58087.70 -35955.22 62525.44 6912.42 3965.98 -38.72


77450.27 -64010.83 36959.53 4081.66 7065.52 -21.68


58087.70 -64010.82 36959.52 4074.41 7056.83 -21.69


77450.27 -70942.73 -122.11 -15.16 7951.22 -2.93


58087.70 -70942.73 -122.11 -17.14 7941.29 -2.94


77450.27 -60209.98 -34906.10 -3941.41 6804.27 -9.95


58087.70 -60209.98 -34906.10 -3938.28 6795.79 -9.94



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Designed by

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Load Combination

Vertical

lb

Shearx

lb

Shearz

lb

Overturning Moment, Mx

kip-ft

Overturning Moment, Mz

kip-ft

Torque

kip-ft 1.2 Dead+1.6 Wind 330 deg - No Ice

77450.27 -36234.29 -62764.57 -7045.81 4077.71 -16.01


58087.70 -36234.29 -62764.57 -7038.69 4072.80 -16.00

1.2 Dead+1.0 Ice 149746.18 -0.00 -0.00 32.34 -10.87 0.00 1.2 Dead+1.0 Wind 0 deg+1.0 Ice

149746.18 -7.88 -7102.92 -762.14 -9.31 0.83

1.2 Dead+1.0 Wind 30 deg+1.0 Ice

149746.18 3451.35 -5994.82 -638.55 -396.83 2.65


149746.18 5879.36 -3395.11 -348.72 -671.74 1.69


149746.18 6785.29 7.88 34.05 -777.90 0.06


149746.18 6032.72 3492.76 427.32 -692.27 0.47


149746.18 3426.18 5935.47 706.05 -400.07 0.98


149746.18 7.88 6857.30 806.28 -12.32 -0.83


149746.18 -3451.35 5994.82 703.59 375.29 -2.65


149746.18 -6092.07 3517.92 424.16 668.19 -1.69


149746.18 -6785.29 -7.88 31.04 756.27 -0.06


149746.18 -5820.01 -3369.95 -351.87 652.57 -0.47


149746.18 -3426.18 -5935.47 -641.01 378.36 -0.98

Dead+Wind 0 deg - Service 64541.89 -30.44 -19058.09 -2090.76 4.46 2.73 Dead+Wind 30 deg - Service 64541.89 8963.91 -15588.06 -1715.85 -990.84 9.65 Dead+Wind 60 deg - Service 64541.89 15017.94 -8671.32 -961.10 -1680.52 5.41 Dead+Wind 90 deg - Service 64541.89 17686.55 30.44 12.51 -1982.35 0.73 Dead+Wind 120 deg - Service 64541.89 15951.24 9245.31 1037.43 -1777.87 2.48 Dead+Wind 150 deg - Service 64541.89 9033.48 15647.68 1763.85 -1017.45 3.99 Dead+Wind 180 deg - Service 64541.89 30.44 17972.17 2010.42 -7.11 -2.73 Dead+Wind 210 deg - Service 64541.89 -8963.91 15588.06 1729.31 988.18 -9.65 Dead+Wind 240 deg - Service 64541.89 -15958.38 9214.29 1021.45 1759.09 -5.41 Dead+Wind 270 deg - Service 64541.89 -17686.55 -30.44 0.94 1979.70 -0.73 Dead+Wind 300 deg - Service 64541.89 -15010.80 -8702.35 -977.08 1693.99 -2.48 Dead+Wind 330 deg - Service 64541.89 -9033.48 -15647.68 -1750.39 1014.81 -3.99

Solution Summary

Load Comb.

Sum of Applied Forces Sum of Reactions % Error PX

lb PY lb

PZ lb

PX lb

PY lb

PZ lb

1 -0.00 -64541.89 -0.00 0.00 64541.89 0.00 0.000% 2 -122.10 -77450.27 -76444.12 120.59 77450.22 76444.18 0.001% 3 -122.10 -58087.70 -76444.12 122.10 58087.70 76444.12 0.000% 4 35955.23 -77450.27 -62525.43 -35955.23 77450.27 62525.43 0.000% 5 35955.23 -58087.70 -62525.43 -35955.22 58087.70 62525.43 0.000% 6 60238.62 -77450.27 -34781.64 -60238.62 77450.27 34781.64 0.000% 7 60238.62 -58087.70 -34781.64 -60238.62 58087.70 34781.64 0.000% 8 70942.73 -77450.27 122.10 -70942.73 77450.27 -122.10 0.000% 9 70942.73 -58087.70 122.10 -70942.73 58087.70 -122.10 0.000% 10 63982.18 -77450.27 37083.98 -63982.28 77448.51 -37084.13 0.002% 11 63982.18 -58087.70 37083.98 -63982.18 58087.70 -37083.98 0.000%



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Designed by

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Load

Comb.

Sum of Applied Forces Sum of Reactions % Error PX

lb PY lb

PZ lb

PX lb

PY lb

PZ lb

12 36234.28 -77450.27 62764.57 -36234.28 77450.27 -62764.57 0.000% 13 36234.28 -58087.70 62764.57 -36234.28 58087.70 -62764.57 0.000% 14 122.10 -77450.27 72088.35 -122.10 77450.27 -72088.36 0.000% 15 122.10 -58087.70 72088.35 -122.10 58087.70 -72088.36 0.000% 16 -35955.23 -77450.27 62525.43 35955.22 77450.27 -62525.44 0.000% 17 -35955.23 -58087.70 62525.43 35955.22 58087.70 -62525.44 0.000% 18 -64010.82 -77450.27 36959.52 64010.83 77450.27 -36959.53 0.000% 19 -64010.82 -58087.70 36959.52 64010.82 58087.70 -36959.52 0.000% 20 -70942.73 -77450.27 -122.10 70942.73 77450.27 122.11 0.000% 21 -70942.73 -58087.70 -122.10 70942.73 58087.70 122.11 0.000% 22 -60209.98 -77450.27 -34906.10 60209.98 77450.27 34906.10 0.000% 23 -60209.98 -58087.70 -34906.10 60209.98 58087.70 34906.10 0.000% 24 -36234.28 -77450.27 -62764.57 36234.29 77450.27 62764.57 0.000% 25 -36234.28 -58087.70 -62764.57 36234.29 58087.70 62764.57 0.000% 26 -0.00 -149746.18 -0.00 0.00 149746.18 0.00 0.000% 27 -7.88 -149746.18 -7102.92 7.88 149746.18 7102.92 0.000% 28 3451.35 -149746.18 -5994.82 -3451.35 149746.18 5994.82 0.000% 29 5879.36 -149746.18 -3395.11 -5879.36 149746.18 3395.11 0.000% 30 6785.29 -149746.18 7.88 -6785.29 149746.18 -7.88 0.000% 31 6032.72 -149746.18 3492.76 -6032.72 149746.18 -3492.76 0.000% 32 3426.18 -149746.18 5935.47 -3426.18 149746.18 -5935.47 0.000% 33 7.88 -149746.18 6857.30 -7.88 149746.18 -6857.30 0.000% 34 -3451.35 -149746.18 5994.82 3451.35 149746.18 -5994.82 0.000% 35 -6092.07 -149746.18 3517.92 6092.07 149746.18 -3517.92 0.000% 36 -6785.29 -149746.18 -7.88 6785.29 149746.18 7.88 0.000% 37 -5820.01 -149746.18 -3369.95 5820.01 149746.18 3369.95 0.000% 38 -3426.18 -149746.18 -5935.47 3426.18 149746.18 5935.47 0.000% 39 -30.44 -64541.89 -19058.09 30.44 64541.89 19058.09 0.000% 40 8963.91 -64541.89 -15588.06 -8963.91 64541.89 15588.06 0.000% 41 15017.94 -64541.89 -8671.32 -15017.94 64541.89 8671.32 0.000% 42 17686.55 -64541.89 30.44 -17686.55 64541.89 -30.44 0.000% 43 15951.24 -64541.89 9245.31 -15951.24 64541.89 -9245.31 0.000% 44 9033.48 -64541.89 15647.68 -9033.48 64541.89 -15647.68 0.000% 45 30.44 -64541.89 17972.17 -30.44 64541.89 -17972.17 0.000% 46 -8963.91 -64541.89 15588.06 8963.91 64541.89 -15588.06 0.000% 47 -15958.38 -64541.89 9214.29 15958.38 64541.89 -9214.29 0.000% 48 -17686.55 -64541.89 -30.44 17686.55 64541.89 30.44 0.000% 49 -15010.80 -64541.89 -8702.35 15010.80 64541.89 8702.35 0.000% 50 -9033.48 -64541.89 -15647.68 9033.48 64541.89 15647.68 0.000%

Non-Linear Convergence Results

Load Combination

Converged? Number of Cycles

Displacement Tolerance

Force Tolerance

1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00000116 3 Yes 4 0.00000001 0.00000001 4 Yes 4 0.00000001 0.00000061 5 Yes 4 0.00000001 0.00000161 6 Yes 4 0.00000001 0.00000062 7 Yes 4 0.00000001 0.00000001 8 Yes 4 0.00000001 0.00000058 9 Yes 4 0.00000001 0.00000001 10 Yes 4 0.00000001 0.00000148 11 Yes 4 0.00000001 0.00000001 12 Yes 4 0.00000001 0.00000063



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Designed by

Brittany Morales

13 Yes 4 0.00000001 0.00000053 14 Yes 4 0.00000001 0.00000065 15 Yes 4 0.00000001 0.00000001 16 Yes 4 0.00000001 0.00000061 17 Yes 4 0.00000001 0.00000001 18 Yes 4 0.00000001 0.00000001 19 Yes 4 0.00000001 0.00000001 20 Yes 4 0.00000001 0.00000058 21 Yes 4 0.00000001 0.00000131 22 Yes 4 0.00000001 0.00000063 23 Yes 4 0.00000001 0.00000001 24 Yes 4 0.00000001 0.00000062 25 Yes 4 0.00000001 0.00000053 26 Yes 4 0.00000001 0.00000001 27 Yes 4 0.00000001 0.00000001 28 Yes 4 0.00000001 0.00000001 29 Yes 4 0.00000001 0.00000001 30 Yes 4 0.00000001 0.00000001 31 Yes 4 0.00000001 0.00000001 32 Yes 4 0.00000001 0.00000001 33 Yes 4 0.00000001 0.00000001 34 Yes 4 0.00000001 0.00000001 35 Yes 4 0.00000001 0.00000001 36 Yes 4 0.00000001 0.00000001 37 Yes 4 0.00000001 0.00000001 38 Yes 4 0.00000001 0.00000001 39 Yes 4 0.00000001 0.00000001 40 Yes 4 0.00000001 0.00000001 41 Yes 4 0.00000001 0.00000001 42 Yes 4 0.00000001 0.00000001 43 Yes 4 0.00000001 0.00000001 44 Yes 4 0.00000001 0.00000001 45 Yes 4 0.00000001 0.00000001 46 Yes 4 0.00000001 0.00000001 47 Yes 4 0.00000001 0.00000001 48 Yes 4 0.00000001 0.00000001 49 Yes 4 0.00000001 0.00000001 50 Yes 4 0.00000001 0.00000001

Bolt Design Data

Section No.

Elevation

ft

Component Type

Bolt Grade

Bolt Size

in

Number Of

Bolts

Maximum Load

per Bolt lb

Allowable Load

per Bolt lb

Ratio Load

Allowable

Allowable Ratio

Criteria

T1 200 Leg A325N 0.7500 4 3683.10 29820.60 0.124

1 Bolt Tension

Diagonal A325N 0.6250 1 3215.65 7748.44 0.415

1 Member Block Shear

Top Girt A325N 0.6250 1 417.26 5811.33 0.072


T2 180 Leg A325N 0.8750 4 9164.20 40589.10 0.226

1 Bolt Tension

Diagonal A325N 0.6250 1 3180.48 6830.86 0.466


T3 160 Leg A325N 0.8750 4 17078.90 40589.10 0.421

1 Bolt Tension

Diagonal A325N 0.7500 1 7079.89 11962.50 0.592


T4 140 Leg A325N 1.0000 4 27085.30 53014.40 0.511

1 Bolt Tension



Page

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301

Project

13456.027.016 Date

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Designed by

Brittany Morales

Section No.

Elevation

ft

Component Type

Bolt Grade

Bolt Size

in

Number Of

Bolts

Maximum Load

per Bolt lb

Allowable Load

per Bolt lb

Ratio Load

Allowable

Allowable Ratio

Criteria

Diagonal A325N 0.7500 1 9536.35 14137.50 0.675

1 Member Bearing

T5 120 Leg A325N 1.0000 6 25338.40 53014.40 0.478

1 Bolt Tension

Diagonal A325N 0.7500 1 10395.70 17892.40 0.581

1 Bolt Shear

T6 100 Leg A325N 1.0000 6 31700.30 53014.40 0.598

1 Bolt Tension

Diagonal A325N 0.7500 1 12011.40 17892.40 0.671

1 Bolt Shear

T7 80 Leg A325N 1.0000 8 28616.40 53014.40 0.540

1 Bolt Tension

Diagonal A325N 0.7500 1 12462.60 17892.40 0.697

1 Bolt Shear

T8 60 Leg A325N 1.0000 8 33601.60 53014.40 0.634

1 Bolt Tension

Diagonal A325N 0.7500 1 13661.70 17892.40 0.764

1 Bolt Shear

T9 40 Leg A325N 1.0000 8 38237.90 53014.40 0.721

1 Bolt Tension

Diagonal A490N 0.7500 1 15410.60 22365.40 0.689

1 Bolt Shear

T10 20 Leg A325N 1.0000 10 34322.10 53014.40 0.647

1 Bolt Tension

Diagonal A490N 0.7500 1 15418.10 22365.40 0.689

1 Bolt Shear

Compression Checks

Leg Design Data (Compression) Section

No. Elevation

ft

Size

L

ft

Lu

ft

Kl/r

A

in2

Pu

lb

Pn

lb

Ratio Pu

Pn T1 200 - 180 ROHN 2.5 STD 20.00 4.00 50.7

K=1.00 1.7040 -18748.70 63560.30 0.295 1

T2 180 - 160 ROHN 3 STD 20.03 5.01 51.7

K=1.00 2.2285 -43565.70 82507.90 0.528 1

T3 160 - 140 ROHN 3.5 EH 20.03 6.68 61.3

K=1.00 3.6784 -80934.60 125726.00 0.644 1

T4 140 - 120 ROHN 4 EH 20.04 6.68 54.3

K=1.00 4.4074 -127624.00 159905.00 0.798 1

T5 120 - 100 ROHN 5 EH 20.03 6.68 43.6

K=1.00 6.1120 -177474.00 239386.00 0.741 1

T6 100 - 80 ROHN 6 EH 20.03 10.02 54.8

K=1.00 8.4049 -221598.00 303748.00 0.730 1

T7 80 - 60 ROHN 6 EH 20.04 5.16 28.2

K=1.00 8.4049 -266874.00 356808.00 0.748 1

T8 60 - 40 ROHN 8 EHS 20.03 10.02 41.2

K=1.00 9.7193 -313043.00 386397.00 0.810 1

T9 40 - 20 ROHN 8 EHS 20.03 5.12 21.1

K=1.00 9.7193 -358113.00 423410.00 0.846 1

T10 20 - 0 ROHN 8 EH 20.03 10.02 41.8

K=1.00 12.7627 -403312.00 505555.00 0.798 1



Page

30 of 34


301

Project

13456.027.016 Date

17:18:29 08/13/20



Designed by

Brittany Morales

1 P u / Pn controls

Diagonal Design Data (Compression) Section

No. Elevation

ft

Size

L

ft

Lu

ft

Kl/r

A

in2

Pu

lb

Pn

lb

Ratio Pu

Pn T1 200 - 180 L1 3/4x1 3/4x1/4 7.79 3.64 127.9

K=1.00 0.8125 -3281.99 11130.90 0.295 1

T2 180 - 160 L2x2x3/16 9.83 4.77 145.4

K=1.00 0.7150 -3198.15 7638.71 0.419 1

T3 160 - 140 L2 1/2x2 1/2x1/4 12.37 6.05 148.0

K=1.00 1.1900 -7154.15 12277.50 0.583 1

T4 140 - 120 L3x3x1/4 14.16 6.93 140.4

K=1.00 1.4400 -9696.79 16502.50 0.588 1

T5 120 - 100 L3x3x5/16 15.98 7.78 158.6

K=1.00 1.7800 -10395.70 15993.50 0.650 1

T6 100 - 80 L3 1/2x3 1/2x5/16 19.17 9.42 163.8

K=1.00 2.0900 -12011.40 17592.90 0.683 1

T7 80 - 60 L4x4x5/16 21.00 10.36 157.1

K=1.00 2.4000 -12462.60 21967.50 0.567 1

T8 60 - 40 L4x4x5/16 22.81 11.15 169.1 K=1.00

2.4000 -13661.70 18954.90 0.721 1

T9 40 - 20 L4x4x3/8 24.62 12.06 183.6

K=1.00 2.8600 -15410.60 19165.90 0.804 1

T10 20 - 0 L4x4x1/2 26.46 12.98 199.2

K=1.00 3.7500 -15418.10 21359.00 0.722 1

1 P u / Pn controls

Secondary Horizontal Design Data (Compression) Section

No. Elevation

ft

Size

L

ft

Lu

ft

Kl/r

A

in2

Pu

lb

Pn

lb

Ratio Pu

Pn T7 80 - 60 L4x4x5/16 18.45 17.90 152.7

K=0.88 2.4000 -4629.03 23249.80 0.199 1

T9 40 - 20 L4x4x3/8 22.49 21.77 176.8

K=0.83 2.8600 -6210.43 20665.20 0.301 1

1 P u / Pn controls

Top Girt Design Data (Compression) Section

No. Elevation

ft

Size

L

ft

Lu

ft

Kl/r

A

in2

Pu

lb

Pn

lb

Ratio Pu

Pn



Page

31 of 34


301

Project

13456.027.016 Date

17:18:29 08/13/20



Designed by

Brittany Morales

Section No.

Elevation

ft

Size

L

ft

Lu

ft

Kl/r

A

in2

Pu

lb

Pn

lb

Ratio Pu

Pn T1 200 - 180 L1 3/4x1 3/4x3/16 6.65 6.17 215.5

K=1.00 0.6211 -428.34 3022.47 0.142 1

KL/R > 200 (C) - 6

1 P u / Pn controls

Bottom Girt Design Data (Compression) Section

No. Elevation

ft

Size

L

ft

Lu

ft

Kl/r

A

in2

Pu

lb

Pn

lb

Ratio Pu

Pn T1 200 - 180 L1 3/4x1 3/4x3/16 6.69 6.45 184.8

K=0.82 0.6211 -42.20 4110.71 0.010 1

1 P u / Pn controls

Tension Checks

Leg Design Data (Tension) Section

No. Elevation

ft

Size

L

ft

Lu

ft

Kl/r

A

in2

Pu

lb

Pn

lb

Ratio Pu

Pn T1 200 - 180 ROHN 2.5 STD 20.00 4.00 50.7 1.7040 14732.40 76682.30 0.192 1

T2 180 - 160 ROHN 3 STD 20.03 5.01 51.7 2.2285 36656.80 100281.00 0.366 1

T3 160 - 140 ROHN 3.5 EH 20.03 6.68 61.3 3.6784 68315.80 165529.00 0.413 1

T4 140 - 120 ROHN 4 EH 20.04 6.68 54.3 4.4074 108341.00 198335.00 0.546 1

T5 120 - 100 ROHN 5 EH 20.03 6.68 43.6 6.1120 152031.00 275039.00 0.553 1

T6 100 - 80 ROHN 6 EH 20.03 10.02 54.8 8.4049 190202.00 378222.00 0.503 1

T7 80 - 60 ROHN 6 EH 20.04 5.16 28.2 8.4049 229203.00 378222.00 0.606 1

T8 60 - 40 ROHN 8 EHS 20.03 10.02 41.2 9.7193 268813.00 437369.00 0.615 1

T9 40 - 20 ROHN 8 EHS 20.03 5.12 21.1 9.7193 306267.00 437369.00 0.700 1

T10 20 - 0 ROHN 8 EH 20.03 10.02 41.8 12.7627 343221.00 574322.00 0.598 1



Page

32 of 34


301

Project

13456.027.016 Date

17:18:29 08/13/20



Designed by

Brittany Morales

1 P u / Pn controls

Diagonal Design Data (Tension) Section

No. Elevation

ft

Size

L

ft

Lu

ft

Kl/r

A

in2

Pu

lb

Pn

lb

Ratio Pu

Pn T1 200 - 180 L1 3/4x1 3/4x1/4 7.79 3.64 85.3 0.8125 3215.65 26325.00 0.122 1

T2 180 - 160 L2x2x3/16 9.83 4.77 95.2 0.7150 3180.48 23166.00 0.137 1

T3 160 - 140 L2 1/2x2 1/2x1/4 12.37 6.05 96.6 1.1900 7079.89 38556.00 0.184 1

T4 140 - 120 L3x3x1/4 14.16 6.93 91.1 1.2213 9536.35 59535.90 0.160 1

T5 120 - 100 L3x3x5/16 15.98 7.78 103.1 1.5066 10264.60 73444.90 0.140 1

T6 100 - 80 L3 1/2x3 1/2x5/16 19.17 9.42 106.2 1.8166 11746.10 88557.40 0.133 1

T7 80 - 60 L4x4x5/16 21.00 10.36 101.5 2.1266 11902.90 103670.00 0.115 1

T8 60 - 40 L4x4x5/16 22.81 11.15 109.2 2.1266 13239.70 103670.00 0.128 1

T9 40 - 20 L4x4x3/8 24.62 12.06 118.9 2.5319 14040.10 123429.00 0.114 1

T10 20 - 0 L4x4x1/2 26.46 12.98 129.0 3.3125 14506.90 161484.00 0.090 1

1 P u / Pn controls

Secondary Horizontal Design Data (Tension) Section

No. Elevation

ft

Size

L

ft

Lu

ft

Kl/r

A

in2

Pu

lb

Pn

lb

Ratio Pu

Pn T7 80 - 60 L4x4x5/16 18.45 17.90 173.2 2.4000 4629.03 77760.00 0.060 1

T9 40 - 20 L4x4x3/8 22.49 21.77 212.4 2.8600 6210.43 92664.00 0.067 1

1 P u / Pn controls

Top Girt Design Data (Tension) Section

No. Elevation

ft

Size

L

ft

Lu

ft

Kl/r

A

in2

Pu

lb

Pn

lb

Ratio Pu

Pn T1 200 - 180 L1 3/4x1 3/4x3/16 6.65 6.17 143.2 0.6211 417.26 20123.40 0.021 1



Page

33 of 34


301

Project

13456.027.016 Date

17:18:29 08/13/20



Designed by

Brittany Morales

Section No.

Elevation

ft

Size

L

ft

Lu

ft

Kl/r

A

in2

Pu

lb

Pn

lb

Ratio Pu

Pn

1 P u / Pn controls

Bottom Girt Design Data (Tension) Section

No. Elevation

ft

Size

L

ft

Lu

ft

Kl/r

A

in2

Pu

lb

Pn

lb

Ratio Pu

Pn T1 200 - 180 L1 3/4x1 3/4x3/16 6.69 6.45 144.1 0.6211 27.80 20123.40 0.001 1

1 P u / Pn controls

Section Capacity Table

Section No.

Elevation ft

Component Type

Size Critical Element

P lb

øPallow

lb %

Capacity Pass Fail

T1 200 - 180 Leg ROHN 2.5 STD 2 -18748.70 63560.30 29.5 Pass T2 180 - 160 Leg ROHN 3 STD 41 -43565.70 82507.90 52.8 Pass T3 160 - 140 Leg ROHN 3.5 EH 68 -80934.60 125726.00 64.4 Pass T4 140 - 120 Leg ROHN 4 EH 89 -127624.00 159905.00 79.8 Pass T5 120 - 100 Leg ROHN 5 EH 111 -177474.00 239386.00 74.1 Pass T6 100 - 80 Leg ROHN 6 EH 132 -221598.00 303748.00 73.0 Pass T7 80 - 60 Leg ROHN 6 EH 147 -266874.00 356808.00 74.8 Pass T8 60 - 40 Leg ROHN 8 EHS 168 -313043.00 386397.00 81.0 Pass T9 40 - 20 Leg ROHN 8 EHS 183 -358113.00 423410.00 84.6 Pass T10 20 - 0 Leg ROHN 8 EH 204 -403312.00 505555.00 79.8 Pass T1 200 - 180 Diagonal L1 3/4x1 3/4x1/4 12 -3281.99 11130.90 29.5

41.5 (b) Pass

T2 180 - 160 Diagonal L2x2x3/16 45 -3198.15 7638.71 41.9 46.6 (b)

Pass

T3 160 - 140 Diagonal L2 1/2x2 1/2x1/4 74 -7154.15 12277.50 58.3 59.2 (b)

Pass

T4 140 - 120 Diagonal L3x3x1/4 96 -9696.79 16502.50 58.8 67.5 (b)

Pass

T5 120 - 100 Diagonal L3x3x5/16 114 -10395.70 15993.50 65.0 Pass T6 100 - 80 Diagonal L3 1/2x3 1/2x5/16 135 -12011.40 17592.90 68.3 Pass T7 80 - 60 Diagonal L4x4x5/16 149 -12462.60 21967.50 56.7

69.7 (b) Pass

T8 60 - 40 Diagonal L4x4x5/16 170 -13661.70 18954.90 72.1 76.4 (b)

Pass

T9 40 - 20 Diagonal L4x4x3/8 187 -15410.60 19165.90 80.4 Pass T10 20 - 0 Diagonal L4x4x1/2 208 -15418.10 21359.00 72.2 Pass T7 80 - 60 Secondary Horizontal L4x4x5/16 156 -4629.03 23249.80 19.9 Pass T9 40 - 20 Secondary Horizontal L4x4x3/8 191 -6210.43 20665.20 30.1 Pass T1 200 - 180 Top Girt L1 3/4x1 3/4x3/16 6 -428.34 3022.47 14.2 Pass T1 200 - 180 Bottom Girt L1 3/4x1 3/4x3/16 9 -42.20 4110.71 1.0 Pass

Summary Leg (T9) 84.6 Pass Diagonal 80.4 Pass



Page

34 of 34


301

Project

13456.027.016 Date

17:18:29 08/13/20



Designed by

Brittany Morales

Section No.

Elevation ft

Component Type

Size Critical Element

P lb

øPallow

lb %

Capacity Pass Fail

(T9) Secondary

Horizontal (T9)

30.1 Pass

Top Girt (T1)

14.2 Pass

Bottom Girt (T1)

1.0 Pass

Bolt Checks 76.4 Pass RATING = 84.6 Pass

Program Version 8.0.7.4 - 5/11/2020 File:M:/13456 Crafton (COJ sites)/027 Northside Dr. (F.S. 7 - Site 4)/2020.08 Analysis/tnxTower/Northside Dr. (T-Mobile).eri

General FootingLicensee : Neel-SchafferLic. # : KW-06008991

Description : Pad Design - Down

Northside Drive (T-Mobile)(Firestation #7 site 4)

Code ReferencesCalculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10Load Combinations Used : IBC 2012General InformationMaterial Properties Soil Design Values

9.0

Analysis Settings

250.0ksiNo

ksfAllowable Soil Bearing ==

3.060.0

3,122.0145.0 = 0.30

Flexure = 0.90Shear =

Values

0.00180

14.50

Soil Passive Resistance (for Sliding)

1.0=

Increases based on footing plan dimension

Add Pedestal Wt for Soil Pressure Yes:Use Pedestal wt for stability, mom & shear Yes:

Allowable pressure increase per foot of depth= ksf

when max. length or width is greater than= ft

:

=

Add Ftg Wt for Soil Pressure YesYes:Use ftg wt for stability, moments & shears

when footing base is below ft

pcf

Increase Bearing By Footing Weight= pcf

Min. Overturning Safety Factor=

: 1

Increases based on footing Depth0.750=

Soil/Concrete Friction Coeff.Ec : Concrete Elastic Modulus

=

=Footing base depth below soil surface ft

=Allow press. increase per foot of depth ksf

=

: 11.0Min. Sliding Safety Factor =

=

Concrete Density

=

Min Allow % Temp Reinf.

ksif'c : Concrete 28 day strengthfy : Rebar Yield ksi

Min Steel % Bending Reinf.

#

DimensionsWidth parallel to X-X Axis 16.50 ftLength parallel to Z-Z Axis

=16.50 ft

=Pedestal dimensions...

px : parallel to X-X Axis 48.0 inpz : parallel to Z-Z Axis 48.0 inHeight =

=150.0 in

Footing Thickness=

30.0 in=

Rebar Centerline to Edge of Concrete...= inat Bottom of footing 3.0

Reinforcing

#

Bars parallel to X-X Axis

Reinforcing Bar Size=

7Number of Bars

=18.0

Bars parallel to Z-Z Axis

Reinforcing Bar Size = 7Number of Bars = 18.0

Bandwidth Distribution Check (ACI 15.4.4.2)Direction Requiring Closer Separation

n/a# Bars required within zone n/a# Bars required on each side of zone n/a

Applied Loads

25.810 388.50D Lr

ksf

L SP : Column LoadOB : Overburden =

kW E

M-zzV-x

== k47.50

V-z k47.50

M-xx =k-ft=k-ft

H=


Description : Pad Design - Down


PASS 8.533 Sliding - X-X 47.50 k 405.328 k +D+WPASS 8.533 Sliding - Z-Z 47.50 k 405.328 k +D+W

DESIGN SUMMARY Design OKGoverning Load CombinationMin. Ratio Item Applied Capacity

PASS 0.4702 Soil Bearing 4.232 ksf 9.0 ksf +D+W about Z-Z axisPASS 10.370 Overturning - X-X 712.50 k-ft 7,388.91 k-ft +D+WPASS 10.370 Overturning - Z-Z 712.50 k-ft 7,388.91 k-ft +D+W

PASS n/a Uplift 0.0 k 0.0 k No UpliftPASS 0.5682 Z Flexure (+X) 44.111 k-ft/ft 77.637 k-ft/ft +D+WPASS 0.2103 Z Flexure (-X) 16.327 k-ft/ft 77.637 k-ft/ft +D+WPASS 0.5682 X Flexure (+Z) 44.111 k-ft/ft 77.637 k-ft/ft +D+WPASS 0.2103 X Flexure (-Z) 16.327 k-ft/ft 77.637 k-ft/ft +D+WPASS 0.3378 1-way Shear (+X) 27.750 psi 82.158 psi +D+WPASS 0.1226 1-way Shear (-X) 10.071 psi 82.158 psi +D+WPASS 0.3378 1-way Shear (+Z) 27.750 psi 82.158 psi +D+WPASS 0.1226 1-way Shear (-Z) 10.071 psi 82.158 psi +D+WPASS 0.2708 2-way Punching 44.494 psi 164.317 psi +D+W

Detailed Results

Rotation Axis & ZeccXecc Actual Soil Bearing Stress @ Location Actual / AllowSoil Bearing

(in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination...X-X, +D+W 9.0 n/a2.348 4.232 n/a 0.4709.546n/aZ-Z, +D+W 9.0 2.348n/a n/a 4.232 0.470n/a9.546

Rotation Axis &Overturning Stability

Load Combination... StatusOverturning Moment Resisting Moment Stability RatioX-X, +D+W 712.50 k-ft 7,388.91 k-ft 10.370 OKZ-Z, +D+W 712.50 k-ft 7,388.91 k-ft 10.370 OK

Force Application AxisSliding Stability All units k

Load Combination... StatusSliding Force Resisting Force Stability RatioX-X, +D+W 47.50 k 405.328 k 8.533 OKZ-Z, +D+W 47.50 k 405.328 k 8.533 OK

Flexure Axis & Load Combination in^2 in^2 in^2 k-ftAs Req'd

Footing FlexureTension

k-ftActual As StatusMu Side

SurfaceGvrn. As Phi*Mn

X-X, +D+W 44.111 +Z Bottom 0.6480 Min Temp % 0.6545 77.637 OKX-X, +D+W 16.327 -Z Bottom 0.6480 Min Temp % 0.6545 77.637 OKZ-Z, +D+W 16.327 -X Bottom 0.6480 Min Temp % 0.6545 77.637 OKZ-Z, +D+W 44.111 +X Bottom 0.6480 Min Temp % 0.6545 77.637 OKOne Way Shear

Vu @ +XLoad Combination... Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status+D+W 10.07 27.75 10.07 27.75 27.75 82.16 0.34psipsipsipsipsipsi OK

Vu / Phi*VnTwo-Way "Punching" Shear All units k

StatusVu Phi*VnLoad Combination...+D+W 44.49 164.32 0.2708 OKpsipsi


Description : Pad Design - Uplift


Code ReferencesCalculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10Load Combinations Used : IBC 2012General InformationMaterial Properties Soil Design Values

9.0

Analysis Settings

250.0ksiNo

ksfAllowable Soil Bearing ==

3.060.0

3,122.0145.0 = 0.30

Flexure = 0.90Shear =

Values

0.00180

14.50

Soil Passive Resistance (for Sliding)

1.0=

Increases based on footing plan dimension

Add Pedestal Wt for Soil Pressure Yes:Use Pedestal wt for stability, mom & shear Yes:

Allowable pressure increase per foot of depth= ksf

when max. length or width is greater than= ft

:

=

Add Ftg Wt for Soil Pressure YesYes:Use ftg wt for stability, moments & shears

when footing base is below ft

pcf

Increase Bearing By Footing Weight= pcf

Min. Overturning Safety Factor=

: 1

Increases based on footing Depth0.750=

Soil/Concrete Friction Coeff.Ec : Concrete Elastic Modulus

=

=Footing base depth below soil surface ft

=Allow press. increase per foot of depth ksf

=

: 11.0Min. Sliding Safety Factor =

=

Concrete Density

=

Min Allow % Temp Reinf.

ksif'c : Concrete 28 day strengthfy : Rebar Yield ksi

Min Steel % Bending Reinf.

#

DimensionsWidth parallel to X-X Axis 16.50 ftLength parallel to Z-Z Axis

=16.50 ft

=Pedestal dimensions...

px : parallel to X-X Axis 48.0 inpz : parallel to Z-Z Axis 48.0 inHeight =

=150.0 in

Footing Thickness=

30.0 in=

Rebar Centerline to Edge of Concrete...= inat Bottom of footing 3.0

Reinforcing

#

Bars parallel to X-X Axis

Reinforcing Bar Size=

7Number of Bars

=18.0

Bars parallel to Z-Z Axis

Reinforcing Bar Size = 7Number of Bars = 18.0

Bandwidth Distribution Check (ACI 15.4.4.2)Direction Requiring Closer Separation

n/a# Bars required within zone n/a# Bars required on each side of zone n/a

Applied Loads

19.40 -371.30D Lr

ksf

L SP : Column LoadOB : Overburden =

kW E

M-zzV-x

== k41.20

V-z k41.20

M-xx =k-ft=k-ft

H=


Description : Pad Design - Uplift


PASS 4.259 Sliding - X-X 41.20 k 175.465 k +D+WPASS 4.259 Sliding - Z-Z 41.20 k 175.465 k +D+W

DESIGN SUMMARY Design OKGoverning Load CombinationMin. Ratio Item Applied Capacity

PASS 0.1659 Soil Bearing 1.493 ksf 9.0 ksf +D+W about Z-Z axisPASS 1.122 Overturning - X-X 3,681.23 k-ft 4,130.90 k-ft +D+WPASS 1.122 Overturning - Z-Z 3,681.23 k-ft 4,130.90 k-ft +D+W

PASS 1.349 Uplift -371.30 k 500.72 k +D+WPASS 0.1355 Z Flexure (+X) 10.517 k-ft/ft 77.637 k-ft/ft +D+WPASS 0.4384 Z Flexure (-X) 34.033 k-ft/ft 77.637 k-ft/ft +D+WPASS 0.1355 X Flexure (+Z) 10.517 k-ft/ft 77.637 k-ft/ft +D+WPASS 0.4384 X Flexure (-Z) 34.033 k-ft/ft 77.637 k-ft/ft +D+WPASS 0.07788 1-way Shear (+X) 6.398 psi 82.158 psi +D+WPASS 0.2592 1-way Shear (-X) 21.297 psi 82.158 psi +D+WPASS 0.07788 1-way Shear (+Z) 6.398 psi 82.158 psi +D+WPASS 0.2592 1-way Shear (-Z) 21.297 psi 82.158 psi +D+WPASS 0.2173 2-way Punching 35.708 psi 164.317 psi +D+W

Detailed Results

Rotation Axis & ZeccXecc Actual Soil Bearing Stress @ Location Actual / AllowSoil Bearing

(in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination...X-X, +D+W 9.0 n/a0.0 1.493 n/a 0.16657.304n/aZ-Z, +D+W 9.0 0.0n/a n/a 1.493 0.166n/a57.304

Rotation Axis &Overturning Stability

Load Combination... StatusOverturning Moment Resisting Moment Stability RatioX-X, +D+W 3,681.23 k-ft 4,130.90 k-ft 1.122 OKZ-Z, +D+W 3,681.23 k-ft 4,130.90 k-ft 1.122 OK

Force Application AxisSliding Stability All units k

Load Combination... StatusSliding Force Resisting Force Stability RatioX-X, +D+W 41.20 k 175.465 k 4.259 OKZ-Z, +D+W 41.20 k 175.465 k 4.259 OK

Flexure Axis & Load Combination in^2 in^2 in^2 k-ftAs Req'd

Footing FlexureTension

k-ftActual As StatusMu Side

SurfaceGvrn. As Phi*Mn

X-X, +D+W 10.517 +Z Top 0.6480 Min Temp % 0.6545 77.637 OKX-X, +D+W 34.033 -Z Top 0.6480 Min Temp % 0.6545 77.637 OKZ-Z, +D+W 34.033 -X Top 0.6480 Min Temp % 0.6545 77.637 OKZ-Z, +D+W 10.517 +X Top 0.6480 Min Temp % 0.6545 77.637 OKOne Way Shear

Vu @ +XLoad Combination... Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status+D+W 21.30 6.40 21.30 6.40 21.30 82.16 0.26psipsipsipsipsipsi OK

Vu / Phi*VnTwo-Way "Punching" Shear All units k

StatusVu Phi*VnLoad Combination...+D+W 35.71 164.32 0.2173 OKpsipsi

Concrete ColumnLicensee : Neel-SchafferLic. # : KW-06008991

Description : Pier


.Code ReferencesCalculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10Load Combinations Used : IBC 2012

ASTM A615 Bars Used

3.0 ksi

fy - Main Rebar 60.0 ksi

Density = 145.0 pcf

E - Main Rebar 29,000.0

=

ksi

0.850

ksi

Min. Reinf. 0.960 %=Max. Reinf. 8.0 %

12.50

Allow. Reinforcing Limits

3,122.0E =Overall Column Height ft=

General Information=

=

f'c : Concrete 28 day strengthEnd Fixity Top Free, Bottom Fixed=

==

Y-Y (depth) axis :

X-X (width) axis :

Fully braced against buckling about Y-Y Axis

Fully braced against buckling about X-X Axis

Brace condition for deflection (buckling) along columns :

..

48.0in Diameter, Column Edge to RebarEdge Cover = 4.0in

Column Reinforcing :

Column Dimensions :

14.0 - #10 bars

Column Cross Section

.Applied Loads Entered loads are factored per load combinations specified by user.

Column self weight not internally calculatedAXIAL LOADS . . .

Axial Load at 12.50 ft above base, D = 21.510, W = 242.840 kBENDING LOADS . . .

Max Wind: Lat. Point Load at 12.50 ft creating Mx-x, W = 35.354 k.DESIGN SUMMARY

Maximum Stress Ratio =Location of max.above base 12.416 ft

Pu = 414.356 k * Pn = 1,143.52 k

Mu-x = -707.08 k-ft

Load Combination +1.20D+1.60W

0.0 k-ft

General Section Information . . .

: 10.360Ratio = (Pu^2+Mu^2)^.5 / (PhiPn^2+PhiMn^2)^.5

* Mn-x = 1,960.93 k-ft* Mn-y =Mu-y = 0.0 k-ft

Maximum SERVICE Load Reactions . .Top along Y-Y 0.0 k Bottom along Y-Y 0.0 kTop along X-X 0.0 k Bottom along X-X 0.0 k

Maximum SERVICE Load Deflections . . .Along Y-Y 0.0 in at 0.0 ft above base

for load combination :Along X-X 0.0 in at 0.0 ft

Column Capacities . . .

above base180.0 degMu Angle =for load combination :k-ft

Pn & Mn values located at Pu-Mu vector intersection with capacity curveMu at Angle =

0.850

k-ft1,964.0Mn at Angle =707.08

0.9826 % Rebar % Ok0.650

1,809.56 in^217.780 in^2

k5,635.83

Pn, max : Usable Compressive Axial Capacity

Pnmax : Nominal Max. Compressive Axial Capacityk

: % Reinforcing=

Pnmin : Nominal Min. Tension Axial Capacity2,930.63 k

Pn, min : Usable Tension Axial Capacity kConcrete Area

0.80

Reinforcing Area

==

.Governing Load Combination Results

Load CombinationDist. from Axial Load

kk-ftMomentGoverning Factored Bending Analysis

Utilizationbase ftY-Y Pu * Pn x * Mux MuAlpha (deg)x yX-X Mn Ratioy * Muy

+1.20D+1.60W 414.3612.42 1,143.51 -707.08 1,964.00 0.360180.000Actual 707.081.000


Description : Pier


.k k-ft

Note: Only non-zero reactions are listed.

Load CombinationX-X Axis Reaction Y-Y Axis Reaction Axial Reaction

@ Base @ Top @ Base@ Base @ Top

Maximum Reactions

@ Base @ Base@ Top @ TopMy - End Moments Mx - End Moments

Note: Only non-zero reactions are listed.

Load CombinationMoment About X-X Axis Moment About Y-Y Axis

@ Base @ Top@ Base @ Top

Maximum Moment Reactions

.Maximum Deflections for Load CombinationsMax. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance

.Sketches

.Interaction Diagrams


Description : Pier


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