DCFT 222003 - Attachment 1.pdf

TSTower - v 6.0.3 Tower Analysis Program Licensed to: ROHN Products LLC

(c) 1997-2021 TowerSoft www.TSTower.com Peoria, IL

File: W:\Jobs\2021\238715\ENGINEERING\238715.out

Contract: 238715 Revision: 0

Project: 60 FT SSV TOWER Site: ABRAHAM LINCOLN CAPITAL AIRPORT-

Date and Time: 10/21/2021 3:17:43 PM Engineer: SWG

Section A: PROJECT DATA

Project Title: 60 FT SSV TOWER

Customer Name: DFAS - DEAMS F87700

Site: ABRAHAM LINCOLN CAPITAL AIRPORT- IL

Contract No.: 238715

Revision: 0

Engineer: SWG

Date: Oct 21 2021

Time: 03:17:25 PM

Design Standard: ANSI/TIA-222-G-2005 Addendum 2

GENERAL DESIGN CONDITIONS

Start wind direction: 0.00 (Deg)

End wind direction: 330.00 (Deg)

Increment wind direction: 30.00 (Deg)

Elevation above ground: 0.00 (ft)

Gust Response Factor Gh: 0.85

Structure class: III

Exposure category: C

Topographic category: 1

Material Density: 490.1(lbs/ft^3)

Young's Modulus: 29000.0(ksi)

Poisson Ratio: 0.30

Weight Multiplier: 1.25

Minimum Bracing Resistance as per 4.4.1

WIND ONLY CONDITIONS:

Ultimate Design Wind Speed (No Ice): 114.00(mph)

Nominal Design Wind Speed (No Ice): 88.30(mph)

Directionality Factor Kd: 0.85

Importance Factor I: 1.00

Wind Load Factor: 1.60

Dead Load Factor: 1.20

Dead Load Factor for Uplift: 0.90

WIND AND ICE CONDITIONS:

Basic Wind Speed (With Ice): 40.00(mph)

Directionality Factor Kd: 0.85

Wind Load Importance Factor Iw: 1.00

Ice Thickness Importance Factor Ii: 1.25

Ice Thickness: 1.00 (in)

Ice Density: 56.19(lbs/ft^3)

Wind Load Factor: 1.00

Dead Load Factor: 1.20

Ice Load Factor: 1.00

WIND ONLY SERVICEABILITY CONDITIONS:

Serviceability Wind Speed: 60.00(mph)

Directionality Factor Kd: 0.85

Importance Factor I: 1.00

Wind Load Factor: 1.00

Dead Load Factor: 1.00

EARTHQUAKE CONDITIONS:

Site class definition: D

Spectral response acceleration Ss: 0.187

Spectral response acceleration S1: 0.099

Accelaration-based site coefficient Fa: 1.600

Velocity-based site coefficient Fv: 2.400

Design spectral response acceleration Sds: 0.199

Page A 1

ENGINEERING

CHECKED BY: SY

10/21/2021

TSTower - v 6.0.3 Tower Analysis Program Licensed to: ROHN Products LLC

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Contract: 238715 Revision: 0

Project: 60 FT SSV TOWER Site: ABRAHAM LINCOLN CAPITAL AIRPORT-

Design spectral response acceleration Sd1: 0.158

Seismic analysis method: 1

Fundamental frequency of structure f1: 1.740

Total seismic shear Vs (Kips) : 0.42

Analysis performed using: TowerSoft Finite Element Analysis Program

Page A 2

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Project: 60 FT SSV TOWER Site: ABRAHAM LINCOLN CAPITAL AIRPORT-

Section B: STRUCTURE GEOMETRY

TOWER GEOMETRY

Cross-Section Height Tot Height # of Section Bot Width Top Width

(ft) (ft) (in) (in)

Triangular 60.00 100.00 3 78.74 30.00

SECTION GEOMETRY

Sec Sec. Name Elevation Widths Masses Brcg.

Bottom Top Bottom Top Legs Brcg. Sec.Brc Int.Brc Sect. Database Clear.

# (ft) (ft) (in) (in) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (in)

3 R-VGST 40.00 60.00 30 30 276 233 0 0 509 0 0.787

2 R-6N 20.00 40.00 54 30 276 262 0 0 538 522 0.787

1 R-7N 0.00 20.00 79 54 276 314 0 0 590 591 0.787

Total Mass: 828 809 0 0 1637 1113

PANEL GEOMETRY

Sec# Pnl# Type SecBrcg Mid. Horiz Horiz Height Bottom Top Plan Hip Gusset Gusset

Continuous Width Width Bracing Bracing Plate Plate

Area Weight

(ft) (in) (in) (ft^2) (lbs)

3 5 X (None) Yes 4.0 30.0 30.0 (None) (None) 0.300 0.00

3 4 X (None) None 4.0 30.0 30.0 (None) (None) 0.000 0.00

3 3 X (None) None 4.0 30.0 30.0 (None) (None) 0.000 0.00

3 2 X (None) None 4.0 30.0 30.0 (None) (None) 0.000 0.00

3 1 X (None) None 4.0 30.0 30.0 (None) (None) 0.000 0.00

2 5 X (None) Yes 4.0 34.9 30.0 (None) (None) 0.300 0.00

2 4 X (None) None 4.0 39.7 34.9 (None) (None) 0.604 0.00

2 3 X (None) None 4.0 44.6 39.7 (None) (None) 0.604 0.00

2 2 X (None) None 4.0 49.4 44.6 (None) (None) 0.604 0.00

2 1 X (None) None 4.0 54.3 49.4 (None) (None) 0.604 0.00

1 5 X (None) None 4.0 59.1 54.3 (None) (None) 0.604 0.00

1 4 X (None) None 4.0 64.0 59.1 (None) (None) 0.604 0.00

1 3 X (None) None 4.0 68.9 64.0 (None) (None) 0.604 0.00

1 2 X (None) None 4.0 73.8 68.9 (None) (None) 0.604 0.00

1 1 X (None) None 4.0 78.7 73.8 (None) (None) 0.604 0.00

MEMBER PROPERTIES

Sec/ Type Description Steel Conn. Bolt Bolt End Edge Gusset Gusset Bolt Dble

Member

Pnl Grade Type #-Size Grade Dist. Dist. Thick. Grade Space

Spacing

Mem.

Stitch

Bolt

(in) (in) (in) (in) (in) (in)

(ft)

3/5 Leg PIPE 2.375x0.154 A572 gr.50Tension 4-0.625 A325X

3/5 Diag L1 1/2x1 1/2x1/8 A36 Bolted 1-0.500 A325N 0.750 0.690 0.188 A529 gr.50

1.500

3/5 Horiz L1 1/2x1 1/2x3/16 A529 gr.50Bolted 1-0.500 A325X 0.750 0.750 0.250 A529 gr.50

1.500

3/4 Leg PIPE 2.375x0.154 A572 gr.50Tension 4-0.625 A325X

3/4 Diag L1 1/2x1 1/2x1/8 A36 Bolted 1-0.500 A325N 0.750 0.690 0.188 A529 gr.50

1.500

3/3 Leg PIPE 2.375x0.154 A572 gr.50Tension 4-0.625 A325X

3/3 Diag L1 1/2x1 1/2x1/8 A36 Bolted 1-0.500 A325N 0.750 0.690 0.188 A529 gr.50

1.500

3/2 Leg PIPE 2.375x0.154 A572 gr.50Tension 4-0.625 A325X

3/2 Diag L1 1/2x1 1/2x1/8 A36 Bolted 1-0.500 A325N 0.750 0.690 0.188 A529 gr.50

1.500

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Project: 60 FT SSV TOWER Site: ABRAHAM LINCOLN CAPITAL AIRPORT-

3/1 Leg PIPE 2.375x0.154 A572 gr.50Tension 4-0.625 A325X

3/1 Diag L1 1/2x1 1/2x1/8 A36 Bolted 1-0.500 A325N 0.750 0.690 0.188 A529 gr.50

Page B 1 2/5 Leg PIPE 2.375x0.154 A572 gr.50Tension 4-0.625 A325X

2/5 Diag L1 1/2x1 1/2x1/8 A36 Bolted 1-0.500 A325N 0.750 0.690 0.188 A529 gr.50

1.500

2/5 Horiz L1 1/2x1 1/2x3/16 A529 gr.50Bolted 1-0.500 A325X 0.750 0.750 0.250 A529 gr.50

1.500

2/4 Leg PIPE 2.375x0.154 A572 gr.50Tension 4-0.625 A325X

2/4 Diag L1 1/2x1 1/2x1/8 A36 Bolted 1-0.500 A325N 0.750 0.690 0.188 A529 gr.50

1.500

2/3 Leg PIPE 2.375x0.154 A572 gr.50Tension 4-0.625 A325X

2/3 Diag L1 1/2x1 1/2x1/8 A36 Bolted 1-0.500 A325N 0.750 0.690 0.188 A529 gr.50

1.500

2/2 Leg PIPE 2.375x0.154 A572 gr.50Tension 4-0.625 A325X

2/2 Diag L1 1/2x1 1/2x1/8 A36 Bolted 1-0.500 A325N 0.750 0.690 0.188 A529 gr.50

1.500

2/1 Leg PIPE 2.375x0.154 A572 gr.50Tension 4-0.625 A325X

2/1 Diag L1 1/2x1 1/2x1/8 A36 Bolted 1-0.500 A325N 0.750 0.690 0.188 A529 gr.50

1/5 Leg PIPE 2.375x0.154 A572 gr.50Tension 4-0.625 A325X

1/5 Diag L1 1/2x1 1/2x1/8 A36 Bolted 1-0.500 A325N 0.750 0.690 0.188 A529 gr.50

1.500

1/4 Leg PIPE 2.375x0.154 A572 gr.50Tension 4-0.625 A325X

1/4 Diag L1 1/2x1 1/2x1/8 A36 Bolted 1-0.500 A325N 0.750 0.690 0.188 A529 gr.50

1.500

1/3 Leg PIPE 2.375x0.154 A572 gr.50Tension 4-0.625 A325X

1/3 Diag L1 1/2x1 1/2x1/8 A36 Bolted 1-0.500 A325N 0.750 0.690 0.188 A529 gr.50

1.500

1/2 Leg PIPE 2.375x0.154 A572 gr.50Tension 4-0.625 A325X

1/2 Diag L1 1/2x1 1/2x1/8 A36 Bolted 1-0.500 A325N 0.750 0.690 0.188 A529 gr.50

1.500

1/1 Leg PIPE 2.375x0.154 A572 gr.50Tension 4-0.625 A325X

1/1 Diag L1 1/2x1 1/2x1/8 A36 Bolted 1-0.500 A325N 0.750 0.690 0.188 A529 gr.50

TSTower - v 6.0.3 Tower Analysis Program Licensed to: ROHN Products LLC

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Project: 60 FT SSV TOWER Site: ABRAHAM LINCOLN CAPITAL AIRPORT-

Section D: TRANSMISSION LINE DATA

Transmission Lines Position

No. Bot El Top El Desc. Radius Az. Orient. No. No. of Vert. Antenna User Ka

(ft) (ft) (ft) Rows

1 0.00 60.00 3/8 CABLE 4.00 0.00 0.00 1 1 Yes

2 0.00 60.00 3/8 CABLE 4.00 120.00 120.00 1 1 Yes

3 0.00 60.00 3/8 CABLE 4.00 240.00 240.00 1 1 Yes

4 0.00 60.00 RC0.75-Cnd 3.30 60.00 5.00 1 1 No

5 0.00 60.00 TX Ladder 2.19 60.00 30.00 1 1 No

6 0.00 60.00 LDF4P-50A 2.19 60.00 30.00 3 1 No

Transmission Lines Details

No. Desc. Width Depth Unit Mass Line Spacing Row Spacing

(in) (in) (lb/ft) (in) (in)

1 3/8 CABLE 0.38 0.38 1.00 2.750 2.750

2 3/8 CABLE 0.38 0.38 1.00 2.750 2.750

3 3/8 CABLE 0.38 0.38 1.00 2.750 2.750

4 RC0.75-Cnd 1.05 1.05 1.09 2.750 2.750

5 TX Ladder 4.70 1.50 4.00 2.750 2.750

6 LDF4P-50A 0.63 0.63 0.15 2.250 2.750

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Section F: POINT LOAD DATA

Structure Azimuth from North:0.00

POINT LOADS

No. Description Elev. Radius Azim. Orient. Vertical Tx Line Comments

Offset

(ft) (ft) (Deg) (Deg) (ft)

1 BEACON & LR 60.00 1.00 0.0 0.0 0.00

2 (3) D2213 3FTSA 60.00 1.65 0.0 0.0 0.00

3 REST PLATFORM 57.00 2.00 0.0 0.0 0.00

4 REST PLATFORM 57.00 2.00 120.0 120.0 0.00

5 REST PLATFORM 57.00 2.00 240.0 240.0 0.00

POINT LOADS WIND AREAS AND WEIGHTS

No. Description Frontal Lateral Frontal Lateral Weight Weight Gh

Bare Area Bare Area Iced Area Iced Area Bare Iced

(ft^2) (ft^2) (ft^2) (ft^2) (Kips) (Kips)

1 BEACON & LR 5.00 5.00 10.00 10.00 0.25 0.50 0.85

2 (3) D2213 3FTSA 13.50 13.50 37.00 37.00 0.35 1.30 0.85

3 REST PLATFORM 5.00 5.00 10.00 10.00 0.10 0.20 0.85

4 REST PLATFORM 5.00 5.00 10.00 10.00 0.10 0.20 0.85

5 REST PLATFORM 5.00 5.00 10.00 10.00 0.10 0.20 0.85

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Project: 60 FT SSV TOWER Site: ABRAHAM LINCOLN CAPITAL AIRPORT-

Section H: STRUCTURE DISPLACEMENT DATA Load Combination Wind Only - Serviceability

Wind Direction Maximum displacements

Node Elev. N-S Disp W-E Disp Vert.Disp N-S Rot W-E Rot Twist

(ft) (in) (in) (in) (Deg) (Deg) (Deg)

48 60.0 1.4 1.4 0.0 0.20 0.19 0.05

45 56.0 1.3 1.2 0.0 0.20 0.19 0.05

42 52.0 1.1 1.0 0.0 0.19 0.18 0.04

39 48.0 0.9 0.9 0.0 0.19 0.18 0.03

36 44.0 0.8 0.7 0.0 0.17 0.16 0.02

33 40.0 0.6 0.6 0.0 0.15 0.14 0.02

30 36.0 0.5 0.5 0.0 0.13 0.12 0.01

27 32.0 0.4 0.4 0.0 0.12 0.11 -0.01

24 28.0 0.3 0.3 0.0 0.09 0.09 0.01

21 24.0 0.2 0.2 0.0 0.08 0.08 -0.01

18 20.0 0.2 0.1 0.0 0.06 0.06 0.01

15 16.0 0.1 0.1 0.0 0.05 0.05 0.00

12 12.0 0.1 0.1 0.0 0.03 0.03 0.01

9 8.0 0.0 0.0 0.0 0.02 0.02 0.00

6 4.0 0.0 0.0 0.0 0.01 0.01 0.00

3 0.0 0.0 0.0 0.0 0.00 0.00 0.00

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Project: 60 FT SSV TOWER Site: ABRAHAM LINCOLN CAPITAL AIRPORT-

Section L: STRENGTH ASSESSMENT SORTED DATA Load Combination Max Envelope

Wind Direction Maximum

Sec Pnl Elev. MType Desc. Len kl/r Gov. Gov. Max Max Asses.

comp. tens. Compr. Tens. Ratio cap. cap.

(ft) (ft) (Kips) (Kips) (Kips) (Kips)

3 5 56.00 Leg PIPE 2.375x0.154 4.00 61.0 37.1 48.7 2.5 0.4 0.07

3 4 52.00 Leg PIPE 2.375x0.154 4.00 61.0 37.1 48.7 3.9 2.2 0.10

3 3 48.00 Leg PIPE 2.375x0.154 4.00 61.0 37.1 48.7 5.5 4.4 0.15

3 2 44.00 Leg PIPE 2.375x0.154 4.00 61.0 37.1 48.7 8.4 7.2 0.23

3 1 40.00 Leg PIPE 2.375x0.154 4.00 61.0 37.1 48.7 11.2 10.1 0.30

2 5 36.00 Leg PIPE 2.375x0.154 4.01 54.9 39.0 48.7 13.5 12.3 0.34

2 4 32.00 Leg PIPE 2.375x0.154 4.01 61.2 37.0 48.7 15.2 13.8 0.41

2 3 28.00 Leg PIPE 2.375x0.154 4.01 61.2 37.0 48.7 16.5 14.9 0.45

2 2 24.00 Leg PIPE 2.375x0.154 4.01 61.2 37.0 48.7 18.1 16.2 0.49

2 1 20.00 Leg PIPE 2.375x0.154 4.01 51.7 40.0 48.7 19.4 17.3 0.48

1 5 16.00 Leg PIPE 2.375x0.154 4.01 54.9 39.0 48.7 20.9 18.6 0.54

1 4 12.00 Leg PIPE 2.375x0.154 4.01 61.2 37.0 48.7 22.2 19.6 0.60

1 3 8.00 Leg PIPE 2.375x0.154 4.01 61.2 37.0 48.7 23.6 20.8 0.64

1 2 4.00 Leg PIPE 2.375x0.154 4.01 61.2 37.0 48.7 24.9 21.9 0.67

1 1 0.00 Leg PIPE 2.375x0.154 4.01 51.7 40.0 48.7 26.4 23.1 0.66

3 5 56.00 Diag L1 1/2x1 1/2x1/8 4.72 86.6 7.8 3.4 0.8 0.8 0.22

3 4 52.00 Diag L1 1/2x1 1/2x1/8 4.72 86.6 7.8 3.4 0.9 1.0 0.29

3 3 48.00 Diag L1 1/2x1 1/2x1/8 4.72 86.6 7.8 3.4 1.1 1.1 0.32

3 2 44.00 Diag L1 1/2x1 1/2x1/8 4.72 86.6 7.8 3.4 1.1 1.2 0.35

3 1 40.00 Diag L1 1/2x1 1/2x1/8 4.72 86.6 7.8 3.4 1.4 1.3 0.38

2 5 36.00 Diag L1 1/2x1 1/2x1/8 4.83 93.3 7.4 3.4 0.8 0.7 0.21

2 4 32.00 Diag L1 1/2x1 1/2x1/8 5.07 97.8 7.0 3.4 0.6 0.7 0.21

2 3 28.00 Diag L1 1/2x1 1/2x1/8 5.32 102.3 6.7 3.4 0.7 0.6 0.19

2 2 24.00 Diag L1 1/2x1 1/2x1/8 5.60 106.9 6.4 3.4 0.6 0.7 0.20

2 1 20.00 Diag L1 1/2x1 1/2x1/8 5.89 111.6 6.0 3.4 0.7 0.6 0.18

1 5 16.00 Diag L1 1/2x1 1/2x1/8 6.19 116.5 5.7 3.4 0.6 0.7 0.19

1 4 12.00 Diag L1 1/2x1 1/2x1/8 6.51 122.0 5.3 3.4 0.7 0.6 0.18

1 3 8.00 Diag L1 1/2x1 1/2x1/8 6.84 128.8 4.9 3.4 0.6 0.7 0.20

1 2 4.00 Diag L1 1/2x1 1/2x1/8 7.17 135.7 4.4 3.4 0.7 0.6 0.19

1 1 0.00 Diag L1 1/2x1 1/2x1/8 7.51 142.8 4.0 3.4 0.7 0.7 0.21

3 5 56.00 Horiz L1 1/2x1 1/2x3/16 2.50 102.3 9.7 6.3 0.0 0.0 0.01

2 5 36.00 Horiz L1 1/2x1 1/2x3/16 2.50 102.3 9.7 6.3 0.1 0.1 0.01

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Project: 60 FT SSV TOWER Site: ABRAHAM LINCOLN CAPITAL AIRPORT-

Section M: SECTION PROPERTIES DATA

Sec Pan Memb. Steel Conn. Bolts Bolt Bolt End Gusset kl/r Comp Tens Bolt Bear. Block

Type Grade Type Bolts Size Grade Dist. Thick. Cap. Cap. Cap. Cap. Shear

(in) (in) (in) (Kips) (Kips) (Kips) (Kips) (Kips)

3 5 Leg A572 gr.50 Tension 4 0.625 A325X 0.547 N/A 61.0 37.1 48.7 82.3T N/A N/A

3 5 Diag A36 Bolted 1 0.500 A325N 0.750 0.188 86.6 7.8 9.1 7.9S 4.1 3.4

3 5 Horiz A529 gr.50 Bolted 1 0.500 A325X 0.750 0.250 102.3 11.1 15.0 9.7S 7.0 6.3

3 4 Leg A572 gr.50 Tension 4 0.625 A325X 0.547 N/A 61.0 37.1 48.7 82.3T N/A N/A

3 4 Diag A36 Bolted 1 0.500 A325N 0.750 0.188 86.6 7.8 9.1 7.9S 4.1 3.4

3 3 Leg A572 gr.50 Tension 4 0.625 A325X 0.547 N/A 61.0 37.1 48.7 82.3T N/A N/A

3 3 Diag A36 Bolted 1 0.500 A325N 0.750 0.188 86.6 7.8 9.1 7.9S 4.1 3.4

3 2 Leg A572 gr.50 Tension 4 0.625 A325X 0.547 N/A 61.0 37.1 48.7 82.3T N/A N/A

3 2 Diag A36 Bolted 1 0.500 A325N 0.750 0.188 86.6 7.8 9.1 7.9S 4.1 3.4

3 1 Leg A572 gr.50 Tension 4 0.625 A325X 0.547 N/A 61.0 37.1 48.7 82.3T N/A N/A

3 1 Diag A36 Bolted 1 0.500 A325N 0.750 0.188 86.6 7.8 9.1 7.9S 4.1 3.4

2 5 Leg A572 gr.50 Tension 4 0.625 A325X 0.000 N/A 54.9 39.0 48.7 82.3T N/A N/A

2 5 Diag A36 Bolted 1 0.500 A325N 0.750 0.188 93.3 7.4 9.1 7.9S 4.1 3.4

2 5 Horiz A529 gr.50 Bolted 1 0.500 A325X 0.750 0.250 102.3 11.1 15.0 9.7S 7.0 6.3

2 4 Leg A572 gr.50 Tension 4 0.625 A325X 0.000 N/A 61.2 37.0 48.7 82.3T N/A N/A

2 4 Diag A36 Bolted 1 0.500 A325N 0.750 0.188 97.8 7.0 9.1 7.9S 4.1 3.4

2 3 Leg A572 gr.50 Tension 4 0.625 A325X 0.000 N/A 61.2 37.0 48.7 82.3T N/A N/A

2 3 Diag A36 Bolted 1 0.500 A325N 0.750 0.188 102.3 6.7 9.1 7.9S 4.1 3.4

2 2 Leg A572 gr.50 Tension 4 0.625 A325X 0.000 N/A 61.2 37.0 48.7 82.3T N/A N/A

2 2 Diag A36 Bolted 1 0.500 A325N 0.750 0.188 106.9 6.4 9.1 7.9S 4.1 3.4

2 1 Leg A572 gr.50 Tension 4 0.625 A325X 0.000 N/A 51.7 40.0 48.7 82.3T N/A N/A

2 1 Diag A36 Bolted 1 0.500 A325N 0.750 0.188 111.6 6.0 9.1 7.9S 4.1 3.4

1 5 Leg A572 gr.50 Tension 4 0.625 A325X 0.000 N/A 54.9 39.0 48.7 82.3T N/A N/A

1 5 Diag A36 Bolted 1 0.500 A325N 0.750 0.188 116.5 5.7 9.1 7.9S 4.1 3.4

1 4 Leg A572 gr.50 Tension 4 0.625 A325X 0.000 N/A 61.2 37.0 48.7 82.3T N/A N/A

1 4 Diag A36 Bolted 1 0.500 A325N 0.750 0.188 122.0 5.3 9.1 7.9S 4.1 3.4

1 3 Leg A572 gr.50 Tension 4 0.625 A325X 0.000 N/A 61.2 37.0 48.7 82.3T N/A N/A

1 3 Diag A36 Bolted 1 0.500 A325N 0.750 0.188 128.8 4.9 9.1 7.9S 4.1 3.4

1 2 Leg A572 gr.50 Tension 4 0.625 A325X 0.000 N/A 61.2 37.0 48.7 82.3T N/A N/A

1 2 Diag A36 Bolted 1 0.500 A325N 0.750 0.188 135.7 4.4 9.1 7.9S 4.1 3.4

1 1 Leg A572 gr.50 Tension 4 0.625 A325X 0.000 N/A 51.7 40.0 48.7 82.3T N/A N/A

1 1 Diag A36 Bolted 1 0.500 A325N 0.750 0.188 142.8 4.0 9.1 7.9S 4.1 3.4

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Project: 60 FT SSV TOWER Site: ABRAHAM LINCOLN CAPITAL AIRPORT-

Section N: LEG REACTION DATA

Force-Y Force-Y Shear-X Shear-Z Max Shear

Download Uplift

(Kips) (Kips) (Kips) (Kips) (Kips)

26.98 23.60 2.47

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Section O: TOWER FOUNDATION DATA

Axial Shear Shear Total Moment-X Moment-Y Moment-Z Total Moment

Load Load-X Load-Z Shear

(Kips) (Kips) (Kips) (Kips) (Kipsft) (Kipsft) (Kipsft) (Kipsft)

2.75 2.06 3.57 4.12 127.28 -0.79 -72.66 146.56

2.75 2.06 3.57 4.12 127.28 -0.79 -72.66 146.56

Page O 1

TSTower - v 6.0.3 Tower Analysis Program Licensed to: ROHN Products LLC

File: W:\Jobs\2021\238715\ENGINEERING\238715.out

Contract: 238715 Revision: 0

Project: 60 FT SSV TOWER Site: ABRAHAM LINCOLN CAPITAL AIRPORT-

Appendix 1

Drilled Pier Analysis Per ANSI/TIA/EIA-222-G 2006

File no : 238715 Customer: DFAS - DEAMS F8770 Date 02/22/22

By: SWG Description: 60 FT SSV Page 1

Chk: ____________ ___________ ABRAHAM LINCOLN CAPITAL AIRPORT, ILVer. 11/16/01

FACTORED REACTIONS / LEG Tower Type: SSV

COMPRESSION = 27.00 k 4 0.625 " dia A.B. per leg

UPLIFT = 23.60 k f'c= 4,500 psi

SHEAR = 2.50 k fy= 60,000 psi

SOIL PARAMETERS

A) Depth neglected for skin friction = Top 17.0 ft

B) Average ultimate skin shear for uplift:

17.0 ft to 27.0 ft depth = 400 psf, and 27.0 ft to 30.0 ft depth = 1200 psf.

C) Average ultimate skin shear for download:

17.0 ft to 27.0 ft depth = 400 psf, and 27.0 ft to 30.0 ft depth = 1200 psf.

D) Ultimate net end bearing at 30.0 ft = 20.00 ksf.

E) Groundwater table below foundation depth.

USE 2'- 6" DIAMETER AND 30'- 0" DEEP DRILLED PIER

WITH 0'- 6" CAP

Perimeter = 7.85 ft Area = 4.91 ft

Total Download = 27.00 + [1.2 x 0.15 - 0.75 x 0.120] x 30 x 4.91 =

= 40.5 k

Tension Capacity = 4.91 x (30.5 x 0.15 + 0.0 x 0.09) x 0.90 +

7.85 x (0.400 x 10.0 + 1.200 x 3.0) x 0.75 =

20.2 + 44.7 = 64.9 k

64.9 >= 23.60 OK

Comp. Capacity = 4.91 x 20.00 x 0.75 +

7.85 x (0.400 x 10.0 + 1.200 x 3.0) x 0.75 =

73.7 + 44.7 = 118.4 k

118.4 >= 40.5 OK

LATERAL - SEE ATTACHED CALCULATIONS USING WIGGINS METHOD

Max M = 50.80 ft-k Max V = 8.47 k

REINFORCEMENT - SEE ATTACHED SHAFT PROGRAM

USE 8 - # 8 BARS VERTICAL WITH *

# 4 TIES AT 6" IN TOP 7.0 FT AND AT

12 " IN REST OF PIER

{21.0 in Cage Diameter}

CONCRETE VOLUME =4.91 x 30.5 / 27 = 5.5 cu yds / pier

ENGINEERING

CHECKED BY: SY

02/22/2022

** WIGGINS METHOD **

** DETERMINE MAXIMUM LATERAL SOIL PRESSURE **

** AND MAXIMUM MOMENT IN THE SHAFT FOR **

** A DRILLED PIER FOUNDATION **

*********** Tue Feb 22 13:16:51 2022 **********

Ver. 2.3 NT

FILE NO.- QXX-1XXXX

ENGR.- JPG

DESCR.- M/A-Com 300' SSVMW @ Kickapoo, FORMULAS USED ______ --------

| | | R

6*P*(1+N) | | V

S1 = --------------- L = (MA/P)+R+E ==========| |=====================

D*L*(1-N)*(1-N) ^ | |//\\/ ^

| | |\\// | G

(N+3)*(N+3)*S1 | | | /\ V

S2 = ---------------- NL = (MA/P)+R+G | | | --------

8*(N+1)*(N+2) | | | ^

1-(N*N) | | | |

K = --------------- N = NL / L | | | | Y

2*(2+N) | | | |

E | | |

L*(1-K)-NL | | | V

Y = --------------- SP1 = S1 / E | | |<----------- S2

2 | | |

M = P*(NL+5/8*Y) SP2 = S2 / (Y+G) | | |

V = S1*D*K*L / 2. or | | |

P whichever is greater | ->| |<--- D

___V____ |____| -----------> S1

Diameter of Pier = D = 2.50 ft Equivalent Length of Pier = L = 30.50 ft

Projection Above Grade = R = .50 ft Length for NO Soil Resistance = NL = 17.50 ft

Embedment Depth = E = 30.00 ft Applied Moment at Top of Pier = MA = .00 ft-k

Depth of Soil Ignored = G = 17.00 ft Shear at Top of Pier = P = 2.50 kips

MAXIMUM LATERAL SOIL PRESSURES MAXIMUM VALUES IN SHAFT

K = .1303 S1 = 1.704 ksf SP1 = 57 psf/ft M = 50.80 ft-k

Y = 4.51 ft S2 = .672 ksf SP2 = 31 psf/ft V = 8.47 kips

• ****************************** QXX-1XXXX

** ** M/A-Com 300' SSVMW @ Kickapoo, ** COMPARISION DATA **

BROMS -----> SAND CLAY

PHI = 30.0 degrees C = 1.00 ksf

DENSITY = 100.00 pcf

E = 24.56 ft E = 21.18 ft

Max. M = 47.26 ft-k Max. M = 44.03 ft-k

Max. V = 24.09 kips Max. V = 22.26 kips

Ls = 6.875 ft

EIA REV. E NORMAL SOIL --------------------> E = 4.07 ft

EIA REV. F NORMAL SOIL --------------------> E = 4.62 ft

•&l8DNAME: JPG FILE NO. QXX-1XXX PAGE NO. 1

SHAFT REINFORCING PROGRAM VER. 91.7

DESIGNED BY: JPG

ENG. FILE NO.: QXX-1XXX

DATE: 02/22/22

CUSTOMER: M/A-Com

DESCRIPTION: 300' SSVMW @Kickapoo, IL

INPUT DATA

C = 27.00 Kips Vc = 8.47 Kips Mc = 50.80 Ft-K

T = 23.60 Kips Vt = 8.47 Kips Mt = 50.80 Ft-K

Fy = 60.00 Ksi Fyt = 60.00 Ksi L.F. = 1.00

H = 30.00 In. Ds = 21.00 In. F'c = 4.50 Ksi

U = 1.00 Irs = 1

*** SHAFT CROSS SECTION IS ROUND ***

SUMMARY OF ANALYSIS

Minimum area of steel req'd. = 3.53 sq.in. (Rhomin = 0.0050)

Maximum steel area limit = 56.55 sq.in. (Rhomax = 0.0800)

CIRCULAR TIE DATA

Vu <.85*Vc/2, shear reinforcement is not required.

Use maximum tie spacing specified in A.C.I. 318-83, Section 7.10.5 for compression reinforcement.

DEVELOPMENT LENGTH MODIFIERS FOR TENSION AND COMPRESSION BAR DEVELOPMENT

DLMT = MODIFIER FOR TENSION DEVELOPMENT = 1.000

DLMC = MODIFIER FOR COMPRESSION DEVELOPMENT = .313

REQUIRED Ld = MODIFIER * BASIC Ld * ACI 318 MODIFIERS (12 in. min.)

DLMT = MODIFIER FOR TENSION DEVELOPMENT = 1.000

DLMC = MODIFIER FOR COMPRESSION DEVELOPMENT = .339

REQUIRED Ld = MODIFIER * BASIC Ld * ACI 318 MODIFIERS (12 in. min.)