Atc1d_242260-DESPACK 7-5-23.pdf

Products for a Growing World of Technology®

1 Fairholm Avenue

Peoria, IL 61603 USA

Phone: (309)-566-3000

Fax: (309)-566-3079

DATE: JULY 05, 2023

PURCHASER: AMERICAN ENGINEERING CORPORATION

PROJECT: 170FT SSV SELF SUPPORT TOWER

AEC # 22Z002/LMR TOWER, YOKOTA

FILE NUMBER: 242260

I CERTIFY THAT THE ATTACHED DRAWINGS WERE PREPARED UNDER MY SUPERVISION

IN ACCORDANCE WITH THE DESIGN AND LOADING CRITERIA SPECIFIED BY THE PURCHASER.

Allen Schneider, P.E.

Senior Design Engineer

02/07/2023

TSTower - v 6.0.4 Tower Analysis Program Licensed to: ROHN Products LLC

(c) 1997-2022 TowerSoft www.TSTower.com Peoria, IL

File: \\rohnfs2\PeoEng\Jobs\2023\242260\ENGINEERING\242260.out

Contract: 242260 Revision: 0

Project: 170 FT SSV TOWER Site: AEC #22Z002/LMR TOWER- YAKOTA

Date and Time: 2/7/2023 9:36:46 AM Engineer: AS

Section A: PROJECT DATA

Project Title: 170 FT SSV TOWER

Customer Name: AMERICAN ENGINEERING CORPORATION

Site: AEC #22Z002/LMR TOWER- YAKOTA

Contract No.: 242260

Revision: 0

Engineer: AS

Date: Feb 7 2023

Time: 09:32:07 AM

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:

Basic Wind Speed (No Ice): 90.00(mph)

Directionality Factor Kd: 0.85

Importance Factor I: 1.15

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: 1.00

Ice Thickness: 0.75 (in)

Ice Density: 56.19(lbs/ft^3)

Wind Load Factor: 1.00

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

PATTERN LOADING (IF APPLICABLE) CONDITIONS:

Basic Wind Speed (No Ice): 90.00(mph)

Directionality Factor Kd: 0.85

Importance Factor I: 1.15

Wind Load Factor: 1.60

Dead Load Factor for Uplift: 0.90

Analysis performed using: TowerSoft Finite Element Analysis Program

Page A 1

TSTower - v 6.0.4 Tower Analysis Program Licensed to: ROHN Products LLC

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Contract: 242260 Revision: 0

Project: 170 FT SSV TOWER Site: AEC #22Z002/LMR TOWER- YAKOTA

Section B: STRUCTURE GEOMETRY

TOWER GEOMETRY

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

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

Triangular 170.00 170.00 9 175.91 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)

9 R-VGST 160.00 170.00 30 30 139 126 0 0 265 0 0.787

8 R-VGST 140.00 160.00 30 30 276 216 0 0 492 0 0.787

7 R-VGST 120.00 140.00 30 30 378 217 0 0 595 0 0.787

6 R-6N98 100.00 120.00 55 30 436 258 0 0 694 681 0.787

5 R-7N36 80.00 100.00 79 55 435 315 0 0 749 750 0.787

4 R-8N 60.00 80.00 103 79 570 333 0 0 903 769 0.787

3 R-9N1 40.00 60.00 128 103 685 377 0 0 1062 948 0.787

2 R-10N58 20.00 40.00 152 128 941 493 0 0 1434 1437 0.787

1 R-11N6 0.00 20.00 176 152 941 1048 0 0 1989 1993 0.787

Total Mass: 4800 3382 0 0 8182 6578

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)

9 3 X (None) Yes 3.3 30.0 30.0 (None) (None) 0.300 0.30

9 2 X (None) None 3.3 30.0 30.0 (None) (None) 0.000 0.00

9 1 X (None) None 3.3 30.0 30.0 (None) (None) 0.000 0.00

8 5 X (None) None 4.0 30.0 30.0 (None) (None) 0.000 0.00

8 4 X (None) None 4.0 30.0 30.0 (None) (None) 0.000 0.00

8 3 X (None) None 4.0 30.0 30.0 (None) (None) 0.000 0.00

8 2 X (None) None 4.0 30.0 30.0 (None) (None) 0.000 0.00

8 1 X (None) None 4.0 30.0 30.0 (None) (None) 0.000 0.00

7 5 X (None) None 4.0 30.1 30.0 (None) (None) 0.000 0.00

7 4 X (None) None 4.0 30.2 30.1 (None) (None) 0.000 0.00

7 3 X (None) None 4.0 30.3 30.2 (None) (None) 0.000 0.00

7 2 X (None) None 4.0 30.4 30.3 (None) (None) 0.000 0.00

7 1 X (None) None 4.0 30.5 30.4 (None) (None) 0.000 0.00

6 5 X (None) Yes 4.0 35.3 30.5 (None) (None) 0.300 0.30

6 4 X (None) None 4.0 40.2 35.3 (None) (None) 0.604 0.00

6 3 X (None) None 4.0 45.0 40.2 (None) (None) 0.604 0.00

6 2 X (None) None 4.0 49.9 45.0 (None) (None) 0.604 0.00

6 1 X (None) None 4.0 54.7 49.9 (None) (None) 0.604 0.00

5 5 X (None) None 4.0 59.5 54.7 (None) (None) 0.604 0.00

5 4 X (None) None 4.0 64.3 59.5 (None) (None) 0.604 0.00

5 3 X (None) None 4.0 69.1 64.3 (None) (None) 0.604 0.00

5 2 X (None) None 4.0 73.9 69.1 (None) (None) 0.604 0.00

5 1 X (None) None 4.0 78.7 73.9 (None) (None) 0.604 0.00

4 4 X (None) None 5.0 84.8 78.7 (None) (None) 0.755 0.00

4 3 X (None) None 5.0 90.9 84.8 (None) (None) 0.755 0.00

4 2 X (None) None 5.0 96.9 90.9 (None) (None) 0.755 0.00

4 1 X (None) None 5.0 103.0 96.9 (None) (None) 0.755 0.00

3 3 X (None) None 6.7 111.2 103.0 (None) (None) 1.006 0.00

3 2 X (None) None 6.7 119.4 111.2 (None) (None) 1.006 0.00

3 1 X (None) None 6.7 127.7 119.4 (None) (None) 1.006 0.00

2 3 X (None) None 6.7 135.7 127.7 (None) (None) 1.006 0.00

2 2 X (None) None 6.7 143.7 135.7 (None) (None) 1.006 0.00

2 1 X (None) None 6.7 151.7 143.7 (None) (None) 1.006 0.00

1 3 X (None) None 6.7 159.8 151.7 (None) (None) 1.006 0.00

1 2 X (None) None 6.7 167.8 159.8 (None) (None) 1.006 0.00

1 1 X (None) None 6.7 175.9 167.8 (None) (None) 1.006 0.00

Page B 1

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Contract: 242260 Revision: 0

Project: 170 FT SSV TOWER Site: AEC #22Z002/LMR TOWER- YAKOTA

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)

9/3 Leg PIPE 2.375x0.154 A572 gr.50Tension 4-0.625 A325X

9/3 Diag L1 1/2x1 1/2x1/8 A529 gr.50Bolted 1-0.500 A325N 0.750 0.690 0.188 A529 gr.50

1.500

9/3 Horiz L1 1/2x1 1/2x1/8 A529 gr.50Bolted 1-0.500 A325X 1.200 0.750 0.250 A529 gr.50

2.000

9/2 Leg PIPE 2.375x0.154 A572 gr.50Tension 4-0.625 A325X

9/2 Diag L1 1/2x1 1/2x1/8 A529 gr.50Bolted 1-0.500 A325N 0.750 0.690 0.188 A529 gr.50

1.500

9/1 Leg PIPE 2.375x0.154 A572 gr.50Tension 4-0.625 A325X

9/1 Diag L1 1/2x1 1/2x1/8 A529 gr.50Bolted 1-0.500 A325N 0.750 0.690 0.188 A529 gr.50

1.500

8/5 Leg PIPE 2.375x0.154 A572 gr.50Tension 4-0.625 A325X

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

1.500

8/4 Leg PIPE 2.375x0.154 A572 gr.50Tension 4-0.625 A325X

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

1.500

8/3 Leg PIPE 2.375x0.154 A572 gr.50Tension 4-0.625 A325X

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

1.500

8/2 Leg PIPE 2.375x0.154 A572 gr.50Tension 4-0.625 A325X

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

1.500

8/1 Leg PIPE 2.375x0.154 A572 gr.50Tension 4-0.625 A325X

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

7/5 Leg PIPE 2.375x0.218 A572 gr.50Tension 4-0.625 A325X

7/5 Diag L1 1/2x1 1/2x1/8 A529 gr.50Bolted 1-0.500 A325N 0.750 0.690 0.188 A529 gr.50

1.500

7/4 Leg PIPE 2.375x0.218 A572 gr.50Tension 4-0.625 A325X

7/4 Diag L1 1/2x1 1/2x1/8 A529 gr.50Bolted 1-0.500 A325N 0.750 0.690 0.188 A529 gr.50

1.500

7/3 Leg PIPE 2.375x0.218 A572 gr.50Tension 4-0.625 A325X

7/3 Diag L1 1/2x1 1/2x1/8 A529 gr.50Bolted 1-0.500 A325N 0.750 0.690 0.188 A529 gr.50

1.500

7/2 Leg PIPE 2.375x0.218 A572 gr.50Tension 4-0.625 A325X

7/2 Diag L1 1/2x1 1/2x1/8 A529 gr.50Bolted 1-0.500 A325N 0.750 0.690 0.188 A529 gr.50

1.500

7/1 Leg PIPE 2.375x0.218 A572 gr.50Tension 4-0.625 A325X

7/1 Diag L1 1/2x1 1/2x1/8 A529 gr.50Bolted 1-0.500 A325N 0.750 0.690 0.188 A529 gr.50

6/5 Leg PIPE 2.875x0.203 A572 gr.50Tension 4-0.625 A325X

6/5 Diag L1 1/2x1 1/2x1/8 A529 gr.50Bolted 1-0.500 A325N 0.750 0.690 0.188 A529 gr.50

1.500

6/5 Horiz L1 1/2x1 1/2x1/8 A529 gr.50Bolted 1-0.500 A325X 1.200 0.750 0.250 A529 gr.50

2.000

6/4 Leg PIPE 2.875x0.203 A572 gr.50Tension 4-0.625 A325X

6/4 Diag L1 1/2x1 1/2x1/8 A529 gr.50Bolted 1-0.500 A325N 0.750 0.690 0.188 A529 gr.50

1.500

6/3 Leg PIPE 2.875x0.203 A572 gr.50Tension 4-0.625 A325X

6/3 Diag L1 1/2x1 1/2x1/8 A529 gr.50Bolted 1-0.500 A325N 0.750 0.690 0.188 A529 gr.50

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Contract: 242260 Revision: 0

Project: 170 FT SSV TOWER Site: AEC #22Z002/LMR TOWER- YAKOTA

6/2 Leg PIPE 2.875x0.203 A572 gr.50Tension 4-0.625 A325X

6/2 Diag L1 1/2x1 1/2x1/8 A529 gr.50Bolted 1-0.500 A325N 0.750 0.690 0.188 A529 gr.50

1.500

6/1 Leg PIPE 2.875x0.203 A572 gr.50Tension 4-0.625 A325X

6/1 Diag L1 1/2x1 1/2x1/8 A529 gr.50Bolted 1-0.500 A325N 0.750 0.690 0.188 A529 gr.50

5/5 Leg PIPE 2.875x0.203 A572 gr.50Tension 4-0.625 A325X

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

1.500

5/4 Leg PIPE 2.875x0.203 A572 gr.50Tension 4-0.625 A325X

5/4 Diag L1 1/2x1 1/2x1/8 A529 gr.50Bolted 1-0.500 A325N 0.750 0.690 0.188 A529 gr.50

1.500

5/3 Leg PIPE 2.875x0.203 A572 gr.50Tension 4-0.625 A325X

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

1.500

5/2 Leg PIPE 2.875x0.203 A572 gr.50Tension 4-0.625 A325X

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

1.500

5/1 Leg PIPE 2.875x0.203 A572 gr.50Tension 4-0.625 A325X

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

4/4 Leg PIPE 3.500x0.216 A572 gr.50Tension 4-0.750 A325X

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

1.500

4/3 Leg PIPE 3.500x0.216 A572 gr.50Tension 4-0.750 A325X

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

1.500

4/2 Leg PIPE 3.500x0.216 A572 gr.50Tension 4-0.750 A325X

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

1.500

4/1 Leg PIPE 3.500x0.216 A572 gr.50Tension 4-0.750 A325X

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

3/3 Leg PIPE 4x0.226 A572 gr.50Tension 4-0.875 A325X

3/3 Diag L1 3/4x1 3/4x1/8 A529 gr.50Bolted 1-0.500 A325N 0.750 0.940 0.188 A529 gr.50

1.500

3/2 Leg PIPE 4x0.226 A572 gr.50Tension 4-0.875 A325X

3/2 Diag L1 3/4x1 3/4x1/8 A529 gr.50Bolted 1-0.500 A325N 0.750 0.940 0.188 A529 gr.50

1.500

3/1 Leg PIPE 4x0.226 A572 gr.50Tension 4-0.875 A325X

3/1 Diag L1 3/4x1 3/4x1/8 A529 gr.50Bolted 1-0.500 A325N 0.750 0.940 0.188 A529 gr.50

2/3 Leg PIPE 4x0.318 A572 gr.50Tension 4-0.875 A325X

2/3 Diag L2x2x1/8 A36 Bolted 1-0.500 A325N 0.750 1.000 0.188 A529 gr.50

1.500

2/2 Leg PIPE 4x0.318 A572 gr.50Tension 4-0.875 A325X

2/2 Diag L2x2x1/8 A36 Bolted 1-0.500 A325N 0.750 1.000 0.188 A529 gr.50

1.500

2/1 Leg PIPE 4x0.318 A572 gr.50Tension 4-0.875 A325X

2/1 Diag L2x2x1/8 A36 Bolted 1-0.500 A325N 0.750 1.000 0.188 A529 gr.50

1/3 Leg PIPE 4x0.318 A572 gr.50Tension 4-0.875 A325X

1/3 Diag L2 1/2x2 1/2x3/16 A36 Bolted 1-0.500 A325N 0.750 1.438 0.188 A529 gr.50

1.500

1/2 Leg PIPE 4x0.318 A572 gr.50Tension 4-0.875 A325X

1/2 Diag L2 1/2x2 1/2x3/16 A36 Bolted 1-0.500 A325N 0.750 1.438 0.188 A529 gr.50

1.500

1/1 Leg PIPE 4x0.318 A572 gr.50Tension 4-0.875 A325X

1/1 Diag L2 1/2x2 1/2x3/16 A36 Bolted 1-0.500 A325N 0.750 1.438 0.188 A529 gr.50

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Project: 170 FT SSV TOWER Site: AEC #22Z002/LMR TOWER- YAKOTA

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 0.00 170.00 3/8 CABLE 9.00 0.00 0.00 1 1 Yes

2 0.00 170.00 RC0.75-Cnd 7.38 60.00 5.00 1 1 No

3 110.00 160.00 LDF5P-50A 1.18 60.00 30.00 1 1 No

4 0.00 160.00 TX Ladder 4.90 60.00 30.00 1 1 No

5 0.00 110.00 LDF5P-50A 4.90 60.00 30.00 2 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 RC0.75-Cnd 1.05 1.05 1.09 2.750 2.750

3 LDF5P-50A 1.10 1.10 0.33 2.750 2.750

4 TX Ladder 4.70 1.50 4.00 2.750 2.750

5 LDF5P-50A 1.10 1.10 0.33 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 TOP PLATE 170.00 0.00 0.0 0.0 0.00

2 BEACON & LR 170.00 1.00 0.0 0.0 0.00

3 ANT150F2 3FTSA 160.00 3.40 0.0 0.0 0.00

4 ANT150F2 3FTSA 110.00 3.95 0.0 0.0 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 TOP PLATE 0.50 0.50 1.00 1.00 0.25 0.50 0.85

2 BEACON & LR 5.00 5.00 10.00 10.00 0.25 0.50 0.85

3 ANT150F2 3FTSA 3.25 7.00 6.25 12.00 0.15 0.35 0.85

4 ANT150F2 3FTSA 3.25 7.00 6.25 12.00 0.15 0.35 0.85

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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)

111 170.0 8.5 8.7 0.0 0.56 0.56 -0.15

108 166.7 8.1 8.3 0.0 0.56 0.56 0.15

105 163.3 7.7 7.9 0.0 0.56 0.56 -0.14

102 160.0 7.4 7.5 0.0 0.56 0.56 0.15

99 156.0 6.9 7.0 0.0 0.55 0.55 0.13

96 152.0 6.4 6.6 0.0 0.54 0.55 0.13

93 148.0 6.0 6.1 0.0 0.53 0.53 0.11

90 144.0 5.5 5.7 0.0 0.51 0.52 0.11

87 140.0 5.1 5.2 0.0 0.49 0.50 0.09

84 136.0 4.7 4.8 0.0 0.48 0.49 -0.09

81 132.0 4.3 4.4 0.0 0.44 0.45 0.07

78 128.0 3.9 4.0 0.0 0.43 0.44 0.07

75 124.0 3.6 3.6 0.0 0.38 0.39 0.05

72 120.0 3.2 3.3 0.0 0.35 0.36 -0.05

69 116.0 2.9 3.0 0.0 0.32 0.32 0.04

66 112.0 2.7 2.7 0.0 0.30 0.31 -0.04

63 108.0 2.4 2.5 0.0 0.27 0.28 0.03

60 104.0 2.2 2.3 0.0 0.26 0.26 -0.03

57 100.0 2.0 2.0 0.0 0.23 0.24 0.02

54 96.0 1.8 1.8 0.0 0.22 0.22 -0.02

51 92.0 1.6 1.6 0.0 0.20 0.20 0.02

48 88.0 1.4 1.5 0.0 0.18 0.19 -0.02

45 84.0 1.3 1.3 0.0 0.16 0.17 0.01

42 80.0 1.2 1.2 0.0 0.15 0.16 -0.01

39 75.0 1.0 1.0 0.0 0.14 0.14 0.01

36 70.0 0.9 0.9 0.0 0.12 0.13 -0.01

33 65.0 0.7 0.7 0.0 0.11 0.11 0.01

30 60.0 0.6 0.6 0.0 0.10 0.10 -0.01

27 53.3 0.5 0.5 0.0 0.08 0.08 0.00

24 46.7 0.4 0.4 0.0 0.07 0.07 0.00

21 40.0 0.3 0.3 0.0 0.06 0.06 0.00

18 33.3 0.2 0.2 0.0 0.05 0.05 0.00

15 26.7 0.1 0.1 0.0 0.04 0.04 0.00

12 20.0 0.1 0.1 0.0 0.03 0.03 0.00

9 13.3 0.0 0.0 0.0 0.02 0.02 0.00

6 6.7 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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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)

9 3 166.67 Leg PIPE 2.375x0.154 3.33 50.8 40.3 48.7 0.7 0.0 0.02

9 2 163.33 Leg PIPE 2.375x0.154 3.33 50.8 40.3 48.7 1.4 0.8 0.03

9 1 160.00 Leg PIPE 2.375x0.154 3.33 50.8 40.3 48.7 2.2 1.4 0.05

8 5 156.00 Leg PIPE 2.375x0.154 4.00 61.0 37.1 48.7 4.2 3.1 0.11

8 4 152.00 Leg PIPE 2.375x0.154 4.00 61.0 37.1 48.7 6.3 5.2 0.17

8 3 148.00 Leg PIPE 2.375x0.154 4.00 61.0 37.1 48.7 9.1 8.1 0.25

8 2 144.00 Leg PIPE 2.375x0.154 4.00 61.0 37.1 48.7 12.5 11.1 0.34

8 1 140.00 Leg PIPE 2.375x0.154 4.00 61.0 37.1 48.7 16.7 15.0 0.45

7 5 136.00 Leg PIPE 2.375x0.218 4.00 62.7 50.0 66.7 21.0 18.9 0.42

7 4 132.00 Leg PIPE 2.375x0.218 4.00 62.7 50.0 66.7 26.2 23.6 0.52

7 3 128.00 Leg PIPE 2.375x0.218 4.00 62.7 50.0 66.7 31.5 28.5 0.63

7 2 124.00 Leg PIPE 2.375x0.218 4.00 62.7 50.0 66.7 37.6 34.1 0.75

7 1 120.00 Leg PIPE 2.375x0.218 4.00 62.7 50.0 66.7 43.8 39.8 0.88

6 5 116.00 Leg PIPE 2.875x0.203 4.01 45.6 65.8 76.6 46.9 42.5 0.71

6 4 112.00 Leg PIPE 2.875x0.203 4.01 50.9 63.4 76.6 47.8 43.1 0.76

6 3 108.00 Leg PIPE 2.875x0.203 4.01 50.9 63.4 76.6 47.9 43.2 0.76

6 2 104.00 Leg PIPE 2.875x0.203 4.01 50.9 63.4 76.6 49.5 44.4 0.78

6 1 100.00 Leg PIPE 2.875x0.203 4.01 42.9 66.9 76.6 50.5 45.2 0.75

5 5 96.00 Leg PIPE 2.875x0.203 4.01 45.6 65.8 76.6 52.3 46.7 0.80

5 4 92.00 Leg PIPE 2.875x0.203 4.01 50.9 63.4 76.6 53.7 47.9 0.85

5 3 88.00 Leg PIPE 2.875x0.203 4.01 50.9 63.4 76.6 55.7 49.6 0.88

5 2 84.00 Leg PIPE 2.875x0.203 4.01 50.9 63.4 76.6 57.4 51.0 0.91

5 1 80.00 Leg PIPE 2.875x0.203 4.01 42.9 66.9 76.6 59.5 52.7 0.89

4 4 75.00 Leg PIPE 3.500x0.216 5.01 58.3 78.3 100.4 61.6 54.4 0.79

4 3 70.00 Leg PIPE 3.500x0.216 5.01 58.3 78.3 100.4 64.3 56.7 0.82

4 2 65.00 Leg PIPE 3.500x0.216 5.01 58.3 78.3 100.4 66.7 58.7 0.85

4 1 60.00 Leg PIPE 3.500x0.216 5.01 58.3 78.3 100.4 69.6 61.1 0.89

3 3 53.33 Leg PIPE 4x0.226 6.68 64.9 88.7 120.7 72.5 63.5 0.82

3 2 46.67 Leg PIPE 4x0.226 6.68 64.9 88.7 120.7 76.4 66.7 0.86

3 1 40.00 Leg PIPE 4x0.226 6.68 64.9 88.7 120.7 80.0 69.7 0.90

2 3 33.33 Leg PIPE 4x0.318 6.68 57.5 130.1 165.7 84.0 73.0 0.65

2 2 26.67 Leg PIPE 4x0.318 6.68 61.3 125.9 165.7 87.9 76.1 0.70

2 1 20.00 Leg PIPE 4x0.318 6.68 55.6 132.2 165.7 92.1 79.6 0.70

1 3 13.33 Leg PIPE 4x0.318 6.68 57.5 130.1 165.7 96.1 82.8 0.74

1 2 6.67 Leg PIPE 4x0.318 6.68 61.3 125.9 165.7 100.5 86.1 0.80

1 1 0.00 Leg PIPE 4x0.318 6.68 55.6 132.2 165.7 104.6 89.4 0.79

9 3 166.67 Diag L1 1/2x1 1/2x1/8 4.17 79.9 7.9 3.8 0.3 0.3 0.09

9 2 163.33 Diag L1 1/2x1 1/2x1/8 4.17 79.9 7.9 3.8 0.4 0.4 0.10

9 1 160.00 Diag L1 1/2x1 1/2x1/8 4.17 79.9 7.9 3.8 0.5 0.5 0.12

8 5 156.00 Diag L1 1/2x1 1/2x1/8 4.72 86.6 7.9 3.8 1.0 1.1 0.28

8 4 152.00 Diag L1 1/2x1 1/2x1/8 4.72 86.6 7.9 3.8 1.3 1.2 0.32

8 3 148.00 Diag L1 1/2x1 1/2x1/8 4.72 86.6 7.9 3.8 1.3 1.4 0.36

8 2 144.00 Diag L1 1/2x1 1/2x1/8 4.72 86.6 7.9 3.8 1.6 1.5 0.40

8 1 140.00 Diag L1 1/2x1 1/2x1/8 4.72 86.6 7.9 3.8 1.6 1.7 0.45

7 5 136.00 Diag L1 1/2x1 1/2x1/8 4.72 86.7 7.9 3.8 1.9 1.8 0.47

7 4 132.00 Diag L1 1/2x1 1/2x1/8 4.72 86.8 7.9 3.8 1.9 2.0 0.52

7 3 128.00 Diag L1 1/2x1 1/2x1/8 4.73 86.9 7.9 3.8 2.2 2.1 0.54

7 2 124.00 Diag L1 1/2x1 1/2x1/8 4.73 87.0 7.9 3.8 2.2 2.3 0.60

7 1 120.00 Diag L1 1/2x1 1/2x1/8 4.74 87.1 7.9 3.8 2.5 2.3 0.61

6 5 116.00 Diag L1 1/2x1 1/2x1/8 4.85 92.6 7.9 3.8 1.0 0.9 0.24

6 4 112.00 Diag L1 1/2x1 1/2x1/8 5.09 97.1 7.9 3.8 0.7 0.8 0.20

6 3 108.00 Diag L1 1/2x1 1/2x1/8 5.35 101.7 7.6 3.8 1.0 0.9 0.24

6 2 104.00 Diag L1 1/2x1 1/2x1/8 5.63 106.4 7.1 3.8 0.9 0.9 0.25

6 1 100.00 Diag L1 1/2x1 1/2x1/8 5.92 111.2 6.6 3.8 1.0 0.9 0.24

Page L 1

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Project: 170 FT SSV TOWER Site: AEC #22Z002/LMR TOWER- YAKOTA

5 5 96.00 Diag L1 1/2x1 1/2x1/8 6.22 116.0 6.0 3.8 0.9 1.0 0.26

5 4 92.00 Diag L1 1/2x1 1/2x1/8 6.53 121.3 5.5 3.8 1.1 1.0 0.26

5 3 88.00 Diag L1 1/2x1 1/2x1/8 6.85 128.0 5.0 3.8 1.0 1.1 0.28

5 2 84.00 Diag L1 1/2x1 1/2x1/8 7.18 134.8 4.5 3.8 1.2 1.0 0.27

5 1 80.00 Diag L1 1/2x1 1/2x1/8 7.52 141.7 4.0 3.8 1.1 1.2 0.30

4 4 75.00 Diag L1 1/2x1 1/2x1/8 8.45 159.9 3.2 3.8 1.4 1.2 0.43

4 3 70.00 Diag L1 1/2x1 1/2x1/8 8.86 168.4 2.9 3.8 1.3 1.4 0.46

4 2 65.00 Diag L1 1/2x1 1/2x1/8 9.29 177.0 2.6 3.8 1.5 1.3 0.57

4 1 60.00 Diag L1 1/2x1 1/2x1/8 9.72 185.8 2.4 3.8 1.5 1.5 0.62

3 3 53.33 Diag L1 3/4x1 3/4x1/8 11.14 183.8 2.8 4.6 1.8 1.6 0.63

3 2 46.67 Diag L1 3/4x1 3/4x1/8 11.70 193.6 2.5 4.6 1.7 1.8 0.68

3 1 40.00 Diag L1 3/4x1 3/4x1/8 12.27 203.5 2.3 4.6 1.9 1.8 0.84

2 3 33.33 Diag L2x2x1/8 12.84 186.5 3.1 4.1 2.0 2.0 0.63

2 2 26.67 Diag L2x2x1/8 13.42 195.2 2.8 4.1 2.2 2.1 0.78

2 1 20.00 Diag L2x2x1/8 14.00 204.1 2.6 4.1 2.2 2.2 0.84

1 3 13.33 Diag L2 1/2x2 1/2x3/16 14.59 173.7 6.7 6.2 2.4 2.3 0.36

1 2 6.67 Diag L2 1/2x2 1/2x3/16 15.19 181.2 6.2 6.2 2.4 2.4 0.38

1 1 0.00 Diag L2 1/2x2 1/2x3/16 15.80 188.7 5.7 6.2 2.6 2.5 0.45

9 3 166.67 Horiz L1 1/2x1 1/2x1/8 2.50 99.4 7.9 5.8 0.1 0.1 0.01

6 5 116.00 Horiz L1 1/2x1 1/2x1/8 2.54 99.4 7.9 5.8 0.4 0.4 0.07

Page L 2

TSTower - v 6.0.4 Tower Analysis Program Licensed to: ROHN Products LLC

File: \\rohnfs2\PeoEng\Jobs\2023\242260\ENGINEERING\242260.out

Contract: 242260 Revision: 0

Project: 170 FT SSV TOWER Site: AEC #22Z002/LMR TOWER- YAKOTA

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)

9 3 Leg A572 gr.50 Tension 4 0.625 A325X 0.547 N/A 50.8 40.3 48.7 82.3T N/A N/A

9 3 Diag A529 gr.50 Bolted 1 0.500 A325N 0.750 0.188 79.9 10.1 10.2 7.9S 4.6 3.8

9 3 Horiz A529 gr.50 Bolted 1 0.500 A325X 1.200 0.250 99.4 7.9 10.2 9.7S 7.8 5.8

9 2 Leg A572 gr.50 Tension 4 0.625 A325X 0.547 N/A 50.8 40.3 48.7 82.3T N/A N/A

9 2 Diag A529 gr.50 Bolted 1 0.500 A325N 0.750 0.188 79.9 10.1 10.2 7.9S 4.6 3.8

9 1 Leg A572 gr.50 Tension 4 0.625 A325X 0.547 N/A 50.8 40.3 48.7 82.3T N/A N/A

9 1 Diag A529 gr.50 Bolted 1 0.500 A325N 0.750 0.188 79.9 10.1 10.2 7.9S 4.6 3.8

8 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

8 5 Diag A529 gr.50 Bolted 1 0.500 A325N 0.750 0.188 86.6 9.4 10.2 7.9S 4.6 3.8

8 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

8 4 Diag A529 gr.50 Bolted 1 0.500 A325N 0.750 0.188 86.6 9.4 10.2 7.9S 4.6 3.8

8 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

8 3 Diag A529 gr.50 Bolted 1 0.500 A325N 0.750 0.188 86.6 9.4 10.2 7.9S 4.6 3.8

8 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

8 2 Diag A529 gr.50 Bolted 1 0.500 A325N 0.750 0.188 86.6 9.4 10.2 7.9S 4.6 3.8

8 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

8 1 Diag A529 gr.50 Bolted 1 0.500 A325N 0.750 0.188 86.6 9.4 10.2 7.9S 4.6 3.8

7 5 Leg A572 gr.50 Tension 4 0.625 A325X 0.547 N/A 62.7 50.0 66.7 82.3T N/A N/A

7 5 Diag A529 gr.50 Bolted 1 0.500 A325N 0.750 0.188 86.7 9.3 10.2 7.9S 4.6 3.8

7 4 Leg A572 gr.50 Tension 4 0.625 A325X 0.547 N/A 62.7 50.0 66.7 82.3T N/A N/A

7 4 Diag A529 gr.50 Bolted 1 0.500 A325N 0.750 0.188 86.8 9.3 10.2 7.9S 4.6 3.8

7 3 Leg A572 gr.50 Tension 4 0.625 A325X 0.547 N/A 62.7 50.0 66.7 82.3T N/A N/A

7 3 Diag A529 gr.50 Bolted 1 0.500 A325N 0.750 0.188 86.9 9.3 10.2 7.9S 4.6 3.8

7 2 Leg A572 gr.50 Tension 4 0.625 A325X 0.547 N/A 62.7 50.0 66.7 82.3T N/A N/A

7 2 Diag A529 gr.50 Bolted 1 0.500 A325N 0.750 0.188 87.0 9.3 10.2 7.9S 4.6 3.8

7 1 Leg A572 gr.50 Tension 4 0.625 A325X 0.547 N/A 62.7 50.0 66.7 82.3T N/A N/A

7 1 Diag A529 gr.50 Bolted 1 0.500 A325N 0.750 0.188 87.1 9.3 10.2 7.9S 4.6 3.8

6 5 Leg A572 gr.50 Tension 4 0.625 A325X 0.000 N/A 45.6 65.8 76.6 82.3T N/A N/A

6 5 Diag A529 gr.50 Bolted 1 0.500 A325N 0.750 0.188 92.6 8.6 10.2 7.9S 4.6 3.8

6 5 Horiz A529 gr.50 Bolted 1 0.500 A325X 1.200 0.250 99.4 7.9 10.2 9.7S 7.8 5.8

6 4 Leg A572 gr.50 Tension 4 0.625 A325X 0.000 N/A 50.9 63.4 76.6 82.3T N/A N/A

6 4 Diag A529 gr.50 Bolted 1 0.500 A325N 0.750 0.188 97.1 8.1 10.2 7.9S 4.6 3.8

6 3 Leg A572 gr.50 Tension 4 0.625 A325X 0.000 N/A 50.9 63.4 76.6 82.3T N/A N/A

6 3 Diag A529 gr.50 Bolted 1 0.500 A325N 0.750 0.188 101.7 7.6 10.2 7.9S 4.6 3.8

6 2 Leg A572 gr.50 Tension 4 0.625 A325X 0.000 N/A 50.9 63.4 76.6 82.3T N/A N/A

6 2 Diag A529 gr.50 Bolted 1 0.500 A325N 0.750 0.188 106.4 7.1 10.2 7.9S 4.6 3.8

6 1 Leg A572 gr.50 Tension 4 0.625 A325X 0.000 N/A 42.9 66.9 76.6 82.3T N/A N/A

6 1 Diag A529 gr.50 Bolted 1 0.500 A325N 0.750 0.188 111.2 6.6 10.2 7.9S 4.6 3.8

5 5 Leg A572 gr.50 Tension 4 0.625 A325X 0.000 N/A 45.6 65.8 76.6 82.3T N/A N/A

5 5 Diag A529 gr.50 Bolted 1 0.500 A325N 0.750 0.188 116.0 6.0 10.2 7.9S 4.6 3.8

5 4 Leg A572 gr.50 Tension 4 0.625 A325X 0.000 N/A 50.9 63.4 76.6 82.3T N/A N/A

5 4 Diag A529 gr.50 Bolted 1 0.500 A325N 0.750 0.188 121.3 5.5 10.2 7.9S 4.6 3.8

5 3 Leg A572 gr.50 Tension 4 0.625 A325X 0.000 N/A 50.9 63.4 76.6 82.3T N/A N/A

5 3 Diag A529 gr.50 Bolted 1 0.500 A325N 0.750 0.188 128.0 5.0 10.2 7.9S 4.6 3.8

5 2 Leg A572 gr.50 Tension 4 0.625 A325X 0.000 N/A 50.9 63.4 76.6 82.3T N/A N/A

5 2 Diag A529 gr.50 Bolted 1 0.500 A325N 0.750 0.188 134.8 4.5 10.2 7.9S 4.6 3.8

5 1 Leg A572 gr.50 Tension 4 0.625 A325X 0.000 N/A 42.9 66.9 76.6 82.3T N/A N/A

5 1 Diag A529 gr.50 Bolted 1 0.500 A325N 0.750 0.188 141.7 4.0 10.2 7.9S 4.6 3.8

4 4 Leg A572 gr.50 Tension 4 0.750 A325X 1.800 N/A 58.3 78.3 100.4 121.7T N/A N/A

4 4 Diag A529 gr.50 Bolted 1 0.500 A325N 0.750 0.188 159.9 3.2 10.2 7.9S 4.6 3.8

4 3 Leg A572 gr.50 Tension 4 0.750 A325X 1.800 N/A 58.3 78.3 100.4 121.7T N/A N/A

4 3 Diag A529 gr.50 Bolted 1 0.500 A325N 0.750 0.188 168.4 2.9 10.2 7.9S 4.6 3.8

4 2 Leg A572 gr.50 Tension 4 0.750 A325X 1.800 N/A 58.3 78.3 100.4 121.7T N/A N/A

Page M 1

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File: \\rohnfs2\PeoEng\Jobs\2023\242260\ENGINEERING\242260.out

Contract: 242260 Revision: 0

Project: 170 FT SSV TOWER Site: AEC #22Z002/LMR TOWER- YAKOTA

4 2 Diag A529 gr.50 Bolted 1 0.500 A325N 0.750 0.188 177.0 2.6 10.2 7.9S 4.6 3.8

4 1 Leg A572 gr.50 Tension 4 0.750 A325X 1.800 N/A 58.3 78.3 100.4 121.7T N/A N/A

4 1 Diag A529 gr.50 Bolted 1 0.500 A325N 0.750 0.188 185.8 2.4 10.2 7.9S 4.6 3.8

3 3 Leg A572 gr.50 Tension 4 0.875 A325X 0.000 N/A 64.9 88.7 120.7 167.9T N/A N/A

3 3 Diag A529 gr.50 Bolted 1 0.500 A325N 0.750 0.188 183.8 2.8 12.4 7.9S 4.6 5.4

3 2 Leg A572 gr.50 Tension 4 0.875 A325X 0.000 N/A 64.9 88.7 120.7 167.9T N/A N/A

3 2 Diag A529 gr.50 Bolted 1 0.500 A325N 0.750 0.188 193.6 2.5 12.4 7.9S 4.6 5.4

3 1 Leg A572 gr.50 Tension 4 0.875 A325X 0.000 N/A 64.9 88.7 120.7 167.9T N/A N/A

3 1 Diag A529 gr.50 Bolted 1 0.500 A325N 0.750 0.188 203.5 2.3 12.4 7.9S 4.6 5.4

2 3 Leg A572 gr.50 Tension 4 0.875 A325X 0.000 N/A 57.5 130.1 165.7 167.9T N/A N/A

2 3 Diag A36 Bolted 1 0.500 A325N 0.750 0.188 186.5 3.1 13.1 7.9S 4.1 5.1

2 2 Leg A572 gr.50 Tension 4 0.875 A325X 0.000 N/A 61.3 125.9 165.7 167.9T N/A N/A

2 2 Diag A36 Bolted 1 0.500 A325N 0.750 0.188 195.2 2.8 13.1 7.9S 4.1 5.1

2 1 Leg A572 gr.50 Tension 4 0.875 A325X 0.000 N/A 55.6 132.2 165.7 167.9T N/A N/A

2 1 Diag A36 Bolted 1 0.500 A325N 0.750 0.188 204.1 2.6 13.1 7.9S 4.1 5.1

1 3 Leg A572 gr.50 Tension 4 0.875 A325X 0.000 N/A 57.5 130.1 165.7 167.9T N/A N/A

1 3 Diag A36 Bolted 1 0.500 A325N 0.750 0.188 173.7 6.7 25.5 7.9S 6.2 11.3

1 2 Leg A572 gr.50 Tension 4 0.875 A325X 0.000 N/A 61.3 125.9 165.7 167.9T N/A N/A

1 2 Diag A36 Bolted 1 0.500 A325N 0.750 0.188 181.2 6.2 25.5 7.9S 6.2 11.3

1 1 Leg A572 gr.50 Tension 4 0.875 A325X 0.000 N/A 55.6 132.2 165.7 167.9T N/A N/A

1 1 Diag A36 Bolted 1 0.500 A325N 0.750 0.188 188.7 5.7 25.5 7.9S 6.2 11.3

Page M 2

TSTower - v 6.0.4 Tower Analysis Program Licensed to: ROHN Products LLC

File: \\rohnfs2\PeoEng\Jobs\2023\242260\ENGINEERING\242260.out

Contract: 242260 Revision: 0

Project: 170 FT SSV TOWER Site: AEC #22Z002/LMR TOWER- YAKOTA

Section N: LEG REACTION DATA

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

Download Uplift

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

106.67 90.94 10.05

Page N 1

TSTower - v 6.0.4 Tower Analysis Program Licensed to: ROHN Products LLC

File: \\rohnfs2\PeoEng\Jobs\2023\242260\ENGINEERING\242260.out

Contract: 242260 Revision: 0

Project: 170 FT SSV TOWER Site: AEC #22Z002/LMR TOWER- YAKOTA

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)

9.07 8.28 14.35 16.56 1129.59 -2.68 -650.34 1303.42

9.07 8.28 14.35 16.56 1129.59 -2.68 -650.34 1303.42

Page O 1

TSTower - v 6.0.4 Tower Analysis Program Licensed to: ROHN Products LLC

File: \\rohnfs2\PeoEng\Jobs\2023\242260\ENGINEERING\242260.out

Contract: 242260 Revision: 0

Project: 170 FT SSV TOWER Site: AEC #22Z002/LMR TOWER- YAKOTA

Appendix 1

Customer: AMERICAN ENGINEERING CORPORATION

Project: 170 FT SSV TOWER

Site: AEC #22Z002/LMR TOWER- YAKOTA

Engr. File: 242260

Build Code: ANSI/TIA-222-H-2016

Mat Foundation ver.3.0.4

Designed By: AS

Date: 03 July, 2023 @ 11:26 AM

Page i

Design Parameters

Load Case

Description 1 2 3 4 5 Service

Total Moment, ft-kips 1,303.06 1,303.42 244.71 1,168.90 313.97

Total Shear, kips 16.56 16.56 2.89 15.72 4.01

Total Tower Wt, kips 12.09 9.07 31.21 12.09 10.07

Max. Uplift, kips 89.97 90.94 8.87 80.14 19.42

Shear, kips 8.75 8.81 1.11 8.19 1.96

Max Download, kips 106.67 105.70 29.65 96.11 28.09

Shear 10.05 9.99 2.44 9.47 2.58

Soil L.F. 1.20 0.90 1.20 0.90 1.00

Concrete L.F. 1.20 0.90 1.20 0.90 1.00

Foundation Mat Pier

Ht. AGL, ft 0.50 Thickness, ft 1.25 Height, ft 5.75

Depth, ft. 6.50 Width, ft 19.50 Diameter, ft 2.50

Tower EA, in 12.00 No. Piers 3

Face Width, ft 14.66 Batter, in/ft 0.00 Shape Round

Offset, in 30.00

Soil N/A Anchor Bolts Pocket

Blow Count N/A Diameter, in 0.8750 Diameter, in N/A

Inplace Unit Wt, pcf 110.00 No. 4 Thickness, ft N/A

Submerged Unit Wt, pcf 60.00 Length, in 60.00

Friction Angle, φ, deg. 30.00 Bolt Circle, in 9.50

Cohesion, ksf N/A Projection, in 5.00

Uplift Angle, deg. 30.00 Concrete Rebar Fy

Water Depth, ft None 28 Day Strength, ksi 4.50 Vertical, ksi 60.00

Dry Unit Wt, pcf 150.00 Circular, ksi 60.00

Ult Bearing Capacity, ksf 2.50 Wet Unit Wt, pcf 88.00 Horizontal, ksi 60.00

Results φ MN – Parallel Axis 1,740.23 ft-kips φ MN – Diagonal Axis 1,655.84 ft-kips

Moment – Interaction Ratio 0.877 φ VN – Lateral Load 72.10 kips

Lateral Load – Interaction Ratio 0.230

Final Mat Dimension : 19.50 x 19.50 x 1.25 ft. thick w/ (3) 2.50 ft. Dia. Piers

Final Pocket Dimension : Pockets not required

Total Volume of Concrete : 20.7 yd3

ENGINEERING

CHECKED BY: SY

07/04/2023

Site: AEC #22Z002/LMR TOWER- YAKOTA

Engr. File: 242260

Build Code: ANSI/TIA-222-H-2016

Mat Foundation ver.3.0.4

Designed By: AS

Page ii

OTM Capacity

Controlling Load Case: 2 [Wind w/Min. Dead Load]

Foundation Width = 19.50 ft

MU = 1,452.5 ft-kips φMN, ft-kips x, ft N σur

Parallel 1,740.2 8.008 0.411 2.50

Diagonal 1,655.8 12.496 0.453 2.50 φMN= 1,655.84 ft-kips IRatio = 0.877 φVN = 72.10 kips IRatio = 0.230

Mat Design γe = 117.69 pcf

Moment, ft-kips/ft Shear, kips/ft

Exterior

Slab x, ft N σR, ksf

Ps kips

Psu kips

DownLoad

Side

Uplift

Side

Download

Side

Uplift

Side

Parallel 11.913 0.611 1.63 18.13 0.00 2.68 4.62 2.11 2.99

Diagonal 15.098 0.547 1.68 18.13 0.00 12.80 15.48 5.03 5.55

Interior

Slab

Moment, ft-kips/ft Shear, kips/ft

DownLoad

Side

Uplift

Side

Download

Side

Uplift

Side

Soil Pressure

Termination

12.06 7.11 3.04 2.07 2.90

Punching

Shear

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Interior Edge Corner Interior Edge Corner bo, ft 12.20 10.94 8.49 9.54 9.61 7.82

2-Way Shear Vsu, psi 91.62 110.39 152.76 97.75 102.52 137.59 φVc, psi 228.08 228.08 226.02 228.08 228.08 228.08

IR 0.40 0.48 0.68 0.43 0.45 0.60

Mut, ft-kips 34.7 30.4 Moment transfer to slab Be, ft 5.5 5.2

Mu, ft-kips/ft 6.3 5.9

Edge Distances: a = 3.79 ft. b = 2.42 ft. c = 3.02 ft.

Summary Max.

Value Utilization Mat Reinforcement

Slab Moment, ft-kips/ft 15.48 0.675 Min. Steel Area (Strength) .240 in2/ft.

Slab Shear, kips/ft 5.55 0.406 Min. Steel Area (Temperature) .162 in2/ft.

Punching Shear, psi 152.76 0.676 Steel Strain Actual 0.023

Soil Bearing Required, σUR, ksf 2.25 0.898 Minimum Steel Strain Required 0.005

16 - #6 Horizontal bars equally spaced @15.20 in., each way, top and bottom, total of 64, As = 0.362 in2/ft

Site: AEC #22Z002/LMR TOWER- YAKOTA

Engr. File: 242260

Build Code: ANSI/TIA-222-H-2016

Mat Foundation ver.3.0.4

Designed By: AS

Page iii

Pier Design

Controlling Load Case: 1 [Wind w/Max. Dead Load]

C = 106.67 kips Vc = 10.05 kips Mc = 57.79 ft-kips

T = 89.97 kips Vt = 8.75 kips Mt = 50.31 ft-kips

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 = Round

*** NOTE: Pier cross section is Round ***

SUMMARY OF ANALYSIS

Minimum area of steel required = 3.534 in2 (Rhomin = 0.0050)

Area of steel provided. = 4.418 in2 (Rhoactual = 0.0062)

Maximum steel area limit = 56.549 in2 (Rhomax = 0.0800)

(10) #6 Vertical Bars equally spaced w/ #4 Circular Ties @ 6” on center.

CIRCULAR TIE DATA

Vu < 0.85*Vc/2, shear reinforcement is not required

Use maximum tie spacing specified in ACI 318, Section 7.10.5 for compression reinforcement.

DEVELOPMENT LENGTH MODIFIERS FOR BAR DEVELOPMENT

Modifier for tension development = 0.988

Modifier for compression development = 0.139

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