Exhibit_H-_Beresford_Strain_Pole_Design_Report_May15_2026.pdf

Strain Pole Analysis Beresford Volusia County

STRUCTURAL ANALYSIS

FOR

BERESFORD AVENUE STRAIN POLE &

CABLE EVALUATION

SR 44

N. SUMMIT AVENUE

May 14, 2026

Prepared for:

TRAFFIC PLANNING & DESIGN, INC.

535 Versailles Drive Maitland, FL 32751

Prepared by:

CADJAZZ ENGINEERING CONSULTANTS

117 E. Monument Avenue

Kissimmee, Florida 34741 herb green Herb Green PE Seal

TABLE OF CONTENTS

Cover Sheet 1

Table of Contents 2

Structural Design Basis 3

Plan View Exhibit 4

General Notes, Pole Layout & Spans 5

Proposed & Design Loading & Schedule 6

Design Results – LRFD Extreme Event Loading 7

Design Results – Vector Sum Load Condition 3 8

Concrete Poles Design Program Ref. Index 641-010 9 - 10

Span Wire Assembly Section 634 Ref. 11 - 12

ATLAS DESIGN MODELS

SP1 - SP2 Pole and Cable Design

SP2 – SP3 Pole and Cable Design

SP3 – SP4 Pole and Cable Design

SP4 – SP1 Pole and Cable Design

STRUCTURAL DESIGN BASIS

Design Specifications and Criteria:

FDOT Structures Manual (2026) Analysis Program: Atlas V7.2 from U of F Bridge Software Institute Design Wind Speed = 150 mph (Volusia County) less 10 mph for 300-year (140 mph) design per FDOT Structural Manual Volume 3 (3.8.2 Basic Wind Speed).

Signals have 6” backplates Messenger Cable Diameter 1/2” Catenary Cable Diameter 7/16” Concrete Pole Type PVII Soil Design per GEC Contract 22-SQ-172SR/Newkirk Project #P-5852:

Dated: November 21, 2025 Phi Angle = 30 degrees Unit Weight = 50 p.c.f

Purpose:

Analyze and design for load resistance for the four new prestressed concrete poles and support/messenger cables.

Standard Plans Instructions Topic No. 625-010-003

Index 641-010 Concrete Poles FY 2026-27

Index 641-010 Concrete Poles

Design Criteria

AASHTO LRFD Specifications for Structural Supports for Highway Signs, Luminaires and Traffic Signals (LRFDLTS-1); Structures Manual (SM), Volume 3, FDOT Modifications to LRFDLTS-1; Structures Manual (SM)Introduction, I.6 References; FDOT Design Manual (FDM)

Design Assumptions and Limitations

See FDM 261 and Structures Manual (SM),Volume 3 for additional design criteria.

The following computer-based design program is available for use on the Structures Design Office Website:

University of Florida Bridge Software Institute ATLAS

Program v7 or higher. For Pole Types P-III through P-VIII, design poles within the following limits:

30 ft. ≤ Length (L) ≤ 65 ft.

Pole Height (H) ≤ 50 ft.

Foundations may be designed assuming a 3’-6” diameter (See Specification 641). The foundation depths for the following poles must be designed but may be no shallower than the following minimums:

Pole Types P-III through P-V 7 feet

Pole Types P-VI 8 feet

Pole Types P-VII through PVIII 9 feet Foundations are designed using the following soil criteria:

Classification:

Cohesionles s (Fine Sand) Friction Angle:

30 Degrees

Unit Weight: 50 lbs/cubic foot (assumed submerged)

For Pole Types P-II and P-III, nominal moment capacity may be estimated as:

Aps fpu M (es timat e) A f d 1 0.59 n ps pu p bdp fc

Note: Refer to LRFD Bridge Design Specifications for definition of variables.

Standard Plans Instructions Topic No. 625-010-003

Index 641-010 Concrete Poles FY 2026-27

Determine maximum loads to be placed on poles, and select the required pole type meeting the requirements of Table 641-1 (shown on the next page).

Plan Content Requirements

Complete the "Strain Pole Schedule" provided with the FDOT CAD Bar Menu, Linked Data Manager, and include in the Roadway Plans.

Signalization Plans:

See the FDM 941. Include poles in “Tabulation of Quantities”.

Table 641-1

Factored Flexural Resistance Mr = Ø Mn* at Finished Grade

H (feet) Type of Strain Pole

P-IV (kip-ft) P-V (kip-ft) P-VI (kip-ft) P-VII (kip-ft) P-VIII (kip-ft) 20 84 150 184 263 350 22 88 155 190 271 359 24 92 161 195 279 368 26 96 166 201 286 378 28 100 172 207 294 387 30 104 178 212 301 397 32 109 183 218 309 406 34 113 189 224 316 415 36 117 195 229 324 425 38 121 200 235 332 434 40 125 206 241 339 443 42 130 212 246 347 453 44 134 217 252 354 462 46 138 223 257 362 471 48 142 228 263 369 481 50 146 234 269 377 490

* Mr ≥ Mu

Payment

Item number Item Description Unit Measure

641-2-AB Prestressed Concrete Poles EA

See the BOE and Specification 641 for additional information on payment, pay item use and compensation.

POLE 1 & POLE 2 INPUT AND LRFD EXTREME LOAD CONDITION MODEL

VERSION NUMBER 7.2.0

CONTROL

TITLE = SP1_SP2.in

MODEL = TWO

NODES = 17

CLEAR = 291.16

TOPDIST = 12.00

CABLE = 2

SPEED = 140.00

ANGLE = 90.00

STATUS = CHECK

KZFAC = 1

GUST = 1.14

DIRECT = 0.85

DEADLOADFAC = 1.10

WINLOADFAC = 1.00

COEFFFLAG = 2

DRAG = 0.75

UPLIFT = 0

CUSTOMFLAG = 0

CABLES

1 3 7 S= 5.00 W= 3.333E-05 P= 0 2 2 6 T= 1.00 W= 4.333E-05 P= 1

COORDINATE

1 X= 1.2000000E+02 Y= 9.7200000E+02 Z= -8.4000000E+00 2 X= 1.2000000E+02 Y= 9.7200000E+02 Z= 2.7916000E+02 3 X= 1.2000000E+02 Y= 9.7200000E+02 Z= 3.7036227E+02 4 X= 1.4399931E+02 Y= 9.7181819E+02 Z= -8.4000000E+00 5 X= 1.7040000E+03 Y= 9.6000000E+02 Z= -1.4400000E+01 6 X= 1.7040000E+03 Y= 9.6000000E+02 Z= 2.7916000E+02 7 X= 1.7040000E+03 Y= 9.6000000E+02 Z= 3.7036227E+02 8 X= 1.7279993E+03 Y= 9.5981819E+02 Z= -1.4400000E+01 9 X= 1.0140000E+03 Y= 9.6480000E+02 C= 1

10 X= 1.0140000E+03 Y= 9.6480000E+02 Z= 2.7916000E+02 11 X= 1.0140000E+03 Y= 9.6480000E+02 Z= 2.4408000E+02 12 X= 1.1580000E+03 Y= 9.6360000E+02 C= 1 13 X= 1.1580000E+03 Y= 9.6360000E+02 Z= 2.7916000E+02 14 X= 1.1580000E+03 Y= 9.6360000E+02 Z= 2.5110000E+02 15 X= 1.3020000E+03 Y= 9.6360000E+02 C= 1 16 X= 1.3020000E+03 Y= 9.6360000E+02 Z= 2.7916000E+02 17 X= 1.3020000E+03 Y= 9.6360000E+02 Z= 2.5110000E+02

BOUNDARY

- DOF= f f f f f f

- DOF= r r r r r r

- DOF= r r r r r r

- DOF= f f f f f f 5 DOF= f f f f f f 6 DOF= r r r r r r 7 DOF= r r r r r r 8 DOF= f f f f f f 9 DOF= r r r r r r

10 DOF= r r r r r r 11 DOF= r r r r r r 12 DOF= r r r r r r 13 DOF= r r r r r r 14 DOF= r r r r r r 15 DOF= r r r r r r 16 DOF= r r r r r r 17 DOF= r r r r r r

PRIMARY

4, 1 1 A= 0.1160 E= 2.45000E+04 1 3 , 9 M= 1 C= 1 2 9, 12 M= 1 C= 1 3 12, 15 M= 1 C= 1 4 15 , 7 M= 1 C= 1

SECONDARY

4, 1 1 A= 0.1500 E= 2.45000E+04 1 2, 10 M= 1 C= 2 2 10, 13 M= 1 C= 2 3 13, 16 M= 1 C= 2 4 16 , 6 M= 1 C= 2

CONNECTORS

3, 2 1 A= 0.5966 E= 1.00000E+04 I= 2.84200E-01, 4.60000E-03 \\

J= 2.88800E-01 G= 3.75940E+03 2 A= 0.5966 E= 1.00000E+04 I= 2.84200E-01, 4.60000E-03 \\

J= 2.88800E-01 G= 3.75940E+03 1 9, 10, 3 M= 1 2 12, 13, 3 M= 2 3 15, 16, 3 M= 2

LIGHTS

3, 2 1 A= 0.5966 E= 1.00000E+04 I= 2.84200E-01, 4.60000E-03 \\

J= 2.88800E-01 G= 3.75940E+03 S= 1 B= 6 P= 1.91889E+03, 1.91889E+03 2 A= 0.5966 E= 1.00000E+04 I= 2.84200E-01, 4.60000E-03 \\

J= 2.88800E-01 G= 3.75940E+03 S= 1 B= 6 P= 1.55328E+03, 1.55328E+03 1 10, 11, 3 M= 1 2 13, 14, 3 M= 2 3 16, 17, 3 M= 2

BEAM

4, 1

1 S= 1 T= NVII X= PVII FC= 6000.0

1 1, 2, 4 M= 1 2 2, 3, 4 M= 1 3 5, 6, 8 M= 1 4 6, 7, 8 M= 1

SIGNS

9 F= 0.00000E+00, 0.00000E+00, -8.74720E-02 12 F= 0.00000E+00, 0.00000E+00, -6.33694E-02 15 F= 0.00000E+00, 0.00000E+00, -6.82737E-02

WIND

9 F= 0.00000E+00, 8.45323E-02, 0.00000E+00 10 F= 0.00000E+00, 9.63801E-02, 0.00000E+00 12 F= 0.00000E+00, 2.34430E-02, 0.00000E+00 13 F= 0.00000E+00, 2.67413E-02, 0.00000E+00 15 F= 0.00000E+00, 4.45550E-02, 0.00000E+00 16 F= 0.00000E+00, 5.06970E-02, 0.00000E+00

LOADS

3 F= 0.00000E+00, 0.00000E+00, -1.49208E-02 7 F= 0.00000E+00, 0.00000E+00, -6.72708E-03 9 F= 0.00000E+00, 0.00000E+00, -1.91746E-02

10 F= 0.00000E+00, 0.00000E+00, -1.85288E-03 11 F= 0.00000E+00, 0.00000E+00, -6.64445E-02 12 F= 0.00000E+00, 0.00000E+00, -6.81477E-03 13 F= 0.00000E+00, 0.00000E+00, -2.01107E-03 14 F= 0.00000E+00, 0.00000E+00, -5.45436E-02 15 F= 0.00000E+00, 0.00000E+00, -1.14300E-02 16 F= 0.00000E+00, 0.00000E+00, -2.30016E-03 17 F= 0.00000E+00, 0.00000E+00, -5.45436E-02

GENERATE

CLEAR=17.50 VELOCITY=140.0 ANGLE=90.0 STAT=2 SAG=0.050 DIFF=1.00 TOPDIST=1.00

SYSTEM

MODEL TYPE= TWO - POINT

POLES

M=1 S=1 TYPE=NVII XTYPE=PVII FC=6000.0

P=1 X=10.0 Y=81.0 Z=-0.70 M=1 P=2 X=142.0 Y=80.0 Z=-1.20 M=1

WIRES

M=1 D=7,8 E=24500,24500 T=1.00

W=1 POLES=1,2 M=1

SIGNAL

M=1 R=3.00 S=1 D=12 E=W6 L=AL G=3

M=2 R=3.00 S=1 D=12 E=W6 L=AL G=4

S=1 X=84.5 Y=80.4 M=2 C=1 S=2 X=96.5 Y=80.3 M=1 C=1 S=3 X=108.5 Y=80.3 M=1 C=1

GRIDDIM

G=200 D=10

DESIGN

S=2 F=0.00 W=0.600 G=50.00 P=30.00 WR=0.500

| Analysis of Traffic Lights And Signs | | Version 7.2.0 | | Developed by : | | Bridge Software Institute | | No warranty, expressed or implied, is made by the Florida | | Department of Transportation or the University of Florida | | as to the accuracy and functioning of any programs or the | | results they produce,nor shall the fact of distribution | | constitute any such warranty, and no responsibility is | | assumed by the Florida Department of Transportation or | | the University of Florida in any connection therewith. | | Department of Civil Engineering | | University of Florida | | Gainesville, Fl 32611 |

*** NOTE - Pole convergence increased to 2.0*default for wind speeds > 85 mph:

Tolerance = 0.200000

Input Data File = C:\Users\Lisa G\OneDrive\Documents\Signal Design\VC STRAIN POLE\SP1_SP2.in

ATLAS EXECUTION STATUS

1.Check the Model for Adequacy

CONTROL DATA (More Information found in ATLAS HELP)

2.Problem Title

SP1_SP2.IN

3. Structural Parameters :

Number of Nodes = 17 Number of Cables = 2 Lowest Point of Catenary = 24.26 ft

4.Wind Data :

Wind Speed (Miles per Hour) = 140.00 Wind Direction (Angle from +ve X axis) = 90.0

5.Nonlinear iteration Parameters :

Number of Iterations (Shape Finder) = 200 Number of Iterations (Gravity Solution) = 200 Number of Iterations (Wind Solution) = 200 Number of Loops for Shape Calculation = 5 Number of Cycles (Shape-Stiffness Iteration) = 1800 Force Tolerance for Gravity Solution (%) = 5.00 Force Tolerance for Wind Solution (%) = 5.00 Pole Displacement Tolerance = 0.200000

ECHO OF NODAL POINT INPUT DATA

Nodal Point Coordinates Boundary Conditions

Node X (in)

Y (in)

Z (in)

Tx Ty Tz Rx Ry Rz

1 120.000 972.000 -8.400 F F F F F F 2 120.000 972.000 279.160 R R R R R R 3 120.000 972.000 370.362 R R R R R R 4 143.999 971.818 -8.400 F F F F F F 5 1704.000 960.000 -14.400 F F F F F F 6 1704.000 960.000 279.160 R R R R R R 7 1704.000 960.000 370.362 R R R R R R 8 1727.999 959.818 -14.400 F F F F F F 9 1014.000 964.800 292.474 R R R R R R

10 1014.000 964.800 279.160 R R R R R R 11 1014.000 964.800 244.080 R R R R R R 12 1158.000 963.600 298.801 R R R R R R 13 1158.000 963.600 279.160 R R R R R R 14 1158.000 963.600 251.100 R R R R R R 15 1302.000 963.600 310.365 R R R R R R 16 1302.000 963.600 279.160 R R R R R R 17 1302.000 963.600 251.100 R R R R R R

ECHO OF ELEMENT INPUT DATA

- Pole/Beam Element Data

Number of Property Sets = 1

Property Set = 1 Pole type = PVII Concrete Strength, F`c (psi) = 6000.00

NOTE : The properties used in the analysis were obtained at the effective heights of the poles and are provided below. For more information refer to the report that accompanies the program.

Pole/Beam Connectivity and Properties Used

Mem Nodes

I J K Mat Area E Properties

I33 I22 J G in^2 ksi in^4 in^4 in^4 ksi

1 1 2 4 1 222.43 4415.20 8537.91 8537.91 17075.83 1698.15 2 2 3 4 1 176.55 4415.20 4142.91 4142.91 8285.83 1698.15 3 5 6 8 1 223.12 4415.20 8640.21 8640.21 17280.42 1698.15 4 6 7 8 1 176.55 4415.20 4142.91 4142.91 8285.83 1698.15

- Primary Cable Element Data

Primary Cable Connectivity and Properties

Nodes Properties

- Secondary Cable Element Data

Secondary Cable Connectivity and Properties

Mem I J Mat Cable Area E

Mem I J Mat Cable Area in^2

E ksi

1 3 9 1 1 0.1160 24500.0 2 9 12 1 1 0.1160 24500.0 3 12 15 1 1 0.1160 24500.0 4 15 7 1 1 0.1160 24500.0 in^2 ksi

1 2 10 1 2 0.1500 24500.0 2 10 13 1 2 0.1500 24500.0 3 13 16 1 2 0.1500 24500.0 4 16 6 1 2 0.1500 24500.0

- Connector Element Data

Number of Property Sets = 2

Connector Connectivity and Properties

Nodes Properties Mem I J K Mat Area in^2 E ksi I33 in^4 I22 in^4

J in^4

G ksi

1 9 10 3 1 0.5966 10000.0 0.2842 0.0046 0.2888 3759.4 2 12 13 3 2 0.5966 10000.0 0.2842 0.0046 0.2888 3759.4 3 15 16 3 2 0.5966 10000.0 0.2842 0.0046 0.2888 3759.4

- Light Element Data

Property Line = 1 Projected area on X-Z plane = 1918.89 in^2 Projected area on Y-Z plane = 1918.89 in^2

Property Line = 2 Projected area on X-Z plane = 1553.28 in^2 Projected area on Y-Z plane = 1553.28 in^2

Light Connectivity and Properties

Nodes Properties Mem I J K Mat Area in^2 E ksi I33 in^4 I22 in^4

J in^4

G ksi

1 10 11 3 1 0.5966 10000.0 0.2842 0.0046 0.2888 3759.4 2 13 14 3 2 0.5966 10000.0 0.2842 0.0046 0.2888 3759.4 3 16 17 3 2 0.5966 10000.0 0.2842 0.0046 0.2888 3759.4

- Wind Load Factors

Directionality Factor = 0.85 Drag Coefficient = 0.60 for signals with backplate

= 0.70 for signals without backplate Uplift Coefficient = 0.00

CONCENTRATED APPLIED LOADS

- Sign/Cable/Light weights (Kips)

Node X Y Z

3 0.00000 0.00000 -0.01492 7 0.00000 0.00000 -0.00673 9 0.00000 0.00000 -0.01917

10 0.00000 0.00000 -0.00185 11 0.00000 0.00000 -0.06644 12 0.00000 0.00000 -0.00681 13 0.00000 0.00000 -0.00201 14 0.00000 0.00000 -0.05454 15 0.00000 0.00000 -0.01143 16 0.00000 0.00000 -0.00230 17 0.00000 0.00000 -0.05454

- Wind loads on Cables

NOTE : The wind forces on the cables are applied as shown below. The wind forces on the lights and signs are calculated during the analysis. For more information, refer to Atlas Help Manual.

Node X Y Z XX YY ZZ

9 0.00000 0.08453 0.00000 0.00000 0.00000 0.00000 10 0.00000 0.09638 0.00000 0.00000 0.00000 0.00000 12 0.00000 0.02344 0.00000 0.00000 0.00000 0.00000 13 0.00000 0.02674 0.00000 0.00000 0.00000 0.00000 15 0.00000 0.04455 0.00000 0.00000 0.00000 0.00000 16 0.00000 0.05070 0.00000 0.00000 0.00000 0.00000

D

E

S I G N

S E C T

I

O

N

Units: Kips, Feet |

- CABLE DESIGN

A resistance factor is used in the calculation of factored cable resistance, which is given below:

Wire resistance factor = 0.50

Cable Number = 1

* Catenary Cable *

Starting Node = 3 Ending Node = 7 Cable Tension (k) = 1.839 Cable Sag (%) = 4.626 Cable Diameter (in) = 0.438 Cable Area (sq. in) = 0.116 Cable Weight (lb/in) = 0.033 Factored Cable Resistance (k) = 9.000

Cable Size is Adequate for current Tensile Force Load Combination 2: 1.10*(DL) controls

+ 1.00*(WL)

Cable Number = 2

* Messenger Cable *

Starting Node = 2 Ending Node = 6 Cable Tension (k)

6.817

Cable Diameter (in) = 0.500 Cable Area (sq. in) = 0.150 Cable Weight (lb/in) = 0.043 Factored Cable Resistance (k) = 12.500

Load Combination 2: 1.10*(DL) + 1.00*(WL) controls

- POLE DESIGN

Load Combination 2 (LRFD Extreme Event I): 1.10*(DL) + 1.00*(WL) is used for design of this pole

Pole Number = 1 Pole Node Numbers = 1 2 3 Input Pole Type = PVII Input Wind Speed (mph) = 140.000 Input Wind Angle (deg) = 90.000 Applied Wind Angle (deg) = 90.000

Resultant Base Shear (kips) = 8.407

Resultant Base Moment (kip-ft) = 215.219 Resultant Base Moment Angle (deg) = 0.434 Pole Strong Axis Angle (deg) = 0.434 Biaxial Moment Reduction Factor = 1.000 Required Pole Phi * Mn (kip-ft) = 215.219

Input Pole Capacity (kip-ft) = 310.970

Required Embedment Length (ft) = 12.691 Minimum Embedment Length (ft) = 9.000 (= 0.000 if custom pole, and requires separate check) Pole Height Above Ground (ft) = 32.564

The Pole specified in the INPUT is adequate to support the base moment.

Pole Number = 2 Pole Node Numbers = 5 6 7 Input Pole Type = PVII Input Wind Speed (mph) = 140.000 Input Wind Angle (deg) = 90.000

Resultant Base Shear (kips) = 8.472

Resultant Base Moment (kip-ft) = 219.126 Resultant Base Moment Angle (deg) = 0.434 Pole Strong Axis Angle (deg) = 0.434 Biaxial Moment Reduction Factor = 1.000 Required Pole Phi * Mn (kip-ft) = 219.126

Input Pole Capacity (kip-ft) = 312.862

Required Embedment Length (ft) = 12.760 Minimum Embedment Length (ft) = 9.000

Pole Height Above Ground (ft) = 33.064

| L O A D C O M B I N A T I O N 1 | | [DL] only |

| Units: Kips, Inches |

Final Coordinates

Node X Y Z

1 120.0000 972.0000 -8.4000 2 120.4806 971.9964 279.1600 3 120.7350 971.9944 370.3622 4 143.9993 971.8182 -8.4000 5 1704.0000 960.0000 -14.4000 6 1703.4969 960.0038 279.1600 7 1703.2366 960.0058 370.3622 8 1727.9993 959.8182 -14.4000 9 1015.1449 965.2186 291.1623

10 1015.1449 965.2186 279.1622 11 1015.1451 965.2186 244.0818 12 1159.2976 964.1265 292.8764 13 1159.2977 964.1265 279.1615 14 1159.2979 964.1265 251.1013 15 1303.2191 963.0362 305.0574 16 1303.2196 963.0362 279.1648 17 1303.2201 963.0362 251.1046

Dead Load Applied to the Structure

Node Fx Fy Fz Mom-X Mom-Y Mom-Z

1 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 2 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 3 0.0000 0.0000 -0.0149 0.0000 0.0000 0.0000 4 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 5 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 6 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 7 0.0000 0.0000 -0.0067 0.0000 0.0000 0.0000 8 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 9 0.0000 0.0000 -0.0192 0.0000 0.0000 0.0000

10 0.0000 0.0000 -0.0019 0.0000 0.0000 0.0000 11 0.0000 0.0000 -0.0664 0.0000 0.0000 0.0000 12 0.0000 0.0000 -0.0068 0.0000 0.0000 0.0000 13 0.0000 0.0000 -0.0020 0.0000 0.0000 0.0000 14 0.0000 0.0000 -0.0545 0.0000 0.0000 0.0000 15 0.0000 0.0000 -0.0114 0.0000 0.0000 0.0000 16 0.0000 0.0000 -0.0023 0.0000 0.0000 0.0000 17 0.0000 0.0000 -0.0545 0.0000 0.0000 0.0000

Final Displacements

Node Tx Ty Tz Rot-X Rot-Y Rot-Z

2 0.4806 -0.0036 -0.0000 0.0000 0.0027 0.0000 3 0.7350 -0.0056 -0.0000 0.0000 0.0029 0.0000 4 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 5 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 6 -0.5031 0.0038 -0.0000 -0.0000 -0.0027 0.0000 7 -0.7634 0.0058 -0.0001 -0.0000 -0.0029 0.0000 8 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 9 0.0001 -0.0000 0.0023 -0.0000 -0.0000 -0.0000

10 0.0001 -0.0000 0.0022 -0.0000 -0.0000 0.0000 11 0.0003 -0.0000 0.0018 -0.0000 -0.0000 0.0000 12 -0.0001 0.0000 0.0016 -0.0000 -0.0000 0.0000 13 0.0000 -0.0000 0.0015 -0.0000 -0.0000 0.0000 14 0.0002 -0.0000 0.0013 -0.0000 -0.0000 0.0000 15 -0.0006 0.0000 0.0051 -0.0000 -0.0000 -0.0000 16 -0.0001 0.0000 0.0048 -0.0000 -0.0000 0.0000 17 0.0004 -0.0000 0.0046 -0.0000 -0.0000 -0.0000

- Frame Member Forces

Member # 1 Node I Node J

Axial Force = 0.0920 -0.0920 Shear Xm - Ym = -1.8712 1.8712 Shear Xm - Zm = 0.0000 -0.0000 Torsion = 0.0000 0.0000 Moment About Ym = -0.0001 0.0000

Moment About Zm = -617.5154 79.4359

Unit conversion:

Pole Absolute Resultant Moment

51.8836

(ft-kips)

Member # 2 Node I

Node J

Axial Force = 0.0920 -0.0920

Shear Xm - Ym = -0.8710 0.8710 Shear Xm - Zm = 0.0000 -0.0000 Torsion = 0.0000 0.0000 Moment About Ym = -0.0000 0.0000 Moment About Zm = -79.4359 -0.0000

Pole Absolute Resultant Moment = 6.6197 (ft-kips)

Member # 3

Axial Force = 0.1487 -0.1487

Shear Xm - Ym = 1.8704 -1.8704

Shear Xm - Zm = -0.0000 0.0000

Torsion = 0.0000 0.0000

Moment About Ym = 0.0001 -0.0000

Moment About Zm = 628.4139 -79.3340

52.7835

Member # 4

Axial Force = 0.1487 -0.1487

Shear Xm - Ym = 0.8699 -0.8699 Shear Xm - Zm = -0.0000 0.0000 Torsion = 0.0000 0.0000 Moment About Ym = 0.0000 0.0000 Moment About Zm = 79.3340 0.0000

Pole Absolute Resultant Moment = 6.6112 (ft-kips)

- Primary (Catenary) Cable Forces Primary Cable Reactions on Poles

Member Force Stress Node Fx Fy Fz

1 0.8750 7.5431 3 0.8715 -0.0066 -0.0772 2 0.8715 7.5133

3 0.8746 7.5396

4 0.8830 7.6120 7 -0.8714 0.0066 -0.1423

- Secondary (Messenger) Cable Forces Secondary Cable Reactions on Poles

1 1.0000 6.6667 2 0.9999 -0.0076 0.0000 2 1.0000 6.6667

3 1.0000 6.6667

4 1.0000 6.6667 6 -1.0000 0.0076 0.0000

- Light Member Forces

Axial Force = -0.0664 0.0664 Shear Xm - Ym = -0.0000 0.0000 Shear Xm - Zm = 0.0000 -0.0000 Torsion = 0.0000 -0.0000 Moment About Ym = -0.0000 -0.0000 Moment About Zm = -0.0000 -0.0000

Axial Force = -0.0545 0.0545 Shear Xm - Ym = -0.0000 0.0000 Shear Xm - Zm = 0.0000 -0.0000 Torsion = -0.0000 0.0000 Moment About Ym = -0.0000 -0.0000 Moment About Zm = -0.0000 -0.0000

Shear Xm - Ym = 0.0000 -0.0000 Shear Xm - Zm = -0.0000 0.0000 Torsion = 0.0000 -0.0000 Moment About Ym = 0.0000 0.0000 Moment About Zm = 0.0000 -0.0000

- Hanger (Connector) Member Forces

Axial Force = -0.0683 0.0683 Shear Xm - Ym = 0.0000 -0.0000 Shear Xm - Zm = -0.0000 0.0000 Torsion = 0.0000 -0.0000 Moment About Ym = 0.0000 0.0000 Moment About Zm = -0.0000 0.0000

Axial Force = -0.0565 0.0565

Shear Xm - Ym = -0.0000 0.0000 Shear Xm - Zm = -0.0000 0.0000 Torsion = 0.0000 -0.0000 Moment About Ym = 0.0000 0.0000 Moment About Zm = -0.0000 -0.0000

Member # 3

Node I Node J

Axial Force = -0.0569 0.0569 Shear Xm - Ym = -0.0000 0.0000 Shear Xm - Zm = 0.0000 -0.0000 Torsion = -0.0000 0.0000 Moment About Ym = -0.0000 -0.0000

Moment About Zm = -0.0000 -0.0000

| L O A D C O M B I N A T I O N 2 | | Dead Load Factor * [DL] + Wind Load Factor * [WL] |

| 1.10 * [DL] + 1.00 * [WL] |

| Units: Kips, Inches |

Wind Velocity Input (mph) = 140.000 Wind Angle Input (deg) = 90.000 Wind Angle Applied (deg) = 90.000

Final Coordinates

1 120.0000 972.0000 -8.4000 2 121.9460 972.0940 279.1600 3 122.9257 972.1409 370.3622 4 143.9993 971.8182 -8.4000 5 1704.0000 960.0000 -14.4000 6 1701.9797 960.2181 279.1600 7 1700.9893 960.3228 370.3622 8 1727.9993 959.8182 -14.4000 9 1016.1456 1006.7941 288.9351

10 1016.3240 1018.7909 288.7098 11 1016.6365 1053.4347 259.8571 12 1160.2990 1002.6989 289.2043 13 1160.6828 1016.3974 288.6480 14 1161.2341 1043.9846 276.1373 15 1303.4817 985.7954 298.5853 16 1304.6562 1009.3124 287.8155 17 1306.8186 1044.5427 297.4589

Factored Loads Applied to the Structure

2 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 3 0.0000 0.0000 -0.0164 0.0000 0.0000 0.0000 4 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 5 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 6 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 7 0.0000 0.0000 -0.0074 0.0000 0.0000 0.0000 8 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 9 0.0000 0.0845 -0.0211 0.0000 0.0000 0.0000

10 0.0000 0.0964 -0.0020 0.0000 0.0000 0.0000 11 -0.0000 0.3887 -0.0731 0.0000 0.0000 0.0000 12 0.0000 0.0234 -0.0075 0.0000 0.0000 0.0000 13 0.0000 0.0267 -0.0022 0.0000 0.0000 0.0000 14 -0.0000 0.3147 -0.0600 0.0000 0.0000 0.0000 15 0.0000 0.0446 -0.0126 0.0000 0.0000 0.0000 16 0.0000 0.0507 -0.0025 0.0000 0.0000 0.0000 17 -0.0000 0.3147 -0.0600 0.0000 0.0000 0.0000

2 1.9460 0.0940 -0.0000 -0.0005 0.0105 0.0000 3 2.9257 0.1409 -0.0001 -0.0005 0.0109 0.0000 4 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 5 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 6 -2.0203 0.2181 -0.0000 -0.0011 -0.0106 0.0000 7 -3.0107 0.3228 -0.0001 -0.0012 -0.0110 0.0000 8 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 9 1.0008 41.5755 -2.2249 1.6538 -0.8401 0.0000

10 1.1792 53.5723 9.5498 1.3465 -0.8378 0.0022 11 1.4917 88.2161 15.7771 0.4481 -0.8311 0.0088 12 1.0013 38.5723 -3.6704 1.5965 -0.6641 0.0000 13 1.3851 52.2709 9.4880 1.3967 -0.6626 0.0041 14 1.9364 79.8580 25.0373 0.9881 -0.6595 0.0123 15 0.2620 22.7592 -6.4669 0.9408 -0.0905 0.0000 16 1.4365 46.2762 8.6555 1.5420 -0.0950 -0.0230 17 3.5989 81.5065 46.3589 2.1936 -0.0999 -0.0480

- Frame (Pole) Member Forces

Member # 1 Node I Node J

Axial Force = 0.1119 -0.1119 Shear Xm - Ym = -8.3869 8.3869 Shear Xm - Zm = -0.4772 0.4772 Torsion = 0.0000 0.0000

Moment About Ym = 144.9205 -7.6854

Moment About Zm = -2577.4371 165.6864

Unit conversion :

215.1257

Axial Force = 0.1821 -0.1821

Shear Xm - Ym = -1.8167 1.8167 Shear Xm - Zm = -0.0843 0.0843 Torsion = 0.0000 0.0000

Moment About Ym = 7.6854 -0.0000

Moment About Zm = -165.6864 -0.0000

13.8220

Axial Force = 0.1563 -0.1563

Shear Xm - Ym = 8.3834 -8.3834 Shear Xm - Zm = -0.8741 0.8741 Torsion = 0.0000 0.0000

Moment About Ym = 265.0517 -8.4380

Moment About Zm = 2610.4251 -149.4039

218.6539

Axial Force = 0.3031 -0.3031

Shear Xm - Ym = 1.6382 -1.6382 Shear Xm - Zm = -0.0925 0.0925 Torsion = 0.0000 0.0000 Moment About Ym = 8.4380 -0.0000

Moment About Zm = 149.4039 -0.0000

Pole Absolute Resultant Moment = 12.4702 (ft-kips)

- Primary (Catenary) Cable Forces Primary Cable Forces on Poles

1 1.8395 15.8577 3 1.8305 0.0710 -0.1669 2 1.7583 15.1580

3 1.6850 14.5255

4 1.6542 14.2605 7 -1.6247 0.1041 -0.2934

- Secondary (Messenger) Cable Forces Secondary Cable Forces on Poles

1 6.5677 43.7846 2 6.5584 0.3424 0.0700 2 6.6322 44.2145

3 6.7274 44.8493

4 6.8174 45.4495 6 -6.7644 0.8358 0.1474

Rotation Angle in Y-Z Plane (Degrees) = 50.21 Rotation Angle in X-Z Plane (Degrees) = 0.62

Member # 2

Rotation Angle in Y-Z Plane (Degrees) = 65.61 Rotation Angle in X-Z Plane (Degrees) = 2.52

Member # 3

Rotation Angle in Y-Z Plane (Degrees) = 74.69 Rotation Angle in X-Z Plane (Degrees) = 12.64

- Hanger (Connector)

Member Forces

Axial Force = -0.1158 0.1158 Shear Xm - Ym = -0.0089 0.0089 Shear Xm - Zm = -24.6172 24.6172 Torsion = -9.2165 9.2165

Moment About Ym = 79.0377 216.3750 Moment About Zm = -0.0612 -0.0455

Axial Force = -0.2160 0.2160 Shear Xm - Ym = -0.0030 0.0030 Shear Xm - Zm = -7.2484 7.2484 Torsion = -1.8555 1.8555 Moment About Ym = 8.5948 90.8193 Moment About Zm = -0.0241 -0.0177

Axial Force = -0.0227 0.0227 Shear Xm - Ym = 0.0004 -0.0004 Shear Xm - Zm = 5.0902 -5.0902 Torsion = -0.2956 0.2956 Moment About Ym = 0.1389 -131.9358 Moment About Zm = -0.0006 0.0114

POLE 1 & 2 DESIGN LOAD CONDITION 3

| Analysis of Traffic Lights And Signs | | Version 7.2.0 | | Developed by : | | Bridge Software Institute | | No warranty, expressed or implied, is made by the Florida | | Department of Transportation or the University of Florida | | as to the accuracy and functioning of any programs or the | | results they produce,nor shall the fact of distribution | | constitute any such warranty, and no responsibility is | | assumed by the Florida Department of Transportation or | | the University of Florida in any connection therewith. |

| Department of Civil Engineering | | University of Florida | | Gainesville, Fl 32611 |

POLE\SP1_SP2.in

- Check the Model for Adequacy

- Problem Title

SP1_SP2.IN

- Structural Parameters :

Number of Nodes = 17 Number of Cables = 2 Lowest Point of Catenary = 24.26 ft

- Wind Data :

Wind Speed (Miles per Hour) = 140.00 Wind Direction (Angle from +ve X axis) = 90.0

- Nonlinear iteration Parameters :

Number of Iterations (Shape Finder) = 200 Number of Iterations (Gravity Solution) = 200 Number of Iterations (Wind Solution) = 200 Number of Loops for Shape Calculation = 5 Number of Cycles (Shape-Stiffness Iteration) = 1800 Force Tolerance for Gravity Solution (%) = 5.00

Y (in)

Z (in)

Tx Ty Tz Rx Ry Rz

1 120.000 972.000 -8.400 F F F F F F 2 120.000 972.000 279.160 R R R R R R 3 120.000 972.000 370.362 R R R R R R 4 143.999 971.818 -8.400 F F F F F F 5 1704.000 960.000 -14.400 F F F F F F 6 1704.000 960.000 279.160 R R R R R R 7 1704.000 960.000 370.362 R R R R R R 8 1727.999 959.818 -14.400 F F F F F F 9 1014.000 964.800 292.474 R R R R R R

10 1014.000 964.800 279.160 R R R R R R 11 1014.000 964.800 244.080 R R R R R R 12 1158.000 963.600 298.801 R R R R R R 13 1158.000 963.600 279.160 R R R R R R 14 1158.000 963.600 251.100 R R R R R R 15 1302.000 963.600 310.365 R R R R R R 16 1302.000 963.600 279.160 R R R R R R 17 1302.000 963.600 251.100 R R R R R R

1. Pole/Beam Element Data

Pole type = PVII Concrete Strength, F`c (psi) = 6000.00

NOTE : The properties used in the analysis were obtained at the effective heights of the poles and are provided below. For more information refer to the

I J K Mat Area E Properties

I33 I22 J G in^2 ksi in^4 in^4 in^4 ksi

1 1 2 4 1 222.43 4415.20 8537.91 8537.91 17075.83 1698.15 2 2 3 4 1 176.55 4415.20 4142.91 4142.91 8285.83 1698.15 3 5 6 8 1 223.12 4415.20 8640.21 8640.21 17280.42 1698.15 4 6 7 8 1 176.55 4415.20 4142.91 4142.91 8285.83 1698.15

2. Primary Cable Element Data

3. Secondary Cable Element Data

Mem I J Mat Cable Area in^2

E ksi

1 3 9 1 1 0.1500 24500.0 2 9 12 1 1 0.1500 24500.0 3 12 15 1 1 0.1500 24500.0 4 15 7 1 1 0.1500 24500.0 in^2 ksi

1 2 10 1 2 0.1500 24500.0 2 10 13 1 2 0.1500 24500.0 3 13 16 1 2 0.1500 24500.0 4 16 6 1 2 0.1500 24500.0

4. Connector Element Data

Nodes Properties Mem I J K Mat Area in^2 E ksi I33 in^4 I22 in^4

J in^4

G ksi

1 9 10 3 1 0.5966 10000.0 0.2842 0.0046 0.2888 3759.4 2 12 13 3 2 0.5966 10000.0 0.2842 0.0046 0.2888 3759.4 3 15 16 3 2 0.5966 10000.0 0.2842 0.0046 0.2888 3759.4

5. Light Element Data

Projected area on X-Z plane = 1918.89 in^2 Projected area on Y-Z plane = 1918.89 in^2

Property Line = 2 Projected area on X-Z plane = 1553.28 in^2 Projected area on Y-Z plane = 1553.28 in^2

Light Connectivity and Properties

Nodes Properties Mem I J K Mat Area in^2 E ksi I33 in^4 I22 in^4

J in^4

G ksi

1 10 11 3 1 0.5966 10000.0 0.2842 0.0046 0.2888 3759.4 2 13 14 3 2 0.5966 10000.0 0.2842 0.0046 0.2888 3759.4 3 16 17 3 2 0.5966 10000.0 0.2842 0.0046 0.2888 3759.4

6. Wind Load Factors

Directionality Factor = 0.85 Drag Coefficient = 0.60 for signals with backplate

3 0.00000 0.00000 -0.01940 7 0.00000 0.00000 -0.00875 9 0.00000 0.00000 -0.02437

10 0.00000 0.00000 -0.00185 11 0.00000 0.00000 -0.06644 12 0.00000 0.00000 -0.00826 13 0.00000 0.00000 -0.00201 14 0.00000 0.00000 -0.05454 15 0.00000 0.00000 -0.01417 16 0.00000 0.00000 -0.00230 17 0.00000 0.00000 -0.05454

9 0.00000 0.09650 0.00000 0.00000 0.00000 0.00000 10 0.00000 0.09638 0.00000 0.00000 0.00000 0.00000 12 0.00000 0.02676 0.00000 0.00000 0.00000 0.00000 13 0.00000 0.02674 0.00000 0.00000 0.00000 0.00000 15 0.00000 0.05086 0.00000 0.00000 0.00000 0.00000 16 0.00000 0.05070 0.00000 0.00000 0.00000 0.00000

D

E

S I G N

S E C T

I

O

N

Units: Kips, Feet |

Cable Number = 1

* Catenary Cable *

Starting Node = 3 Ending Node = 7 Cable Tension (k) = 1.854 Cable Sag (%) = 4.650 Cable Diameter (in) = 0.500 Cable Area (sq. in) = 0.150

Load Combination 2: 1.00*(DL) controls

+ 1.00*(WL)

Cable Number = 2

* Messenger Cable *

Starting Node = 2

6.900

Cable Area (sq. in) = 0.150

Load Combination 2: 1.00*(DL) + 1.00*(WL)

Load Combination 2: 1.00*(DL) + 1.00*(WL) is used for design of this pole

Pole Number = 1 Pole Node Numbers = 1 2 3 Input Pole Type = PVII Input Wind Speed (mph) = 140.000 Input Wind Angle (deg) = 90.000

Resultant Base Shear (kips) = 8.494

Resultant Base Moment (kip-ft) = 217.399 Resultant Base Moment Angle (deg) = 0.434 Pole Strong Axis Angle (deg) = 0.434 Biaxial Moment Reduction Factor = 1.000 Required Pole Phi * Mn (kip-ft) = 217.399

Input Pole Capacity (kip-ft) = 310.970

Required Embedment Length (ft) = 12.739 Minimum Embedment Length (ft) = 9.000

Pole Height Above Ground (ft) = 32.564

Load Combination 2: 1.00*(DL) +

1.00*(WL) is used

Pole Number = 2 Pole Node Numbers = 5 6 7 Input Pole Type = PVII Input Wind Speed (mph) = 140.000 Input Wind Angle (deg) = 90.000 Applied Wind Angle (deg) = 90.000

Resultant Base Shear (kips) = 8.559

Resultant Base Moment (kip-ft) = 221.298 Resultant Base Moment Angle (deg) = 0.434

Pole Strong Axis Angle (deg) = 0.434 Biaxial Moment Reduction Factor = 1.000 Required Pole Phi * Mn (kip-ft) = 221.298

Input Pole Capacity (kip-ft) = 312.862

Required Embedment Length (ft) = 12.808 Minimum Embedment Length (ft) = 9.000

Pole Height Above Ground (ft) = 33.064

| L O A D C O M B I N A T I O N 1 | | [DL] only |

| Units: Kips, Inches |

Final Coordinates

Node X Y Z

1 120.0000 972.0000 -8.4000 2 120.4926 971.9963 279.1600 3 120.7540 971.9943 370.3622 4 143.9993 971.8182 -8.4000 5 1704.0000 960.0000 -14.4000 6 1703.4844 960.0039 279.1600 7 1703.2170 960.0059 370.3622 8 1727.9993 959.8182 -14.4000 9 1015.1132 965.2188 291.1620

10 1015.1133 965.2188 279.1618 11 1015.1133 965.2188 244.0815 12 1159.2561 964.1268 293.0783 13 1159.2562 964.1268 279.1611 14 1159.2564 964.1268 251.1009 15 1303.1745 963.0366 305.2408 16 1303.1751 963.0366 279.1647 17 1303.1757 963.0365 251.1044

2 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 3 0.0000 0.0000 -0.0194 0.0000 0.0000 0.0000 4 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 5 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 6 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 7 0.0000 0.0000 -0.0087 0.0000 0.0000 0.0000 8 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 9 0.0000 0.0000 -0.0244 0.0000 0.0000 0.0000

10 0.0000 0.0000 -0.0019 0.0000 0.0000 0.0000 11 0.0000 0.0000 -0.0664 0.0000 0.0000 0.0000 12 0.0000 0.0000 -0.0083 0.0000 0.0000 0.0000 13 0.0000 0.0000 -0.0020 0.0000 0.0000 0.0000 14 0.0000 0.0000 -0.0545 0.0000 0.0000 0.0000 15 0.0000 0.0000 -0.0142 0.0000 0.0000 0.0000 16 0.0000 0.0000 -0.0023 0.0000 0.0000 0.0000 17 0.0000 0.0000 -0.0545 0.0000 0.0000 0.0000

2 0.4926 -0.0037 -0.0000 0.0000 0.0027 0.0000 3 0.7540 -0.0057 -0.0000 0.0000 0.0029 0.0000 4 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 5 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 6 -0.5156 0.0039 -0.0000 -0.0000 -0.0028 0.0000 7 -0.7830 0.0059 -0.0001 -0.0000 -0.0030 0.0000 8 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 9 0.0001 -0.0000 0.0020 -0.0000 -0.0000 0.0000

10 0.0001 -0.0000 0.0018 -0.0000 -0.0000 0.0000 11 0.0002 -0.0000 0.0015 -0.0000 -0.0000 0.0000 12 -0.0001 0.0000 0.0013 -0.0000 -0.0000 0.0000 13 0.0000 -0.0000 0.0011 -0.0000 -0.0000 0.0000 14 0.0003 -0.0000 0.0009 -0.0000 -0.0000 -0.0000 15 -0.0007 0.0000 0.0049 -0.0000 -0.0000 0.0000 16 -0.0001 0.0000 0.0047 -0.0000 -0.0000 -0.0000 17 0.0005 -0.0000 0.0044 -0.0000 -0.0000 0.0000

Axial Force = 0.1000 -0.1000 Shear Xm - Ym = -1.9102 1.9102 Shear Xm - Zm = 0.0000 -0.0000 Torsion = 0.0000 0.0000 Moment About Ym = -0.0001 0.0000

Moment About Zm = -632.2804 82.9907

53.1420

Axial Force = 0.1000 -0.1000

Shear Xm - Ym = -0.9100 0.9100 Shear Xm - Zm = 0.0000 -0.0000 Torsion = 0.0000 0.0000 Moment About Ym = -0.0000 -0.0000 Moment About Zm = -82.9907 0.0000

Pole Absolute Resultant Moment = 6.9159 (ft-kips)

Axial Force = 0.1567 -0.1567

Shear Xm - Ym = 1.9093 -1.9093

Shear Xm - Zm = -0.0000 0.0000

Torsion = 0.0000 0.0000

Moment About Ym = 0.0001 -0.0000

Moment About Zm = 643.3644 -82.8791

54.0567

Axial Force = 0.1567 -0.1567

Shear Xm - Ym = 0.9087 -0.9087 Shear Xm - Zm = -0.0000 0.0000 Torsion = 0.0000 0.0000

Moment About Zm = 82.8791 0.0000

Pole Absolute Resultant Moment = 6.9066 (ft-kips)

1 0.9142 6.0949 3 0.9106 -0.0069 -0.0806 2 0.9106 6.0705

3 0.9137 6.0915

4 0.9225 6.1497 7 -0.9104 0.0069 -0.1482

1 1.0000 6.6667 2 0.9999 -0.0076 0.0000 2 1.0000 6.6667

3 1.0000 6.6667

4 1.0000 6.6667 6 -1.0000 0.0076 0.0000

Axial Force = -0.0664 0.0664 Shear Xm - Ym = -0.0000 0.0000 Shear Xm - Zm = -0.0000 0.0000 Torsion = -0.0000 0.0000 Moment About Ym = 0.0000 0.0000 Moment About Zm = -0.0000 0.0000

Shear Xm - Ym = -0.0000 0.0000 Shear Xm - Zm = -0.0000 0.0000 Torsion = 0.0000 -0.0000 Moment About Ym = 0.0000 0.0000 Moment About Zm = -0.0000 -0.0000

Shear Xm - Ym = 0.0000 -0.0000 Shear Xm - Zm = 0.0000 -0.0000 Torsion = 0.0000 -0.0000 Moment About Ym = -0.0000 -0.0000 Moment About Zm = 0.0000 -0.0000

- Hanger (Connector) Member Forces

Axial Force = -0.0683 0.0683 Shear Xm - Ym = 0.0000 -0.0000 Shear Xm - Zm = 0.0000 -0.0000 Torsion = 0.0000 -0.0000 Moment About Ym = -0.0000 -0.0000 Moment About Zm = 0.0000 0.0000

Axial Force = -0.0565 0.0565

Shear Xm - Ym = -0.0000 0.0000 Shear Xm - Zm = -0.0000 0.0000 Torsion = 0.0000 -0.0000 Moment About Ym = 0.0000 0.0000 Moment About Zm = -0.0000 -0.0000

Member # 3

Node I Node J

Axial Force = -0.0569 0.0569 Shear Xm - Ym = -0.0000 0.0000 Shear Xm - Zm = 0.0000 -0.0000 Torsion = 0.0000 -0.0000

| L O A D C O M B I N A T I O N 2 | | Dead Load Factor * [DL] + Wind Load Factor * [WL] |

| 1.00 * [DL] + 1.00 * [WL] |

1 120.0000 972.0000 -8.4000 2 121.9652 972.0957 279.1600 3 122.9544 972.1433 370.3622 4 143.9993 971.8182 -8.4000 5 1704.0000 960.0000 -14.4000 6 1701.9601 960.2213 279.1600 7 1700.9605 960.3275 370.3622 8 1727.9993 959.8182 -14.4000 9 1016.1033 1007.0969 289.3646

10 1016.3028 1019.0939 289.1727 11 1016.6492 1053.8406 262.7871 12 1160.2318 1002.7880 289.6795 13 1160.6545 1016.6871 289.1022 14 1161.2757 1044.3121 277.8971 15 1303.3977 985.8604 299.0377 16 1304.6242 1009.5348 288.1761 17 1306.9348 1045.4686 299.3199

2 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 3 0.0000 0.0000 -0.0194 0.0000 0.0000 0.0000 4 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 5 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 6 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 7 0.0000 0.0000 -0.0087 0.0000 0.0000 0.0000 8 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 9 0.0000 0.0965 -0.0244 0.0000 0.0000 0.0000

10 0.0000 0.0964 -0.0019 0.0000 0.0000 0.0000 11 -0.0000 0.3887 -0.0664 0.0000 0.0000 0.0000 12 0.0000 0.0268 -0.0083 0.0000 0.0000 0.0000 13 0.0000 0.0267 -0.0020 0.0000 0.0000 0.0000 14 -0.0000 0.3147 -0.0545 0.0000 0.0000 0.0000 15 0.0000 0.0509 -0.0142 0.0000 0.0000 0.0000 16 0.0000 0.0507 -0.0023 0.0000 0.0000 0.0000 17 -0.0000 0.3147 -0.0545 0.0000 0.0000 0.0000

2 1.9652 0.0957 -0.0000 -0.0005 0.0106 0.0000 3 2.9544 0.1433 -0.0001 -0.0005 0.0110 0.0000 4 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 5 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 6 -2.0399 0.2213 -0.0000 -0.0011 -0.0107 0.0000 7 -3.0395 0.3275 -0.0001 -0.0012 -0.0111 0.0000 8 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 9 0.9902 41.8780 -1.7954 1.6477 -1.0149 0.0000

10 1.1897 53.8751 10.0127 1.3662 -1.0128 0.0026 11 1.5360 88.6218 18.7071 0.5434 -1.0066 0.0100 12 0.9756 38.6612 -3.3976 1.5883 -0.6894 0.0000 13 1.3984 52.5603 9.9422 1.4102 -0.6880 0.0040 14 2.0196 80.1853 26.7971 1.0511 -0.6853 0.0122 15 0.2225 22.8238 -6.1982 0.9249 -0.0921 0.0000 16 1.4490 46.4982 9.0161 1.5715 -0.0970 -0.0258 17 3.7596 82.4321 48.2199 2.2673 -0.1023 -0.0536

Member # 1 Node I Node J

Axial Force = 0.1109 -0.1109 Shear Xm - Ym = -8.4726 8.4726 Shear Xm - Zm = -0.4851 0.4851 Torsion = 0.0000 0.0000

Moment About Ym = 147.2830 -7.7922

Moment About Zm = -2603.1627 166.7688

217.2772

Axial Force = 0.1853 -0.1853

Shear Xm - Ym = -1.8286 1.8286 Shear Xm - Zm = -0.0854 0.0854 Torsion = 0.0000 0.0000

Moment About Ym = 7.7922 -0.0000

Moment About Zm = -166.7688 0.0000

13.9126

Axial Force = 0.1489 -0.1489

Shear Xm - Ym = 8.4692 -8.4692 Shear Xm - Zm = -0.8877 0.8877 Torsion = 0.0000 0.0000

Moment About Ym = 269.0832 -8.4907

Moment About Zm = 2636.1878 -149.9593

220.8238

Axial Force = 0.3036 -0.3036

Shear Xm - Ym = 1.6443 -1.6443 Shear Xm - Zm = -0.0931 0.0931

Moment About Ym = 8.4907 0.0000

Moment About Zm = 149.9593 -0.0000

Pole Absolute Resultant Moment = 12.5166 (ft-kips)

1 1.8536 12.3573 3 1.8446 0.0722 -0.1673 2 1.7663 11.7757

3 1.6897 11.2650

4 1.6586 11.0576 7 -1.6293 0.1046 -0.2923

1 6.6402 44.2677 2 6.6306 0.3484 0.0742 2 6.7105 44.7368

3 6.8092 45.3949

4 6.9003 46.0020 6 -6.8460 0.8497 0.1553

Rotation Angle in Y-Z Plane (Degrees) = 52.79 Rotation Angle in X-Z Plane (Degrees) = 0.75

Member # 2

Rotation Angle in Y-Z Plane (Degrees) = 67.92 Rotation Angle in X-Z Plane (Degrees) = 3.17

Member # 3

Rotation Angle in Y-Z Plane (Degrees) = 72.77 Rotation Angle in X-Z Plane (Degrees) = 11.71

- Hanger (Connector)

Member Forces

Axial Force = -0.1100 0.1100 Shear Xm - Ym = -0.0101 0.0101 Shear Xm - Zm = -30.1285 30.1285 Torsion = -10.3302 10.3302

Moment About Ym = 119.8403 241.7083 Moment About Zm = -0.0684 -0.0527

Axial Force = -0.2178 0.2178 Shear Xm - Ym = -0.0028 0.0028 Shear Xm - Zm = -6.2974 6.2974 Torsion = -1.5509 1.5509 Moment About Ym = 7.6693 79.9746 Moment About Zm = -0.0225 -0.0170

Axial Force = -0.0192 0.0192 Shear Xm - Ym = 0.0005 -0.0005 Shear Xm - Zm = 5.3957 -5.3957 Torsion = -0.3531 0.3531 Moment About Ym = 0.1747 -140.8726 Moment About Zm = -0.0007 0.0137

POLE 2 AND POLE 3 SPAN

VERSION NUMBER 7.2.0

CONTROL

TITLE = SP2_SP3.in

MODEL = TWO

NODES = 20

CLEAR = 291.16

TOPDIST = 12.00

CABLE = 2

SPEED = 140.00

ANGLE = 90.00

STATUS = CHECK

KZFAC = 1

GUST = 1.14

DIRECT = 0.85

DEADLOADFAC = 1.10

WINLOADFAC = 1.00

COEFFFLAG = 2

DRAG = 0.75

UPLIFT = 0

CUSTOMFLAG = 0

CABLES

1 3 7 S= 5.00 W= 3.333E-05 P= 0 2 2 6 T= 1.00 W= 4.333E-05 P= 1

COORDINATE

1 X= 2.4000000E+02 Y= 9.6000000E+02 Z= 1.3200000E+01 2 X= 2.4000000E+02 Y= 9.6000000E+02 Z= 2.7916000E+02 3 X= 2.4000000E+02 Y= 9.6000000E+02 Z= 3.9076000E+02 4 X= 2.6400000E+02 Y= 9.6000000E+02 Z= 1.3200000E+01 5 X= 2.2320000E+03 Y= 9.6000000E+02 Z= -3.0000000E+01 6 X= 2.2320000E+03 Y= 9.6000000E+02 Z= 2.7916000E+02 7 X= 2.2320000E+03 Y= 9.6000000E+02 Z= 3.9076000E+02 8 X= 2.2560000E+03 Y= 9.6000000E+02 Z= -3.0000000E+01 9 X= 1.4400000E+03 Y= 9.6000000E+02 C= 1

10 X= 1.4400000E+03 Y= 9.6000000E+02 Z= 2.7916000E+02 11 X= 1.4400000E+03 Y= 9.6000000E+02 Z= 2.4408000E+02 12 X= 1.4880000E+03 Y= 9.6000000E+02 C= 1 13 X= 1.4880000E+03 Y= 9.6000000E+02 Z= 2.7916000E+02 14 X= 1.4880000E+03 Y= 9.6000000E+02 Z= 2.6416000E+02 15 X= 1.5840000E+03 Y= 9.6000000E+02 C= 1 16 X= 1.5840000E+03 Y= 9.6000000E+02 Z= 2.7916000E+02 17 X= 1.5840000E+03 Y= 9.6000000E+02 Z= 2.5110000E+02 18 X= 1.7280000E+03 Y= 9.6000000E+02 C= 1 19 X= 1.7280000E+03 Y= 9.6000000E+02 Z= 2.7916000E+02 20 X= 1.7280000E+03 Y= 9.6000000E+02 Z= 2.5110000E+02

BOUNDARY

1 DOF= f f f f f f

2 DOF= r r r r r r 3 DOF= r r r r r r 4 DOF= f f f f f f 5 DOF= f f f f f f 6 DOF= r r r r r r 7 DOF= r r r r r r 8 DOF= f f f f f f 9 DOF= r r r r r r

10 DOF= r r r r r r 11 DOF= r r r r r r 12 DOF= r r r r r r 13 DOF= r r r r r r 14 DOF= r r r r r r 15 DOF= r r r r r r 16 DOF= r r r r r r 17 DOF= r r r r r r 18 DOF= r r r r r r 19 DOF= r r r r r r 20 DOF= r r r r r r

PRIMARY

5, 1 1 A= 0.1160 E= 2.45000E+04 1 3 , 9 M= 1 C= 1 2 9, 12 M= 1 C= 1 3 12, 15 M= 1 C= 1 4 15, 18 M= 1 C= 1 5 18 , 7 M= 1 C= 1

SECONDARY

5, 1 1 A= 0.1500 E= 2.45000E+04 1 2, 10 M= 1 C= 2 2 10, 13 M= 1 C= 2 3 13, 16 M= 1 C= 2 4 16, 19 M= 1 C= 2 5 19 , 6 M= 1 C= 2

CONNECTORS

4, 3 1 A= 0.5966 E= 1.00000E+04 I= 2.84200E-01, 4.60000E-03 \\

J= 2.88800E-01 G= 3.75940E+03 2 A= 0.5966 E= 1.00000E+04 I= 2.84200E-01, 4.60000E-03 \\

J= 2.88800E-01 G= 3.75940E+03 3 A= 0.5966 E= 1.00000E+04 I= 2.84200E-01, 4.60000E-03 \\

J= 2.88800E-01 G= 3.75940E+03 1 9, 10, 3 M= 1 2 12, 13, 3 M= 2 3 15, 16, 3 M= 3 4 18, 19, 3 M= 3

LIGHTS

4, 3 1 A= 0.5966 E= 1.00000E+04 I= 2.84200E-01, 4.60000E-03 \\

J= 2.88800E-01 G= 3.75940E+03 S= 1 B= 6 P= 1.91889E+03, 1.91889E+03 2 A= 0.5966 E= 1.00000E+04 I= 2.84200E-01, 4.60000E-03 \\

J= 2.88800E-01 G= 3.75940E+03 S= 0 B= 0 P= 1.44000E+03, 0.00000E+00 3 A= 0.5966 E= 1.00000E+04 I= 2.84200E-01, 4.60000E-03 \\

J= 2.88800E-01 G= 3.75940E+03 S= 1 B= 6 P= 1.55328E+03, 1.55328E+03 1 10, 11, 3 M= 1 2 13, 14, 3 M= 2 3 16, 17, 3 M= 3 4 19, 20, 3 M= 3

BEAM

4, 1

1 S= 1 T= NVII X= PVII FC= 6000.0

1 1, 2, 4 M= 1 2 2, 3, 4 M= 1 3 5, 6, 8 M= 1 4 6, 7, 8 M= 1

SIGNS

9 F= 0.00000E+00, 0.00000E+00, -9.17965E-02 12 F= 0.00000E+00, 0.00000E+00, -5.70401E-02 15 F= 0.00000E+00, 0.00000E+00, -6.34756E-02 18 F= 0.00000E+00, 0.00000E+00, -7.09155E-02

WIND

9 F= 0.00000E+00, 1.01622E-01, 0.00000E+00 10 F= 0.00000E+00, 1.15879E-01, 0.00000E+00 12 F= 0.00000E+00, 1.17193E-02, 0.00000E+00 13 F= 0.00000E+00, 1.33706E-02, 0.00000E+00 15 F= 0.00000E+00, 1.95412E-02, 0.00000E+00 16 F= 0.00000E+00, 2.22844E-02, 0.00000E+00 18 F= 0.00000E+00, 5.28865E-02, 0.00000E+00 19 F= 0.00000E+00, 6.01679E-02, 0.00000E+00

LOADS

3 F= 0.00000E+00, 0.00000E+00, -2.00228E-02 7 F= 0.00000E+00, 0.00000E+00, -8.43368E-03 9 F= 0.00000E+00, 0.00000E+00, -2.30875E-02

10 F= 0.00000E+00, 0.00000E+00, -2.26446E-03 11 F= 0.00000E+00, 0.00000E+00, -6.64445E-02 12 F= 0.00000E+00, 0.00000E+00, -4.72074E-03 13 F= 0.00000E+00, 0.00000E+00, -2.31940E-03 14 F= 0.00000E+00, 0.00000E+00, -5.00000E-02 15 F= 0.00000E+00, 0.00000E+00, -6.46809E-03 16 F= 0.00000E+00, 0.00000E+00, -2.46398E-03 17 F= 0.00000E+00, 0.00000E+00, -5.45436E-02

18 F= 0.00000E+00, 0.00000E+00, -1.36043E-02 19 F= 0.00000E+00, 0.00000E+00, -2.76759E-03 20 F= 0.00000E+00, 0.00000E+00, -5.45436E-02

GENERATE

CLEAR=17.50 VELOCITY=140.0 ANGLE=90.0 STAT=2 SAG=0.050 DIFF=1.00 TOPDIST=1.00

SYSTEM

MODEL TYPE= TWO - POINT

POLES

M=1 S=1 TYPE=NVII XTYPE=PVII FC=6000.0

P=1 X=20.0 Y=80.0 Z=1.10 M=1 P=2 X=186.0 Y=80.0 Z=-2.50 M=1

WIRES

M=1 D=7,8 E=24500,24500 T=1.00

W=1 POLES=1,2 M=1

SIGNAL

M=1 R=3.00 S=1 D=12 E=W6 L=AL G=3

M=2 R=3.00 S=1 D=12 E=W6 L=AL G=4

M=3 R=3.00 N=YES A=R11 W=5.000 D=Y

S=1 X=120.0 Y=80.0 M=2 C=1 S=2 X=132.0 Y=80.0 M=1 C=1 S=3 X=144.0 Y=80.0 M=1 C=1 S=4 X=124.0 Y=80.0 M=3 C=1

GRIDDIM

G=200 D=10

DESIGN

S=2 F=0.00 W=0.600 G=50.00 P=30.00 WR=0.500

| Analysis of Traffic Lights And Signs | | Version 7.2.0 | | Developed by : | | Bridge Software Institute | | No warranty, expressed or implied, is made by the Florida | | Department of Transportation or the University of Florida | | as to the accuracy and functioning of any programs or the | | results they produce,nor shall the fact of distribution | | constitute any such warranty, and no responsibility is | | assumed by the Florida Department of Transportation or | | the University of Florida in any connection therewith. | | Department of Civil Engineering | | University of Florida | | Gainesville, Fl 32611 |

POLE\SP2_SP3.in

SP2_SP3.IN

- Structural Parameters :

Number of Nodes = 20 Number of Cables = 2 Lowest Point of Catenary = 24.26 ft

- Wind Data :

Wind Speed (Miles per Hour) = 140.00 Wind Direction (Angle from +ve X axis) = 90.0

- Nonlinear iteration Parameters :

Number of Iterations (Shape Finder) = 200 Number of Iterations (Gravity Solution) = 200 Number of Iterations (Wind Solution) = 200 Number of Loops for Shape Calculation = 5 Number of Cycles (Shape-Stiffness Iteration) = 1800 Force Tolerance for Gravity Solution (%) = 5.00

Y (in)

Z (in)

Tx Ty Tz Rx Ry Rz

1 240.000 960.000 13.200 F F F F F F 2 240.000 960.000 279.160 R R R R R R 3 240.000 960.000 390.760 R R R R R R 4 264.000 960.000 13.200 F F F F F F 5 2232.000 960.000 -30.000 F F F F F F 6 2232.000 960.000 279.160 R R R R R R 7 2232.000 960.000 390.760 R R R R R R 8 2256.000 960.000 -30.000 F F F F F F 9 1440.000 960.000 295.338 R R R R R R

10 1440.000 960.000 279.160 R R R R R R 11 1440.000 960.000 244.080 R R R R R R 12 1488.000 960.000 297.536 R R R R R R 13 1488.000 960.000 279.160 R R R R R R 14 1488.000 960.000 264.160 R R R R R R 15 1584.000 960.000 303.319 R R R R R R 16 1584.000 960.000 279.160 R R R R R R 17 1584.000 960.000 251.100 R R R R R R 18 1728.000 960.000 315.464 R R R R R R

19 1728.000 960.000 279.160 R R R R R R 20 1728.000 960.000 251.100 R R R R R R

6. Pole/Beam Element Data

Pole type = PVII Concrete Strength, F`c (psi) = 6000.00

NOTE : The properties used in the analysis were obtained at the effective heights of the poles and are provided below. For more information refer to the

I J K Mat Area E Properties

I33 I22 J G in^2 ksi in^4 in^4 in^4 ksi

1 1 2 4 1 225.23 4415.20 8661.69 8661.69 17323.39 1698.15 2 2 3 4 1 178.93 4415.20 4360.16 4360.16 8720.31 1698.15 3 5 6 8 1 230.27 4415.20 9426.82 9426.82 18853.64 1698.15 4 6 7 8 1 178.93 4415.20 4360.16 4360.16 8720.31 1698.15

7. Primary Cable Element Data

8. Secondary Cable Element Data

Mem I J Mat Cable Area in^2

E ksi

1 3 9 1 1 0.1160 24500.0 2 9 12 1 1 0.1160 24500.0 3 12 15 1 1 0.1160 24500.0 4 15 18 1 1 0.1160 24500.0 5 18 7 1 1 0.1160 24500.0 in^2 ksi

1 2 10 1 2 0.1500 24500.0 2 10 13 1 2 0.1500 24500.0 3 13 16 1 2 0.1500 24500.0 4 16 19 1 2 0.1500 24500.0 5 19 6 1 2 0.1500 24500.0

9. Connector Element Data

Number of Property Sets = 3

Nodes Properties Mem I J K Mat Area in^2 E ksi I33 in^4 I22 in^4

J in^4

G ksi

1 9 10 3 1 0.5966 10000.0 0.2842 0.0046 0.2888 3759.4 2 12 13 3 2 0.5966 10000.0 0.2842 0.0046 0.2888 3759.4 3 15 16 3 3 0.5966 10000.0 0.2842 0.0046 0.2888 3759.4 4 18 19 3 3 0.5966 10000.0 0.2842 0.0046 0.2888 3759.4

10.Light Element Data

Projected area on X-Z plane = 1918.89 in^2 Projected area on Y-Z plane = 1918.89 in^2

Property Line = 2 Projected area on X-Z plane = 1440.00 in^2 Projected area on Y-Z plane = 0.00 in^2

Property Line = 3 Projected area on X-Z plane = 1553.28 in^2 Projected area on Y-Z plane = 1553.28 in^2

Light Connectivity and Properties

Mem I J K Mat Area E I33 I22 J G in^2 ksi in^4 in^4 in^4 ksi

1 10 11

0.5966

10000.0

0.2842

0.0046

0.2888

3759.4

2 13 14 3 2 0.5966 10000.0 0.2842 0.0046 0.2888 3759.4 3 16 17 3 3 0.5966 10000.0 0.2842 0.0046 0.2888 3759.4 4 19 20 3 3 0.5966 10000.0 0.2842 0.0046 0.2888 3759.4

11. Wind Load Factors

Directionality Factor = 0.85 Drag Coefficient = 0.60 for signals with backplate

3 0.00000 0.00000 -0.02002 7 0.00000 0.00000 -0.00843 9 0.00000 0.00000 -0.02309

10 0.00000 0.00000 -0.00226 11 0.00000 0.00000 -0.06644 12 0.00000 0.00000 -0.00472 13 0.00000 0.00000 -0.00232 14 0.00000 0.00000 -0.05000 15 0.00000 0.00000 -0.00647 16 0.00000 0.00000 -0.00246 17 0.00000 0.00000 -0.05454 18 0.00000 0.00000 -0.01360 19 0.00000 0.00000 -0.00277 20 0.00000 0.00000 -0.05454

9 0.00000 0.10162 0.00000 0.00000 0.00000 0.00000 10 0.00000 0.11588 0.00000 0.00000 0.00000 0.00000 12 0.00000 0.01172 0.00000 0.00000 0.00000 0.00000 13 0.00000 0.01337 0.00000 0.00000 0.00000 0.00000 15 0.00000 0.01954 0.00000 0.00000 0.00000 0.00000 16 0.00000 0.02228 0.00000 0.00000 0.00000 0.00000 18 0.00000 0.05289 0.00000 0.00000 0.00000 0.00000 19 0.00000 0.06017 0.00000 0.00000 0.00000 0.00000

| D E S I G N S E C T I O N | | Units: Kips, Feet |

Cable Number = 1

* Catenary Cable *

Starting Node = 3 Ending Node = 7 Cable Tension (k) = 2.460 Cable Sag (%) = 4.528 Cable Diameter (in) = 0.438 Cable Area (sq. in) = 0.116 Cable Weight (lb/in) = 0.033 Factored Cable Resistance (k) = 9.000

Cable Size is Adequate for current Tensile Force Load Combination 2: 1.10*(DL) controls

+ 1.00*(WL)

Cable Number = 2

* Messenger Cable *

Starting Node = 2

8.506

Cable Area (sq. in) = 0.150

Load Combination 2: 1.10*(DL) + 1.00*(WL)

Pole Number = 1 Pole Node Numbers = 1 2 3 Input Pole Type = PVII Input Wind Speed (mph) = 140.000 Input Wind Angle (deg) = 90.000 Applied Wind Angle (deg) = 90.000

Resultant Base Shear (kips) = 10.419

Resultant Base Moment (kip-ft) = 253.537 Resultant Base Moment Angle (deg) = 0.000 Pole Strong Axis Angle (deg) = 0.000 Biaxial Moment Reduction Factor = 1.000 Required Pole Phi * Mn (kip-ft) = 253.537

Input Pole Capacity (kip-ft) = 310.591

Required Embedment Length (ft) = 13.588 Minimum Embedment Length (ft) = 9.000 (= 0.000 if custom pole, and requires separate check)

Pole Height Above Ground (ft) = 32.463

The Pole specified in the INPUT is adequate to support the base moment.

Load Combination 2 (LRFD Extreme Event I): 1.10*(DL) + 1.00*(WL) is used for design of this pole

Pole Number = 2 Pole Node Numbers = 5 6 7 Input Pole Type = PVII Input Wind Speed (mph) = 140.000 Input Wind Angle (deg) = 90.000 Applied Wind Angle (deg) = 90.000

Resultant Base Shear (kips) = 10.490

Resultant Base Moment (kip-ft) = 287.837 Resultant Base Moment Angle (deg) = 0.000 Pole Strong Axis Angle (deg) = 0.000

Required Pole Phi * Mn (kip-ft) = 287.837

Input Pole Capacity (kip-ft) = 324.215

Required Embedment Length (ft) = 14.031 Minimum Embedment Length (ft) = 9.000

Pole Height Above Ground (ft) = 36.063

| L O A D C O M B I N A T I O N 1 | | [DL] only | | Units: Kips, Inches |

Final Coordinates

Node X Y Z

1 240.0000 960.0000 13.2000 2 240.4744 960.0000 279.1600 3 240.8261 960.0000 390.7600 4 264.0000 960.0000 13.2000 5 2232.0000 960.0000 -30.0000 6 2231.3400 960.0000 279.1599 7 2230.9278 960.0000 390.7599 8 2256.0000 960.0000 -30.0000 9 1441.6353 960.0000 291.3454

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