analysis of new signalization mastarm structures · assembly loads and capacity check 2 arm...

Prepared for:FLORIDA DEPARTMENT OF TRANSPORTATION

DISTRICT 5

STRUCTURES REPORTANALYSIS OF NEW SIGNALIZATION MASTARM STRUCTURES

Prepared by:

13940 S.W. 136th STREETSUITE 200

MIAMI, FL 33186Certificate of Authorization 2294

STATE ROAD 492

Metric Engineering, Inc.Metric Engineering, Inc.

I hereby certify that this structures report has been properly prepared by me, or under my responsible charge, in accordance with procedures adopted by the Florida Department of Transportation.

The official record of this package has been electronically signed and sealed using a Digital Signature as required by 61G15-23.004, F.A.C. Printed Copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies.

Prepared By: Peter J. Medico, P.E. Date: 08/31/2018FL License No. 42654Firm Name: Metric Engineering, Inc.Firm Address: 13940 SW 136 Street, Suite 200City, State, Zip: Miami, FL 33186Cert of Authorization: 2294Page(s): 62 (Sections 1 thru 3)

FPID NO. 443669-1-58-01MARION COUNTY

ljackson

Text Box

Exhibit E

TABLE OF CONTENTS (Project No. 443669-1-58-01

SECTION DESCRIPTION SHEET Nos.

1 Design of Mast Arm No. 1.

a) Mast Arm Analysis with FDOT Excel Template………………………………………………..1 thru 2

b) Geotechnical Parameters for Drilled Shaft Sizing ………………………………………………………1

c) Mast Arm Foundation Design with Mathcad Template, Sand Model……………….1 thru 93

d) Mast Arm Foundation Design with Mathcad Template, Clay Model…………..……1 thru 93

2 Design of Mast Arm No. 2.


b) Geotechnical Parameters for Drilled Shaft Sizing ………………………………..……………………1

c) Mast Arm Foundation Design with Mathcad Template, Sand Model………………….1 thru 93

d) Mast Arm Foundation Design with Mathcad Template, Clay Model………………….1 thru 93

3 Design of Mast Arm No. 3


b) Geotechnical Parameters for Drilled Shaft Sizing ………………………………………………………1

c) Mast Arm Foundation Design with Mathcad Template, Sand Model……………….1 thru 93

d) Mast Arm Foundation Design with Mathcad Template, Clay Model……………….1 thru 93

Appendix

Tabulated Results for Drilled Shaft Lengths

Geotechnical Report

Signal Plans

Structure No. 1 SR- 492

Signal\Sign #10

Signal\Sign #9

Signal\Sign #8

Signal\Sign #7

Signal\Sign #6

Signal\Sign #5

Signal\Sign #4

Signal\Sign #3

Signal\Sign #2

Signal\Sign #1

Dist from Pole (ft.) 31 43 18 11 49 37 26

1 1 1 5 5 5 5 3 2 2

Sign Width (in.) 24 24 12 30 24 96Sign Height (in.) 36 36 18 36 30 24Area (SF) 0.0 0.0 0.0 1.5 7.5 5.0 16.0 12.3 9.8 9.8Mwl. (kip*ft) 0 0 0 3 22 6 12 40 24 17

60 Regular Heavy DutyRegular Heavy Duty 62 68

15 16 64 710.3750 0.3750

300 340 Note: red sign is video detector201 210

Assumptions:

Resistance (Mr= Mn) (kip*ft)Total Moment (Mextreme)

10124

1.1*Sign/Signal Mdl (kip*ft) Sign/Signal Mwl (kip*ft)

Wall Thickness (in)

Arm 1 Loads1.1*Arm Mdl (kip*ft) One Arm Assembly

A60/S-P4/S-DS/14/4.5

Mast Arm Assembly Information

Arm Mwl (kip*ft)

Arm 1 Length (ft)Design Standard Index 17743

Dia. at Arm Base (in)

Arm 1 Length, Signal/Sign Location and Size

Mast Arm Assembly Designation

Back Plates?

Signal Orientation

-5

5

-505101520253035404550556065707580

Arm Signal/Sign 10 Signal/Sign 9 Signal/Sign 8 Signal/Sign 7 Signal/Sign 6

Signal/Sign 5 Signal/Sign 4 Signal/Sign 3 Signal/Sign 2 Signal/Sign 1 Pole

Vertical

Horizontal

YesNo

None

3 Head

4 Head

5 Head

Sign

None

3 Head

4 Head

5 Head

Sign

None

3 Head

4 Head

5 Head

Sign

None

3 Head

4 Head

5 Head

Sign

None

3 Head

4 Head

5 Head

Sign

None

3 Head

4 Head

5 Head

Sign

None

3 Head

4 Head

5 Head

Sign

None

3 Head

4 Head

5 Head

Sign

None

3 Head

4 Head

5 Head

Sign

None

3 Head

4 Head

5 Head

Sign

None

3 Head

4 Head

5 Head

Sign

None

3 Head

4 Head

5 Head

Sign

None

3 Head

4 Head

5 Head

Sign

Arm 1 Length

Wind Speed130 mph 150 mph

None

3 Head

4 Head

5 Head

Sign

Luminaire?

No

Yes

170 mph

(ft.) 31 43 18 11 49 37 26

H

5 He

4 H

5 H

4 H

5 H

4 H

5 H

4 H

5 H

4 H

5 H

4 H

5 H

4 H

5 H

He

He

4 H

5 H

Sign Width (in.) 24 24 12 30 24 96Sign Height (in.) 36 36 18 36 30 24Area (SF) 0.0 0.0 0.0 1.5 7.5 5.0 16.0 12.3 9.8 9.8Mwl. (kip*ft) 0 0 0 3 22 6 12 40 24 17


15 16 64 710.3750 0.3750

Note: red sign is video detector300 340

Tube WindPressure(psf)

44.1Fy(ksi)

50

Sign/Sig.Wind

Pressure(psf)

67.0

wall thk(in)

base dia(in)

S(in3)

Z(in3)

Mdl

(kip*ft)Mwl 130 mph

(kip*ft)Mr= Mn

(kip*ft)wall thk(in)

base dia(in)

S(in3)

Z(in3)

Mdl

(kip*ft)Mwl 130mph

(kip*ft)Mr= Mn(kip*ft)

DSIndex #

ID Length Diameter Mn TnMu+

Pu*LshaftTu

CheckMom. &Min Dia.

CheckTorsion

CheckMu+

Pu*LshaftTu

CheckMom. &Min Dia.

CheckTorsion

Check

30 0.25 11 23 29 10 10 107 0.25 12 27 34 11 11 125 1 DS/20/5 20 5 1800 589 430.0 Okay Okay Okay 0.0 0 0 040 0.25 13 32 40 20 20 145 0.25 14 37 47 22 22 166 2 DS/18/5 18 5 1312 477 409.8 Okay Okay Okay 0.0 0 0 050 0.3125 14 46 58 36 33 215 0.3125 15 53 67 40 37 244 3 DS/16/5 16 5 922 377 389.6 Okay Okay Okay 0.0 0 0 060 0.375 15 63 79 56 48 300 0.375 16 72 91 62 53 340 4 DS/16/4.5 16 4.5 829 305 389.6 Okay Okay Okay 0.0 0 0 070 0.375 17 81 103 85 71 380 0.375 18 91 115 100 77 422 5 DS/14/5 14 5 617 289 369.4 Okay Okay Okay 0.0 0 0 078 0.375 18 91 115 110 90 422 0.375 20 113 143 130 106 512 6 DS/14/4.5 14 4.5 556 234 369.4 Okay Okay Okay 0.0 0 0 0

7 DS/12/4.5 12 4.5 350 172 349.2 Okay NoGood NoGood 0.0 0 0 08 DS/12/4 12 4 311 136 349.2 NoGood NoGood NoGood 0.0 0 0 0

Signal/Sign 10

Signal/Sign 9

Signal/Sign 8

Signal/Sign 7

Signal/Sign 6

Signal/Sign 5

Signal/Sign 4

Signal/Sign 3

Signal/Sign 2

Signal/Sign 1 Total

1 Arm DSIndex #

2 Arm DSIndex #

Arm 1Shear

Arm 1Moment

Arm 2Shear

Arm 2Moment

Sign/SigMwl

(kip*ft)0.0 0.0 0.0 3.1 21.6 6.0 11.8 40.3 24.2 17.0 124.0 4.5 7 0 dl att N/A 9.8 N/A 0.0

Sign/Sig1.1*Mdl(kip*ft)

0.0 0.0 0.0 0.2 1.4 0.4 0.8 3.5 2.0 1.4 9.8 6 0 dl arm N/A 61.6 N/A 0.0

Arm 1Mwl

(kip*ft)63.9 70.6

Reg Arm /HD Arm

6 0 wl pole 2.6 52.9 0.0 0.0

Arm 11.1*Mdl(kip*ft)

61.6 68.2Reg Arm /HD Arm

wl att 4.1 91.0 0.0 0.0

201.0 210.1 wl arm 3.3 72.8 0.0 0.0One Arm Two Arms Tor wl att N/A 124.0 N/A 0.071.4 Tor wl arm N/A 63.9 N/A 0.0

Signal/Sign 10

Signal/Sign 9

Signal/Sign 8

Signal/Sign 7

Signal/Sign 6

Signal/Sign 5

Signal/Sign 4

Signal/Sign 3

Signal/Sign 2

Signal/Sign 1 Total 216.7

Sign/SigMwl

(kip*ft)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 228.1 0.0


0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 187.9 0.0Arm 1Length

60Arm 2Length

0

Arm 2Mwl

(kip*ft)0.0 0.0 10.1 0.0 Pole ID P4


0.0 0.0Shaft2 ArmFactor

1.1used forOT &Torsion

0.0 0.0

A60 /S P4 /S DSP4/S DS/14/4.5

DS

Note: Poles are designed to have a smaller CFI than Arms

Drilled Shaft

Pole ID

A60/S P4/S DS/14/4.5Arm 1 Arm 2

Design Arm Designation Pole Designation Drilled ShaftUse Regular Arm

Torsion

Forces at Top of DS

ArmWithout Attachments: Dead Load Moment, Wind Load Moment and Moment Capacity at Base Connection

Total ArmLength (ft)

Regular

60 00.98

0.000.000.63

0.68Max Design CFI %

Est. Regular Arm CFIEst. HD Arm CFI

Arm Length(s)

Assembly ID

Required Drilled Shaft Index Number Required (see Table for size)

Load Case

Drilled Shaft Index req'd for Overturning including Min.Diamter

Arm 2 Attachments: Extreme Event Dead Load Moment, Wind Load Moment at Base Connection

Extreme Event Arm Moment (kip*ft)

2 Arm Assembly

Shear

Moment Total

Drilled Shaft Index req'd for Torsion

Drilled Shaft Controlling Load Case

Moment dl

Moment wl

A60/S

Heavy Duty

Min ShaftDiameter


0.0187.9

Index 17743 Drilled Shaft Capacities 1 Arm Assembly Loads And Capacity Check 2 Arm Assembly Loads and Capacity Check

assume a 37.5' polewl with lum

Pole Base Shears & Moments

A60/S P4/S DS/14/4.5

Use Regular Arm1 Arm AssemblyDesign Arm Designation Pole Designation Drilled Shaft

Ensuresanchorbolts fitinsiderebarcage

N/A

125

166

244

340

422

512

107145

215

300

380

422

210201

0

100

200

300

400

500

600

25 35 45 55 65 75

Arm

Mom

ent

Arm Lengths (ft)

Arm Loads And ResistancesHD Arm 1 Resistance Reg Arm 1 Resistance HD Arm 1 Load Reg. Arm 1 Load

GEOTECHNICAL PARAMETERS for DRILLED SHAFT SIZING

Definitions:

= phi = soil friction angle [degrees]

= gamma = soil unit weight [pounds per cubic foot]

N = number of blows it takes to drive a standard sampler (1.42” ID & 2” OD) with 140 pound hammer dropped from 30-inches

C = soil cohesion shear strength [pounds per square foot]

Structure #1

0’ to 4’ ……….. = 29º = 43 PSF N =0 C = 0 PSF

4’ to 15’……….. = 0º = 62. PSF N =15 C= 1800 PSF

Pro-rate geotechnical parameters as follow:

average = (4/15) x 29º + (15-4)/15 x 0º = 7.73 º

average = (4/15) 43 PSF + (15-4)/15 x 63 PSF = 57.67 PSF

N average = (4/15) x 0 BPF + (15-4)/15 x 15 BPF = 11 blows per foot

C average = (4/11) 0 PSF + (11-4)/11 x 1800 PSF = 1145 PSF

Note that 15 is used in the denominator for the calculation of average phi, gamma and “N” because the resulting shaft length is 15’ in the last iteration of the computations for the sand model. Note that 11 is used in the denominator for “C” because the resulting shaft length is 11’ in the last iteration of the computation for the clay model.

STRUCTURE NO. 1 SAND MODEL

The new custom file will be a copy of the last file called fromthe program. A ".dat" extension will be added to the file name.Custom File Name (optional)

Add file to file list

Select Data File (required) All data files are in the same directory as the MastArm.xmcd fi

ReferenceThis program works in conjunction with Mastarm Design Standards 17743 and 17745.

References: AASHTO LRFD Specifications for Signs, Luminaires and Traffic Signals, 1st Edition (LRFDLTS).FDOT Structures Manual Vol. 3 (SM V3).

For more information see Reference.xmcd and Changes.xmcd.

Use Control+F9 torecalculate the worksheet,once to write out data, twiceto read in data

mph SM V3 3.8.2

use X to zero out datause 0 to keep current values " Yes" or " No"

use X to zero out datause 0 to keep current values

feet, 40 ft. max. for 1 piece arms

inches, measured flat to flat (FG)

feet, splice distance, for 2 piece arms,length of piece closest to pole,use X to zero out (FE)

set = for NO SPLICE

inches, this value is used for one piece arms (FD)

inches, for 2 piece arms, wall thickness of piece closest to the pole,

use X to zero out (FH)

*Note: for two piece arms (2nd length value greater than 0*ft), the first ArmLength value is entered as the actual length minus a 2 fosplice length. The 2 foot length is added to ArmLength0 at the end of the file. See drawing in reference file for more details.

Note: To model a damping device the weight is approximately the same as a 3 section signal (58 pounds) and the effective areafor wind loading is 2.1 square feet or less than half that of a 3 section signal at around 4.8 square feet

0 = user defined1 = custom design

Custom Design splice length

initial estimate of the tip diameter of the arm extension

base diameter of the arm rounded to the nearest inch

minimum and AASHTO splice length

tip diameter of arm extension

length of arm extension

User Defined splice length

Splice Length Check LTS 5.14.9

(min TipDiameter = 4.7 in. for 7 gage and 7 in. for 3 gage, see reference file)

gust factor LTS 3.8

SM V3 3.8

(min. 16 ft.)

constants that vary with exposure condition(values shown are for Exposure C):

height factor

segments n=1..50 segment 1 segment 2 segment 3 segment 4 segment5 .. segment 50

sections n=0..50 0 1 2 3 4 5 .. 49 50

(coeff drag)

Internally illuminated sign weightsvary from 5-9psf.

(coeff drag)

1. Section Properties (assume a 12 sided section) LTS Appendix Table B.1-1

inside bend radius of arm tube wall plate:


effective width determination for use in classification of steel sectionsfor local buckling [LTS-1, Eq. C5.7.2-1]:

shape factor, Kp =Z/S:

[LTS-1, Table B.1-1] Elastic section modulus:

plastic section modulus:

ratio - inside-corner radius to wall thickness:

[see LTS-1 Eq. B.2-1]

stress concentration factor for multi-sided shapes: torsional constant:

[LTS-1, Eq. B.2-1]

2. Bare Arm DL Moment and Shear (divide arm into twenty segments, twenty one sections)

3. Bare Arm WL Moment and Shear (assume a min. ratio of break radius to tube radius of 0.25)

(Divide arm into 20 segments and use the average diameter to calculate the wind loading)

(velocity conversion factor) LTS Table 3.8.3-3

LTS Table 3.8.7-1

[LTS-1, 5.5.3.2]

flexure (bending): shear: torsion: axial compression:

tension, netsection fracture:

tension, grosssection yielding:

[LTS-1, 5.8]

no. of sides providedfor multi-sided pole:

steel modulus ofelasticity:

nominal bending strength for multi-sided tubes shall not exceed nominal bending strength for round tubes of equivalent diam

[LTS-1, 5.8.2]

flexure (bending): factored flexural resistance:

[LTS-1, 5.8]

[LTS-1, 5.10]

Note: HMLTs generally only experience pure axial comp., not pure axial tension; therefore, LTS-1, 5.9 is intentionally omitte

pole (column) totalunbraced length:

radius of gyration(per section):

steel modulus ofelasticity:effective length factor: gross section area:

[LTS-1, C5.10.2.1]

Euler stress:

critical buckling stress, used in determination ofnominal compressive strength:

buckling stress, used in determinationof for with : element effective wid

[LTS-1, Eq. 5.10.2.3-

effective pole tube wallmid-thickness radius: effective area:

local buckling adjustment factor:

section classification: [LTS-1, Tables 5.7.2-1 & Table 5.8.2-1]

torsional buckling: [LTS-1, 5.10.2.5]

Because torsional column buckling is not a common problem with sign andluminaire and signal support members, strength equations are not includedhere. If torsional buckling is of concern, design equations of AISC 14thEdition should be applied.

recalculate based on the refined value for :

critical buckling stress:

nominal compressive strength:

axial compression:

factored compressive resistance:

[LTS-1, Eq. 5.10.1-1]

[LTS-1, 5.11]

distance from max.to zero shear force:

outside distance fromflat side to flat side:

shear area:

:tip

:base

nominal shear stress capacity:

[LTS-1, 5.11.2.1.1 & 5.11.2.1.2]

nominal direct shear strength [LTS-1, 5.11.2]:

nominal torsion stress capacity: torsional constant: nominal torsional strength [LTS-1, 5.11.3]:

[LTS-1, 5.11.3.1.1 & 5.11.3.1.2]

shear: factored direct shear resistance:

[LTS-1, Eq. 5.11.1-1]

torsion: factored torsional shear resistance:

[LTS-1, Eq. 5.11.1-2]

factored flexural resistance:


factored direct shear resistance:

factored torsional shear resistance:

[LTS-1, 5.12.1]

moment capacity ratio: shear capacity ratio: torsion capacity ratio:

combined force interaction equation:

degree of polynomial tofit

number of data points

polynomialcoefficients

polynomial function

note: origin is the base of the arm

now integrate the curvature function twice to get deflections. Note: assuming pole connection to the foundation is rigid, theconstants of integration are zero for both slope and deflection

evaluates to

use X to zero out datause 0 to keep current values "yes" or "no"

use X to zero outuse 0 to keep current values

feet, 40 ft. max. for 1 piece arms, use X to zero out set = for NO ARM2

inches, measured flat to flat, use X to zero out (SG)

feet, splice distance, for 2 piece arms,length of piece closest to pole,use X to zero out (SE)

set = for NO SPLICE

inches, use X to zero out (SD)


use X to zero out (SH)

See Design Standards 17743 and 17745 for input values.

set = for NO LUMINAIRE

feet, use X to zero out (Standard LA = 40 feet)

feet, use X to zero out (Standard LB = 10 feet)

inches, use X to zero out (Standard LC = 3 inches)

inches, use X to zero out (Standard LD = 0.125 inches)

rise/run, use X to zero out (Standard LE = 0.5)

feet, use X to zero out (Standard LF = 8 feet)

inches, use X to zero out (Standard LG = 0.5 inches)

inches, use X to zero out (Standard LH = 0.75 inches)

feet (UA) Common wall thicknesses:0.1793 in.0.2391 in.0.25 in.0.313 in.0.375 in.0.5 in.

feet (UB)

inches, measured flat to flat (UD)

inches (UE)

inches, clear distance between connection plate and upright

inches, use X to zero out

Design Criteria: CFI (Combined Force Interation) must be less than 1

(shape factor)

(measured from face of upright to Arm BasePlate, same value is used in the ConnectionFile, a suggested minimum value for two armuprights is 5 1/2 inches to allow forfabrication and erection)

Angle between arms, a 360 degrees (this variable is ignored for single arm structures)

(Mast Arm Loads + Luminaire Loads)For analysis purposes, place the arm with the greater DL Moment as Arm1 on the X axis, and then place Arm2 on an angle a up to360 degrees. When including a Luminaire, add forces to Arm1 (conservative).

arm 1 forces

(Mast Arm only)

(Mast Arm only)

(from Luminaire only) (from Luminaire only

arm 2 forces

Axial Loadon pole

Arm deadand windloads onpole

Total PoleMoments

Wind Load Case 1wind on arm 1 only, wind direction equals 90 or 270 degrees. Note b 0 for one arm uprights

Wind Load Case 2 - calculate the torsion and shear for two arm uprights. Set wind Direction from the X Direction, b androtate the wind in increments of 5 degrees up to 360 degrees.

Wind Direction for Maximum Torsion on Upright

Wind Direction for Maximum Shear on Upright

summary of load case 2 torsion and shears in the x and z directions

Divide pole from the centerline of both arms to base into 10 segments and check each section for capacity

section properties (assume a 12 sided section)

LTS Appendix Table B.1-1

inside bend radius of tube wall plate:









[LTS-1, Eq. B.2-1]

weight per segment

Height Coefficient (Kz) LTS Eqn C 3.8.4-1

height factor

Wind Load and Moments and Shears (assume a min. ratio of break radius to tube radius of 0.25)

(Divide arm into ten segments and use the average diameter to calculate the wind loading)

LTS Table 3.8.3-3

LTS Table 3.8.6-1

for one arm poles, the controlling load case is wind acting perpendicular to the arm, thereforeuse 20% of the Basic Load as the transverse loading component for this loading case. LTS 3.9.3

wind direction for maximum torsion wind direction for maximum overturning

[LTS-1, 5.5.3.2]




[LTS-1, 5.8]




[LTS-1, 5.8.2]


[LTS-1, 5.8]

[LTS-1, 5.10]




[LTS-1, C5.10.2.1]

Euler stress:



[LTS-1, Eq. 5.10.2.3-









axial compression:


[LTS-1, Eq. 5.10.1-1]

[LTS-1, 5.11]


shear area:


[LTS-1, 5.11.2.1.1 & 5.11.2.1.2]



[LTS-1, 5.11.3.1.1 & 5.11.3.1.2]


[LTS-1, Eq. 5.11.1-1]


[LTS-1, Eq. 5.11.1-2]





[LTS-1, 4.8.1]

pole (column)unbraced length:

pole moment of inertiaat base:

pole moment of inertiaat tip:slenderness factor:

[LTS-1, C4.8.1]

check validity for use of LTS-1 Eq. 4.8.1-1:

[LTS-1, 4.8.1]

factored vertical concentratedload at pole tip:

factored weight of pole:load factors Extreme I:

equivalent axial load for a non-prismaticcantilever with a concentrated load at the tip:

Euler buckling load based upon moment ofinertia at pole bottom:

moment magnification factor for second-order effects:

[LTS-1, Eq. 4.8.1-1]

[LTS-1, 5.12.1]

moment magnification factor, calculatedaccording to AASHTO Section 4.8.1:

axial capacity ratio: moment capacity ratio: shear capacity ratio: torsion capacity ratio:


to clarify the stresses distributions and load cases for two arm uprights, graph CSR if minimum values for one arm shearand one arm torsion are not used

(for 16 sided pole, conservative)

From the curvature results (M/EI) at each section, curve fit a fourth degree polynomial, then integrate twice to get deflections.To get a function for curvature (M/EI), set the y-axis as curvature and the x-axis as distance along the pole starting atthe base. So the constants of integration are zero, and are calculated with section zero being at the base.

degree of polynomialto fit:

number of data points: polynomial coefficients:

polynomial function:

now integrate the curvature function twice to get deflections. Note: assuming pole connection to the foundation is rigid, the constantsof integration are zero for both slope and deflection

evaluates to:

lateral deflection atpole tip:

deflection as a percent of total pole height: lateral deflectionat pole tip:

[LTS-1, 10.4.2.1]

graph the calculated deflected shape:

inches, for two arm Mast Arms both connection plateheights must be equal (HT)

inches (FL)

inches, use X to zero out (SL)

inches (FP)

inches, use X to zero out (SP)

inches (FK)

inches, use X to zero out (SK)

inches (FJ)

inches, use X to zero out (SJ)

Trial Plate Thicknesses and Bolt Diameter

Design Criteria:performance ratio of bolt), (performance ratio of arm base plate),

& CS (combined stress ratio of vertical plate).

(for the base plate)

From Mast Arm Design

Note: Gap is the distance between the uprightand the Arm Base Plate. (5.5 inches is asuggested minimum for two arm poles)

From Upright Design(at arm connection)

(FO)

(SO)

Total Factored Moment and Shear

AISC LRFD, Vol 1, 6-A4 Specs, 2nd Ed.

Control dimensions

rounded up to the next 1/4 inch dimension

Minimum Mast Arm base plate height

Mast Arm base plate height, rounded up to next 1 inch dimension if necessary

Mast Arm base plate width

Mast Arm base plate width round up to next 1 inch dimension

(FJ)

(SJ)

Bolt spacing

(FS)

(SS)

Calculate Capacities of Connection Elements Based on the AISC LRFD Code, 2nd Edition

(Research Report 1126-4F by the Bureau of Engineering Research at the Univ. of Texas at Austin)(Design of bolts and plates based on "Design Guide for Steel to Concrete Connections by Cook, Doerr &Klingner)

Calculate Capacities of Connection Elements Based on the AISC LRFD Code, 13th Edition

Compute Shear Capacity of Back Truss Bolts (A325) [AISC J3]

Gross Bolt Area used forshear

Bending plane under full dead and wind load

Calculate the bolt moment arm

See Reference file for variable definitions

Shear perBolt

Bolt Shear Stress

Bolt Tensile Stress

AASHTO LTS minimum base plate thickness:

[LTS-1, Table 5.6.3-1] [SM 5.6.3-1]

See Reference file for formula derivations

(if PR <= 1.0 ok)


Round up to next quarter inch dimension.

(FR)

(SR)

round up to next1/8 inch dim.

NOTE: Old fillet welds, not used.

(Design welds of the socket joint to carry 100% of the design load using an E70 electrode.).

Weld Properties

Total Stress on Weld

Max. Bottom WeldSize

(FM)

(SM)

Bottom Weld Stress

AISC Table J2.5

Top Weld Stress

Top Weld Size

Round up tonext 1/16 inch

(FQ)

(SQ)

(Design welds to resist dead load moment , wind load moment, and dead load shear using an E70 electrode)

Weld Properties

Plate/Upright Weld size

AISC Table J2.5

min weld size

AISC Table J2.4

(FN)

(SN)

min weld size

AISC Table J2.4

min weld size

AISC p. 8-119

(FT)

(ST)

Trial Plate Thickness

Controlling Slenderness Parameter

Plastic Moment

Limiting Buckling Moment

Flexural Slenderness Parameters

AISC Table A-F1.1

For < <= Nominal Flex. Strength

AISC Eqn A-F1-3

For <Nominal Flex. Strength

AISC Eqn F1-14

Required Flexural Strength

Column Slenderness Parameter

AISC Eqn E2-4

Nominal Critical Stress

AISC Eqns E2-2 & E2-3

Nominal Compressive Strength

AISC Eqn E2-1

Required Compressive Strength

Combined Stress RatioFlexure and Tension members

AISC Eqns H1-1a & H1-1b (if CSR<1, then ok)

(if PR<1, then ok)

set variables equal to zero if there is no second arm

use 6 bolts minimum

inches (BC)

maximum torsion (Mx & Mz not used)maximum overturning (My not used) maximum CSR

load cases for maximum torsion (T), overturning (OT), and Combined Force Interation (CFI)

Design per AISC J3

Design plate thickness based on yield line theory

minimum base plate thickness

LTS 5.14.3SM V3 5.14.3

Round up to next1/8 inch dim.

final Diameter.tip.poleadjusted for t.baseplate.pole.




AISC Table J2.5

(BD)

(BE)

0 - clay 1 - sand

degrees, soil friction angle (sand)

psf, soil shear strength (clay)

pcf, soil density (typical design value = 45-50 pcf)

vertical distance between top offoundation and groundline

Number of blows per foot.If N< 5, contact the district geotech Engineer SM V3 13.6

(not used)

LRFD = AASHTO LRFD Bridge Design Specifications

SM V3 = FDOT Structures Manual Volume 3

SDG = FDOT Structures Design Guidelines

Spec = FDOT Standard Specifications

ACI = ACI 318 Structural Concrete Building Code

UF Report = FDOT/University of Florida Report BD545 RPWO #54

(From Arm1 Design)

(from Base Plate Design)

(from Upright Design)

round shaft diameter up to the nearest half foot dimension to accommodate available coring equipment

SM V3 13.6 vertical distance between top offoundation and groundline

short free-head pile in cohesionless soil using Broms method

Guess value

(round up to next foot)

short free-head pile in cohesive soil using Modified Broms method for L < 3b (see reference file forderivation)

Guess value


short free-head pile in cohesive soil using Regular Broms method for L > 3b


(If , use Modified Broms method)

NOTE: and are based upon CONCRETE and soilinteraction. This torsion methodology is not to be used withpermanent casing.

SM V3 13.6

Number of blows per foot. If N< 5, contact the district geotech Engineer

load transfer ratio

coefficient of friction between concrete shaft and soil

short free-head pile in cohesionless soil

Guess value


short free-head pile in cohesive soil

Guess value




Guess value



(this is a Service moment)

Sand Model controls

reinforcing yield strength

concrete strength Spec 346-3

cover SDG Table 1.4.2-1

longitudinal bar area

longitudinal bar diameter

stirrup area SM V3 13.6.2

stirrup diameter

stirrup spacing, depth = 0 ft-2 ft SM V3 13.6.2

stirrup spacing, depth = 2 ft-depth.stir

stirrup spacing, depth > depth.stir

stirrup spacing, depth > depth.stirA

stirrup depth, see s.v2 and s.v3 above

irrup depth, see s.v3 and s.v4 above

shaft diameter

LRFD 5.7.4.2

number of longitudinal bars

SDG 3.6.10

Shear Load Factor

Torsion Load Factor

Shear Resistance Factor LRFD 5.5.4.2.1

Torsion Resistance Factor LRFD 5.5.4.2.1

Area and perimeter of concrete cross-section

Diameter, perimeter and area enclosed by the centerline of the outermost closed transverse torsion reinforcement

LRFD C5.8.2.1

Effective shear depth

LRFD C5.8.2.1

Check Shear Strength

LRFD Eqn 5.8.3.3-3LRFD 5.8.3.4.1

ACI 11.3.3

LRFD Eqn 5.8.3.3-4

Check Torsion Strength

LRFD Eqn 5.8.3.6.2-1

LRFD 5.8.3.4.1

LRFD Eqn 5.8.2.1-4

LRFD Eqn 5.8.2.1-3

Check Maximum Spacing Transverse Reinforcement

LRFD Eqn 5.8.2.9-1

LRFD Eqn 5.8.2.7-1

LRFD Eqn 5.8.2.7-2

Check Longitudinal Reinforcement for Combined Shear and Torsion LRFD Eqn 5.8.3.6.3-1

LRFD 5.8.3.4.1

Use a maximum of three rebarper anchor bolt (conservative)

2015 AASHTO Development Length of Deformed Bars in Tension 5.11.2.1

= the smaller of the distance from center of bar or wire being developed to the nearest concretesurface and one half the center-to-center spacing of the bars or wires being developed

. assume no transverse bars:

LRFD Eqn 5.11.2.1.3-1

tension development length LRFD Eqn 5.11.2.1.1-2

Note: minimum embedment was in old AASHTO LTS, 2nd Ed. 1985 and 3rd Ed. 1994 in Section 3 - 1.3.4. It was removedin the 4th Ed., but is still a good rule of thumb.

References:ACI 318-05 Appendix D.FDOT/University of Florida Report BD545 RPWO #54,Anchor Embedment Requirements for Signal/Sign Structures, July 2007.

number of anchor bolts

anchor bolt diameter

anchor bolt circle diameter

anchor bolt embedment

shaft diameter

adjusted cover

UF Report Eqn 3-2

load bearing length of anchor for shear

ACI D.6.2.2

shear break-out strength (single anchor)

UF Report Eqn 2-11

UF Report Fig 3-7

UF Report Fig 3-7

projected concrete failure area (single anchor)

ACI Eqn D-23

projected concrete failure area (group)

ACI D.6.2.1

eccentric load modifier ACI D.6.2.5

edge effect modifier ACI D.6.2.6

cracked section modifier ACI D.6.2.7 (stirrup spacing <= 4")

member thickness modifier ACI D.6.2.8

strength reduction factor ACI D.4.4.c.i ( shear breakout, condition A)

concrete breakout strength - shear

ACI Eqn D-22 Shear force | to edge

ACI D.6.2.1.c Shear force || to edge

concrete breakout strength - torsion


0 - clay1 - sand

Use the member cross section adjacent to the weld toe to compute the nominal stress range. LTS 11.9

SM V3 11.6

Arm and Pole Welds

A325 Connection Bolts

Anchor Bolts

zero out initial header row for signal/sign information

(use MC10x33.6 channel for connection)

Compare Mast Arm deflection of each arm to a proposed camber

(for Two Arm Structures only)

(if Clearance equals 0, then Connection Plates intersect and redesign is required.

STRUCTURE NO. 1 CLAY MODEL

FDOT Mast Arm Analysis ProgramThe new custom file will be a copy of the last file called fromthe program. A ".dat" extension will be added to the file name.Custom File Name (optional)

Refresh File ListAdd file to file list

A60DH-A50DH-P4DL-DS165A60DH-A60D-P5DL-DS165A60DH-A60DH-P5DL-DS165A60S-P4SL-DS145A60SH-P4SL-DS145A70D-A30D-P5DL-DS165A70D-A30DH-P5DL-DS165


Path "C:\Users\Peter Medico\Documents\Projects\Structural E

DataFile "A60S-P4SL-DS145.dat"




Reference:C:\Users\Peter Medico\Documents\Projects\Structural Engineering Projects\SR-492 at NE 30th Mast Arm Design Update\M5\Mast

Read In Data

General Information DataFile "A60S-P4SL-DS145.dat"

Current Values New ValuesSubject "A60/S-P4/S/L-DS5.0/16/4.5"

ProjectNo "Design Standard"

PoleLocation "Index 17743"

Date "09/28/2016"Use Control+F9 torecalculate the worksheet,once to write out data, twiceto read in data

DesignedBy "FDOT"

CheckedBy "FDOT"

Wind Speed DataFile "A60S-P4SL-DS145.dat"

Current Value New Value

WindSpeed 170 mph mph SM V3 3.8.2

Kd 0.85

VService 90mph

Arm 1 Analysis DataFile "A60S-P4SL-DS145.dat" WindSpeed 170 mph

11/2/2018 S-1 Clay Model.xmcd 1

Arm 1 Loads

SignalDataarm1

"SignalNumber"

1

2

3

4

5

6

7

8

9

10

"DistanceToSignal(ft)"

28

43

58

0

0

0

0

0

0

0

"NumberOfSignalHeads"

3

3

3

3

0

0

0

0

0

0

"BackPlate"

"yes"

"yes"

"yes"

"yes"

"yes"

"yes"

"yes"

"yes"

"yes"

"yes"


"SignalNumber" "DistToSignal(ft)" "#SignalHeads" "BackPlate"1 26 3 "yes"2 37 3 "yes"3 49 4 "yes"4 0 "x" "yes"5 0 0 "yes"6 0 0 "yes"7 0 0 "yes"8 0 0 "yes"9 0 0 "yes"

10 0 0 "yes"

New Values

SignDataarm1

"PanelNumber"

1

2

3

4

5

"DistanceToPanelCentroid(ft)"

35

0

0

0

0

"PanelArea(sf)"

15

0

0

0

0

"Panel#" "DistToCentroid(ft)" "PanelArea(sf)"1 11 162 18 53 31 1.54 43 7.55 0 0

New Values use X to zero out datause 0 to keep current values

Arm 1 Loads


Arm 1 Properties

Current Values New Values

Ltotal.arm1 60 ft feet, 40 ft. max. for 1 piece arms

Diameterbase.arm1 14 in inches, measured flat to flat (FG)


Distsplice.from.base.arm1 27.5 ft set Distsplice.from.base.arm1 = 0ft for NO SPLICE

inches, this value is used for one piece arms (FD)twall.arm1

0.25

0.375

ininches, for 2 piece arms, wall thickness of piece closest to the pole,use X to zero out (FH)

Arm 1 Properties

Analyze Arm 1

Switch values, set values for DataOutz 0 1

fSwitchData orig new unit( ) if new "x"=( ) new "X"=( ) 0 unit if new 0= orig new unit( )[ ]

ZeroSignSignalData old new( )

valuen1 n2 0 newn1 n2 "x"=if

valuen1 n2 0 newn1 n2 "X"=if

valuen1 n2 oldn1 n2 otherwise

n2 0 cols new( ) 1for

n1 0 rows new( ) 1for

value

out 1

out out 1 out 0

Ltotal.arm1 fSwitchData Ltotal.arm1 newLtotal.arm1 ft dataoutLtotal.arm1

ftdataout 60

out out 1 out 1

Diameterbase.arm1 fSwitchData Diameterbase.arm1 newDiameterbase.arm1 in dataoutDiameterbase.arm1

indataout 14

out out 1 out 2

Distsplice.from.base.arm1 fSwitchData Distsplice.from.base.arm1 newDistsplice.from.base.arm1 ft

dataoutDistsplice.from.base.arm1

ftdataout 27.5

out out 1 out 3

twall.arm1zfSwitchData twall.arm1z

newtwall.arm1zin dataout

twall.arm1

indataout

0.25

0.375

twall.arm11if Distsplice.from.base.arm1 0 ft= 0 in twall.arm11


out out 1 out 4

WindSpeed fSwitchData WindSpeed newWindSpeed mph( ) dataoutWindSpeed

mphdataout 150

out out 1 out 5

i 1 rows newSignalDataarm1 1 j 0 cols newSignalDataarm1 1

SignalDataarm1i jif SignalDataarm1i j

newSignalDataarm1i jnewSignalDataarm1i j

0 newSignalDataarm1i j

SignalDataarm1

SignalDataarm1 ZeroSignSignalData SignalDataarm1 newSignalDataarm1dataout SignalDataarm1

dataout

"SignalNumber"

1

2

3

4

5

6

7

8

9

10


26

37

49

0

0

0

0

0

0

0


3

3

4

0

0

0

0

0

0

0

"BackPlate"

"yes"

"yes"

"yes"

"yes"

"yes"

"yes"

"yes"

"yes"

"yes"

"yes"

out out 1 out 6

i 1 rows newSignDataarm1 1 j 0 cols newSignDataarm1 1

SignDataarm1i jif SignDataarm1i j

newSignDataarm1i jnewSignDataarm1i j

0 newSignDataarm1i j

SignDataarm1i j SignDataarm1 ZeroSignSignalData SignDataarm1 newSignDataarm1

dataout SignDataarm1

dataout

"PanelNumber"

1

2

3

4

5


11

18

31

43

0

"PanelArea(sf)"

16

5

1.5

7.5

0

Sort Signal and Sign Data

#Signalsarm1 match 0 submatrix SignalDataarm1 1 10 0 2 0 0 0 0

i1 1 #Signalsarm1

Xsignal.arm1i1SignalDataarm1i1 1

ft


Sectionssignal.arm1i1SignalDataarm1i1 2

Backplatesignal.arm1i1if SignalDataarm1i1 3

"yes"= 1 0

i1

12

3

Xsignal.arm1i1

2637

49

ft

Sectionssignal.arm1i1

33

4

Backplatesignal.arm1i1

11

1

#Panelsarm1 match 0 submatrix SignDataarm1 1 5 0 2 0 0 0 0

temp#Panelsarm1 #Panelsarm1

#Panelsarm1 if #Panelsarm1 0= 1 #Panelsarm1

j1 1 #Panelsarm1

Xpanel.arm1j1SignDataarm1j1 1

ft

Areapanel.arm1j1SignDataarm1j1 2

ft2

Xpanel.arm11if temp#Panelsarm1 0= 0.1 ft Xpanel.arm11

Areapanel.arm11if temp#Panelsarm1 0= 0.1 ft2 Areapanel.arm11

j1

12

3

4

Xpanel.arm1j1

1118

31

43

ft

Areapanel.arm1j1

165

1.5

7.5

ft2




Drawsignals count 1

startSectionssignal.arm1k

20.5

ft

sd 0

zcount 0 Xsignal.arm1 k

zcount 1 start j ft

count count 1

j 1 Sectionssignal.arm1kfor

k 1 #Signalsarm1for

z

Areapanel.arm10if #Panelsarm1 0 0 ft2 Areapanel.arm10

Xpanel.arm1.nounitsXpanel.arm1

ftApanel.arm1.nounits

Areapanel.arm1

ft2

Drawsigns count 0

pd 0

pd0 0 Xpanel.arm1.nounits k

Apanel.arm1.nounitsk

2

pd0 1


2



2

pd1 1


2



2

pd2 1


2



2

pd3 1


2

pd4 0 pd0 0

pd4 1 pd0 1

arrayk pd

k 1 if #Panelsarm1 1 1 #Panelsarm1for

array

Drawsigns

0

{5,2}

{5,2}

{5,2}

{5,2}

Placeholder

0

0

0

0

0

0

0

0

0

0


xsignals Drawsignals0 ysignals Drawsignals

1

testvalj1 if #Panelsarm1 0 j1 1 1

Drawsign1 if max testval( ) 1 Drawsigns1Placeholder




50 40 30 20 10

5

5

Location of Signs and Signals

Taper 0.14inft

SpliceType 0 0 = user defined1 = custom design

Lsplice.user 24 in


Diametertemp.arm1 Diameterbase.arm1

Diameterbase.arm11Diameterbase.arm1 Diameterbase.arm11

14 in



estDiatip.arm11Diameterbase.arm11

Distsplice.from.base.arm1 Taper estDiatip.arm1110.15 in


estDiabase.arm10estDiatip.arm11

2 ft Taper 2 twall.arm10estDiabase.arm10

10.93 in

Diameterbase.arm10round

estDiabase.arm10

in0

in Diameterbase.arm1011 in

Diameterbase.arm11if Diameterbase.arm10

Diameterbase.arm11= Distsplice.from.base.arm1 0 ft= 0 ft Diameterbase.arm11

Diameterbase.arm1114 in


Lsplice.min 24 in

Lsplice.aashto 1.5 Diameterbase.arm102 twall.arm10

Lsplice.aashto 15.75 in

Lsplice.aashto Ceil Lsplice.aashto in Lsplice.aashto 16 in

Lsplice.addtl if Ltotal.arm1 50 ft 3 in 0 in Lsplice.addtl 3 in

Lsplice.arm1 if Lsplice.min Lsplice.aashto Lsplice.min Lsplice.aashto Lsplice.addtl Lsplice.arm1 27 in

Lsplice.arm1 if Diameterbase.arm110 ft= 0 ft Lsplice.arm1 Lsplice.arm1 27 in


estDiatip.arm11Diameterbase.arm10

2 twall.arm10Lsplice.arm1 Taper estDiatip.arm11

10.185 in


Larm11

Diameterbase.arm11estDiatip.arm11

TaperLarm11

27.25 ft

Larm11if Diameterbase.arm11

0 ft= 0 ft Ceil Larm11.01 in 6 in Larm11

27.5 ft

Lsplice.provided Larm11

Diameterbase.arm11Diameterbase.arm10

2 twall.arm10

Taper

Lsplice.provided 30 in

Lsplice.provided if Diameterbase.arm110 ft= 0 ft Lsplice.provided Lsplice.provided 30 in

Diametertip.arm11if Diameterbase.arm10

0 ft= 0 ft Diameterbase.arm11Larm11

tbaseplate.arm0Taper

Diametertip.arm1110.185 in


Larm10Ltotal.arm1 Larm11

Lsplice.provided Larm1035 ft

Larm10Ceil Larm10

.01 in 3 in Larm1035 ft

Lsplice.provided.arm1 Larm10Larm11

Ltotal.arm1 Lsplice.provided.arm1 30 in

Lsplice.provided.arm1 if Distsplice.from.base.arm1 0 ft= 0 in Lsplice.provided.arm1 Lsplice.provided.arm1 30 in

Diametertip.arm10Diameterbase.arm10

Larm10tbaseplate.arm0

Taper Diametertip.arm106.135 in

CheckLtotal Larm10if Diameterbase.arm11

0 ft= 0 ftDiameterbase.arm11

Diameterbase.arm102 twall.arm10

Taper

CheckLtotal 60 ft


Larm1.user1Distsplice.from.base.arm1 Larm1.user1

27.5 ft

Larm1.user0Ltotal.arm1 Distsplice.from.base.arm1 Lsplice.user Larm1.user0

34.5 ft

Diameterbase.arm1.user1Diametertemp.arm1 Diameterbase.arm1.user1

14 in

Diametertip.arm1.user1Diameterbase.arm1.user1

Larm1.user1tbaseplate.arm0

Taper Diametertip.arm1.user110.185 in

Diameterbase.arm1.user0Diametertip.arm1.user1

Lsplice.user Taper 2 twall.arm10Diameterbase.arm1.user0

10.965 in

Diametertip.arm1.user0Diameterbase.arm1.user0

Larm1.user0Taper Diametertip.arm1.user0

6.135 in

Larm1.user1if Distsplice.from.base.arm1 0 ft= 0 ft Larm1.user1

Larm1.user127.5 ft

Larm1.user0if Distsplice.from.base.arm1 0 ft= Ltotal.arm1 Larm1.user0

Larm1.user034.5 ft

Diameterbase.arm1.user1if Distsplice.from.base.arm1 0 ft= 0 ft Diameterbase.arm1.user1

Diameterbase.arm1.user114 in

Diametertip.arm1.user1if Distsplice.from.base.arm1 0 ft= 0 ft Diametertip.arm1.user1

Diametertip.arm1.user110.185 in

Diameterbase.arm1.user0if Distsplice.from.base.arm1 0 ft= Diametertemp.arm1 Diameterbase.arm1.user0

Diameterbase.arm1.user010.965 in

Diametertip.arm1.user0if Distsplice.from.base.arm1 0 ft= Diameterbase.arm1.user0

Larm1.user0tbaseplate.arm0

Taper Diametertip.arm1.user0

Diametertip.arm1.user06.135 in

Lsplice.provided if SpliceType 0= Lsplice.user Lsplice.provided Lsplice.provided 24 in


Lsplice.provided.arm1 if SpliceType 0= Lsplice.user Lsplice.provided.arm1 Lsplice.provided.arm1 24 in

Larm11if SpliceType 0= Larm1.user1

Larm11Larm11

27.5 ft

Larm10if SpliceType 0= Larm1.user0

Larm10Larm10

34.5 ft

Diameterbase.arm11if SpliceType 0= Diameterbase.arm1.user1


14 in

Diametertip.arm11if SpliceType 0= Diametertip.arm1.user1

Diametertip.arm11Diametertip.arm11

10.185 in

Diameterbase.arm10if SpliceType 0= Diameterbase.arm1.user0


10.965 in

Diametertip.arm10if SpliceType 0= Diametertip.arm1.user0

Diametertip.arm10Diametertip.arm10

6.135 in


Lsplice.provided.arm1 24 in Lsplice.aashto 16 in

CheckSpliceLengtharm1 if Lsplice.provided.arm1 Lsplice.aashto "OK" "No Good" CheckSpliceLengtharm1 "OK"

Ltotal.arm1 60 ft Larm134.5

27.5

ft Diametertip.arm16.135

10.185

in Diameterbase.arm110.965

14

in

(min TipDiameter = 4.7 in. for 7 gage and 7 in. for 3 gage, see reference file) Diametertip.arm106.13 in

G 1.14 gust factor LTS 3.8

SM V3 3.8

Pressure 0.00256 psf( )WindSpeed

mph

2G Kd Pressure 55.8 psf

PService 0.00256 psf( )VService

mph

2

G Kd PService 20.1 psf

heightarm 24.4 ft (min. 16 ft.)


zg 900 ft 9.5

Kz.arm fKz heightarm zg height factor Kz.arm 0.94



sections n=0..50 0 1 2 3 4 5 .. 49 50

Signal DL and WL Moments and Shears

Weightsignal.head 14 lbf Weightbackplate 2 lbf Weightbracket 5.3 lbf Cd.signal 1.2 (coeff drag)

Areasignal.head 1.36 ft2 Areabackplate 5.67 ft2 Areabracket 0.29 ft2 Cd.backplate 1.2

Weightsignal.section.arm1 if #Signalsarm1 0= 0 lbf( ) Weightsignal.head

Areasignal.section.arm1 if #Signalsarm1 0= 0 ft2 Cd.signal Areasignal.head

Weightbackplate.arm1 if #Signalsarm1 0= 0 lbf( ) Weightbackplate

Areabackplate.arm1i1if #Signalsarm1 0= 0 ft2 Cd.backplate Areabackplate

Areabackplate.arm1i1if Sectionssignal.arm1i1

4= Cd.backplate 6.83 ft2 Areabackplate.arm1i1

Areabackplate.arm1i1if Sectionssignal.arm1i1

5= Cd.backplate 8.00 ft2 Areabackplate.arm1i1

Weightbracket.arm1 if #Signalsarm1 0= 0 lbf( ) Weightbracket

Areabracket if #Signalsarm1 0= 0 ft2 Areabracket

Weightsignal.arm1i1Sectionssignal.arm1i1

Weightsignal.section.arm1 Weightbackplate.arm1 Backplatesignal.arm1i1if Xsignal.arm1i1

0 ft= 0

Pressuresignal.arm1i1Sectionssignal.arm1i1

Areasignal.section.arm1 Backplatesignal.arm1i1Areabackplate.arm1i1

Areabracket Pressure Kz.arm

Weightsignal.arm1

0

49.3

49.3

63.3

lbf Pressuresignal.arm1

0

626.2

626.2

784.2

lbf

PServicesignal.arm1i1Sectionssignal.arm1i1

Areasignal.section.arm1 Backplatesignal.arm1i1Areabackplate.arm1i1

Areabracket PService Kz.arm


PServicesignal.arm1

0

225.4

225.4

282.3

lbf

NumberOfSections 20 n 0 NumberOfSections

Xsection.arm1nLtotal.arm1 Ltotal.arm1

nNumberOfSections

Mdl.signal.arm1ni1

Weightsignal.arm1i1if Xsignal.arm1i1

Xsection.arm1n0 ft 0 ft Xsignal.arm1i1

Xsection.arm1n

Mwl.signal.arm1ni1

Pressuresignal.arm1i1if Xsignal.arm1i1


Xsection.arm1n

Vdl.signal.arm1ni1

Weightsignal.arm1i1if Xsignal.arm1i1

Xsection.arm1n0 ft 0 1

Vwl.signal.arm1ni1

Pressuresignal.arm1i1if Xsignal.arm1i1


MS.wl.signal.arm1ni1

PServicesignal.arm1i1if Xsignal.arm1i1


Xsection.arm1n

VS.wl.signal.arm1ni1

PServicesignal.arm1i1if Xsignal.arm1i1


Sign Panel DL and WL Moments and Shears

UnitWeightpanel 4.0lbf

ft2Internally illuminated sign weightsvary from 5-9psf.

Cd.panel 1.2 (coeff drag)

Areapanel.arm1j1if #Panelsarm1 0= 0 ft2 Areapanel.arm1j1

j1

12

Xpanel.arm1j1

11 ft

Areapanel.arm1j1

16 ft2


2

3

4

18

31

43

5

1.5

7.5Weightpanel.arm1j1Areapanel.arm1j1

UnitWeightpanel Weightpanel.arm1

0

64

20

6

30

lbf

Pressurepanel.arm1j1Areapanel.arm1j1

Pressure Cd.panel Kz.arm Pressurepanel.arm1

0

1 103

313.4

94

470.1

lbf

PServicepanel.arm1j1Areapanel.arm1j1

PService Cd.panel Kz.arm PServicepanel.arm1

0

361

112.8

33.8

169.2

lbf

Mdl.panel.arm1nj1

Weightpanel.arm1j1if Xpanel.arm1j1

Xsection.arm1n0 ft 0 ft Xpanel.arm1j1

Xsection.arm1n

Mwl.panel.arm1nj1

Pressurepanel.arm1j1if Xpanel.arm1j1


Xsection.arm1n

Vdl.panel.arm1nj1

Weightpanel.arm1j1if Xpanel.arm1j1


Vwl.panel.arm1nj1

Pressurepanel.arm1j1if Xpanel.arm1j1


MS.wl.panel.arm1nj1

PServicepanel.arm1j1if Xpanel.arm1j1


Xsection.arm1n

VS.wl.panel.arm1nj1

PServicepanel.arm1j1if Xpanel.arm1j1


Mast Arm Bare Steel Section Properties, Moments, and Shears

1. Section Properties (assume a 12 sided section) Sides 12 LTS Appendix Table B.1-1

Rodn

12

Diameterbase.arm11

Ltotal.arm1 NumberOfSections n( )

NumberOfSectionsTaper

if Larm10

Ltotal.arm1

NumberOfSectionsn 0 in twall.arm10

12

Diameterbase.arm10

Ltotal.arm1 NumberOfSections n( )


otherwise

tarm1nif Xsection.arm1n

Larm110 in twall.arm11

twall.arm10


RidnRodn

tarm1nRmidn

Rodn

tarm1n

2

Aarm1n6.43 Rmidn

tarm1nIarm1n

3.29 Rmidn

3 tarm1nrgn

0.715 Rmidn

fRInsideBend t( ) 0.63 in t 0.1196 inif

1.31 in 0.1196 in t 0.1875 inif

1.75 in 0.1875 in t 0.25 inif

1.94 in 0.25 in t 0.3125 inif

2.13 in 0.3125 in t 0.375 inif

2.56 in 0.375 in t 0.4375 inif

3.0 in 0.4375 in t 0.5 inif

"N.G." otherwise

rb.arm1iifRInsideBend twall.arm1ii

rb.arm11.75

2.13

in


rb.arm1iifRInsideBend twall.arm1ii

rb.arm11.75

2.13

in


rbb.arm1nif Xsection.arm1n

Larm110 in rb.arm11

rb.arm10

rc.arm1n

rbb.arm1nif Xsection.arm1n

Larm110 in twall.arm11

twall.arm10 Ridn

rs.arm1n

rbb.arm1n

Rodn


barm1nfb Rodn

Ridnrbb.arm1n

tarm1nSides

min barm1 0.965 in max barm1 2.746 in




Sarm1n3.29 Rmidn

2 tarm1nKpnfKp Sides( )

Sarm1.rdn3.14 Rmidn

2 tarm1n


Zarm1nfZ Kpn

Sarm1n

Zarm1.rdnfZ 1.27 Sarm1.rdn


n'arm1nfn' rbb.arm1n

tarm1n[see LTS-1 Eq. B.2-1]


kt.arm1nfkt tarm1n

Rmidnn'arm1n

[LTS-1, Eq. B.2-1] Ct.arm1nfCt Rmidn

tarm1nkt.arm1n

Sides

60 40 20 0

20

10

10

20

Outside Wall FaceInside Wall FaceOutside Wall FaceInside Wall Face

Wall Thickness and Splice Transition

Length in feet

Dia

met

er in

inch

es

Larm1 1

ft


Lsplice.provided 24 in11/2/2018 S-1 Clay Model.xmcd 15

SpliceIndexn if Larm10

Ltotal.arm1

NumberOfSectionsn

NumberOfSections n

min SpliceIndex( ) 12

Weightsplice if min SpliceIndex( ) NumberOfSections=( ) 0 lbf Aarm1min SpliceIndex( )Lsplice.provided 490

lbf

ft3

Weightsplice 84.224 lbf

n 1 NumberOfSections

Weightsegmentn

Aarm1n 1Aarm1n

2

Ltotal.arm1

NumberOfSections

490lbf

ft3

max Weightsegment 165.1 lbf

Weightsegmentmin SpliceIndex( )Weightsegmentmin SpliceIndex( )

Weightsplice max Weightsegment 211.1 lbf

Weightsegment 2144 lbf

XsegmentnXsection.arm1n 1

Ltotal.arm1

NumberOfSections

2 Aarm1nAarm1n 1

3 Aarm1nAarm1n 1

Mdl.tube.arm1n1

n

k

WeightsegmentkXsegmentk

Xsection.arm1n Vdl.tube.arm1n1

n

k

Weightsegmentk



n 1 NumberOfSections DiametersegmentnRodn 1

Rodndn Diametersegmentn

V WindSpeed

Cv 0.8 (velocity conversion factor) LTS Table 3.8.3-3

LTS Table 3.8.7-1Cd.segment.arm1n

fCd CvWindSpeed

mph

dn

ftrc.arm1n

rs.arm1nSides

max Cd.segment.arm1 0.79

Cd.S.segment.arm1nfCd 1.0

VService

mph

dn

ftrc.arm1n

rs.arm1nSides

max Cd.S.segment.arm1 0.93

Psegmentn

Larm1NumberOfSections

DiametersegmentnCd.segment.arm1n

Pressure Kz.arm

Mwl.tube.arm1n1

n

k

PsegmentkXsegmentk

Xsection.arm1n Vwl.tube.arm1n1

n

k

Psegmentk


PS.segmentn

Larm1NumberOfSections

DiametersegmentnCd.S.segment.arm1n

PService Kz.arm

MS.wl.tube.arm1n1

n

k

PS.segmentkXsegmentk

Xsection.arm1n VS.wl.tube.arm1n1

n

k

PS.segmentk

Total DL and WL Moments and Shears

DC.Ext1 1.1 W.Ext1 1.0

n 0 NumberOfSections

Mdl.arm1n DC.Ext1 Mdl.signal.arm1nMdl.panel.arm1n

Mdl.tube.arm1nVdl.arm1n DC.Ext1 Vdl.signal.arm1n

Vdl.panel.arm

Mwl.arm1nMwl.signal.arm1n

Mwl.panel.arm1nMwl.tube.arm1n

Vwl.arm1nVwl.signal.arm1n

Vwl.panel.arm1nVwl.

MS.wl.arm1nMS.wl.signal.arm1n

MS.wl.panel.arm1nMS.wl.tube.arm1n

VS.wl.arm1nVS.wl.signal.arm1n

VS.wl.panel.arm1n

base1 last Mdl.arm1 base1 20 Mwl.arm120171.191 kip ft MS.wl.arm120

64.2

0 5 10 15 200

50

100

150

Moments due to Dead and Wind Loads

Mdl.arm1n

kip ft

Mwl.arm1n

kip ft

n


0 5 10 15 200

2

4

6

Shears due to Dead and Wind Loads

Vdl.arm1n

kip

Vwl.arm1n

kip

n

0 5 10 15 200

20

40

60

Moments due to Dead and Wind Loads

Mdl.arm1n

kip ft

MS.wl.arm1n

kip ft

n


0 5 10 15 200

1

2

Shears due to Dead and Wind Loads

Vdl.arm1n

kip

VS.wl.arm1n

kip

n

Total Arm Bending Force on the Section

Mu.arm1nMdl.arm1n

2 Mwl.arm1n

2

Mu.arm120183.1 kip ft

Total Arm Shear force on the Section

Vu.arm1nVdl.arm1n

2 Vwl.arm1n

2 Vu.arm1206.58 kip

Factored Resistance - Extreme Event I

Resistance Factors [LTS-1, 5.5.3.2]

flexure (bending): shear: torsion: axial compression:f 0.9 v 0.9 t 0.95 c 0.9



u 0.75 y 0.9

Bending Strength [LTS-1, 5.8]




Fy 50 ksi E 29000 ksi


Mn.arm1nfMn Zarm1n

Zarm1.rdnFy 2 Ridn

barm1ntarm1n

E Sides

[LTS-1, 5.8.2] min Mn.arm1 35.5 kip ft max Mn.arm1 289.2 k


f 0.9 Mr.arm1n f Mn.arm1n[LTS-1, 5.8] min Mr.arm1 32 kip ft max Mr.arm1 260.3 k

Compressive Strength [LTS-1, 5.10]





K 2.1 L Ltotal.arm1 rn rgnE 29000 ksi Agn

Aarm1n[LTS-1, C5.10.2.1]

L 60 ft

Euler stress:

Fe.arm1 fFe E K Ltotal.arm1 r20


buckling stress, used in determinationof be for AEFF with Q 1.0= : element effective wid

Fcr.arm1 fFcr 1.0 Fy Fe.arm1 K Ltotal.arm1 r20 E farm1 Fcr.arm1 be.arm1nfbe E farm

[LTS-1, Eq. 5.10.2.3-


Rb.EFF.arm1n

be.arm1ntarm1n

2AEFF.arm1n

fA Rb.EFF.arm1ntarm1n

Sides


Qarm1nfQ barm1n

barm1ntarm1n

E Fy AEFF.arm1nAgn

Sides

max Qarm1 1 min Qarm1 1



Classn fClass barm1nbarm1n

tarm1nE Fy Sides



recalculate Fcr based on the refined value for Q :


Fcr.arm1nfFcr Qarm1n

Fy Fe.arm1 K Ltotal.arm1 r20 E

min Fcr.arm1 2.605 ksi

max Fcr.arm1 2.605 ksinominal compressive strength:

Pnc.arm1nAgn

Fcr.arm1nmin Pnc.arm1 12.249 kip

max Pnc.arm1 42.79 kipClass

0

01

2

3

4

5

6

7

8

9

10

11

12

13

14

15

"Compact""Compact"

"Compact"

"Compact"

"Compact"

"Compact"

"Compact"

"Compact"

"Compact"

"Compact"

"Compact"

"Compact"

"Compact"

"Compact"

"Compact"

...

axial compression:

c 0.9


Prc.arm1n c Pnc.arm1n[LTS-1, Eq. 5.10.1-1] min Prc.arm1 11 kip

max Prc.arm1 38.5 kip


Shear and Torsion Strength [LTS-1, 5.11]



shear area:

Lv.arm1 Ltotal.arm1 d1 6.310 in :tip Av.arm1n

Agn

2Lv.arm1 60 ft max d( ) 13.79 in :base


Fnv.arm1nfFnv E Lv.arm1 2 Ridn

tarm1nFy Sides

[LTS-1, 5.11.2.1.1 & 5.11.2.1.2]


Vn.arm1nAv.arm1n

Fnv.arm1nmin Vn.arm1 70.529 kip

max Vn.arm1 246.4 kip


Fnt.arm1nfFnt E Lv.arm1 2 Ridn

tarm1nFy Sides min Ct.arm1 13.753 in3 Tn.arm1n

Ct.arm1nFnt.arm1n

[LTS-1, 5.11.3.1.1 & 5.11.3.1.2]max Ct.arm1 108.754 in3 min Tn.arm1 34.4 kip ft

max Tn.arm1 271.9 kip ft


v 0.9 Vr.arm1n v Vn.arm1n[LTS-1, Eq. 5.11.1-1] min Vr.arm1 63.5 kip max Vr.arm1 221


t 0.95 Tr.arm1n t Tn.arm1n[LTS-1, Eq. 5.11.1-2] min Tr.arm1 32.7 kip ft max Tr.arm1 258

Factored Resistance Summaryfactored flexural resistance:

min Mr.arm1 32 kip ft max Mr.arm1 260.3 kip ft


min Prc.arm1 11 kip max Prc.arm1 38.5 kip


min Vr.arm1 63.5 kip max Vr.arm1 221.8 kip


min Tr.arm1 32.7 kip ft max Tr.arm1 258.3 kip ft


Combined Force/Resistance Interaction - Extreme Event I

Check Combined Force Interaction < 1.00 [LTS-1, 5.12.1]


CRMn

Mu.arm1n

Mr.arm1n

CRVn

Vu.arm1n

Vr.arm1n

2

max CRM 0.704 max CRV 8.839 10 4


CFIarm1nfCFIsimple 0 0 1.0 Mu.arm1n

Mr.arm1nChk5.12.1.arm1n

fCheck5.12.1 CFIarm1n

max CFIarm1 0.704 min Chk5.12.1.arm1 "OK"

0 5 10 15 200

0.16

0.32

0.48

0.64

0.8Combined Stress Ratio

CFIarm1n

n

Dead Load Deflection


Curvaturen

Mdl.arm1n

E Iarm1n

xn Xsection.arm1n n Curvaturen in


k 3 number of data points Z regressxin

k

polynomialcoefficients coeffs submatrix Z 3 length Z( ) 1 0 0( ) coeffs( )T 6.87 10 5 6.64 10 8 1.4 10 11 4.72 10

polynomial function curve x( ) coeffs0 coeffs1 x coeffs2 x2 coeffs3 x3 Armn curvexn

in


60 40 20 02 10 5

0

2 10 5

4 10 5

6 10 5

8 10 5Calculated Curvature vs. Curve Fit

n

Armn

xn

ft


xxcoeffs0 coeffs1 x coeffs2 x2 coeffs3 x3 d d evaluates to 12

coeffs0 x2 16

coeffs1 x3 112

coeffs2 x4 120

coeff

curve x( )12

coeffs0 x2 16

coeffs1 x3 112

coeffs2 x4 120

coeffs3 x5

arm1ncurve

xn

in

in max arm1 12.90 in

60 40 20 0

20

10

0Arm Deflection

arm1 n

in

xn

ft


Mdl.arm1base164.956 kip ft

Vdl.arm1base12.669 kip

Mwl.arm1base1171.191 kip ft

Vwl.arm1base16.015 kip

Larm134.5

27.5

fttwall.arm1

0.25

0.375

in

Diametertip.arm16.135

10.185

inDiameterbase.arm1

10.965

14

in

Analyze Arm 1

Summary - Arm 1 Geometry and Loading

50 40 30 20 10

5

5


WindSpeed 150 mph Ltotal.arm1 60 ft

Diametertip.arm16.13

10.18


14

in Larm134.5

27.5

ft twall.arm10.25

0.375

in

Xsignal.arm1i1

26 ft


3

Xpanel.arm1j1

11 ft

Areapanel.arm1j1

16 211/2/2018 S-1 Clay Model.xmcd 25

2637

49

ft 33

4

1118

31

43

ft 165

1.5

7.5

ft2

Arm 1 Combined Stress Ratio and Deflectionmax CFIarm1 0.704 max arm1 12.9 in 2 deg Larm1 Lsplice.provided 24.29 in

Arm 2 Analysis DataFile "A60S-P4SL-DS145.dat" WindSpeed 150 mph

Arm 2 Loads

SignalDataarm2

"SignalNumber"

1

2

3

4

5

6

7

8

9

10


0

0

0

0

0

0

0

0

0

0


3

3

3

3

0

0

0

0

0

0

"BackPlate"

"yes"

"yes"

"yes"

"yes"

"yes"

"yes"

"yes"

"yes"

"yes"

"yes"


"SignalNumber" "DistToSignal(ft)" "#SignalHeads" "BackPlate"1 0 "x" "yes"2 0 "x" "yes"3 0 "x" "yes"4 0 "x" "yes"5 0 0 "yes"6 0 0 "yes"7 0 0 "yes"8 0 0 "yes"9 0 0 "yes"

10 0 0 "yes"

New Values

SignDataarm2

"PanelNumber"

1

2

3

4

5


0

0

0

0

0

"PanelArea(sf)"

15

0

0

0

0


"Panel#" "DistToCentroid(ft)" "PanelArea(sf)"1 0 "x"2 0 03 0 04 0 05 0 0

New Values use X to zero outuse 0 to keep current values

Arm 2 Loads

Arm 2 Properties


Ltotal.arm2 0 ft feet, 40 ft. max. for 1 piece arms, use X to zero out set Ltotal.arm2 = 0ft for NO ARM2

Diameterbase.arm2 18 in inches, measured flat to flat, use X to zero out (SG)


Distsplice.from.base.arm2 40 ft set Distsplice.from.base.arm2 = 0ft for NO SPLICE

inches, use X to zero out (SD)twall.arm2

0.25

0

ininches, for 2 piece arms, wall thickness of piece closest to the pole,use X to zero out (SH)

Arm 2 Properties

Analyze Arm 2

0.3 0.2 0.1

5

5


Summary - Arm 2 Geometry and Loading

WindSpeed 150 mph Ltotal.arm2 0 ft

Diametertip.arm20

0

in Diameterbase.arm20

0

in Larm20

0

ft twall.arm20

0

in

Xsignal.arm2i2

00

ft


00

Xpanel.arm2j2

0.1 ft

Areapanel.arm2j2

0.1 ft2


0 0

Arm 2 Combined Stress Ratio and Deflection

max CFIarm2 0 max arm2 0 in 2 deg Larm2 Lsplice.provided 1.68 in

Luminaire Arm Analysis DataFile "A60S-P4SL-DS145.dat" WindSpeed 150 mph

Luminaire Properties


Current Values New Values set Yluminaire = 0ft for NO LUMINAIRE

Yluminaire 40 ft feet, use X to zero out (Standard LA = 40 feet)

Xluminaire 10 ft feet, use X to zero out (Standard LB = 10 feet)

Diameterbase.lumarm 3 in inches, use X to zero out (Standard LC = 3 inches)

twall.lumarm 0.125 in inches, use X to zero out (Standard LD = 0.125 inches)

Slopelumarm 0.5 rise/run, use X to zero out (Standard LE = 0.5)

rlumarm 8 ft feet, use X to zero out (Standard LF = 8 feet)

dbolt.lum 0.5 in inches, use X to zero out (Standard LG = 0.5 inches)

tbaseplate.lum 0.75 in inches, use X to zero out (Standard LH = 0.75 inches)

Luminaire Properties

Analyze Luminaire

Summary - Luminaire Arm GeometryYluminaire 0 ft Xluminaire 0 ft Diameterbase.lumarm 0 in twall.lumarm 0 in

Slopelumarm 0 rlumarm 0 ft dbolt.lum 0 in tbaseplate.lum 0 in

wbase.lum inwbase.lum wchannel.lum 0 in

Luminaire Arm Ratios

CFIbase.lumarmCFIbase.lumarm CheckBoltLumBoltCheckBoltLumBolt PRbaseplate.lum 0 PRconn.plate.lum 0


Upright Analysis DataFile "A60S-P4SL-DS145.dat" WindSpeed 150 mph

Pole Properties

Current Values New ValuesYpole 39 ft feet (UA) Common wall thicknesses:

0.1793 in.0.2391 in.0.25 in.0.313 in.0.375 in.0.5 in.

Yarm.conn 22 ft feet (UB)

Diameterbase.pole 22 in inches, measured flat to flat (UD)

twall.pole 0.375 in inches (UE)

inches, clear distance between connection plate and uprightGap

7.5

0

ininches, use X to zero out

Pole Properties

Analyze Pole

Switch values, set values for DataOut

out out 1 out 21

dataoutwbase.lum

in

wbase.lumdataoutdata

out out 1 out 22

dataoutwchannel.lum

indataout 0

out out 1 out 23

Ypole fSwitchData Ypole newYpole ft dataoutYpole

ftdataout 23

out out 1 out 24

Yarm.conn fSwitchData Yarm.conn newYarm.conn ft dataoutYarm.conn

ftdataout 20

out out 1 out 25

Diameterbase.pole fSwitchData Diameterbase.pole newDiameterbase.pole in dataoutDiameterbase.pole

indataout 22

out out 1 out 26

twall.pole fSwitchData twall.pole newtwall.pole in dataouttwall.pole

indataout 0.375


out out 1 out 27

Gap fSwitchData3 Gap newGap in( ) dataoutGapin

dataout7.5

0

Gap1 if Ltotal.arm2 0 ft= 0 in Gap1

out out 1 out 28 dataoutYlum.conn

ftdataout 0

Design Parameters


WindSpeed 150 mph Taper 0.14inft

Kp 1.26 (shape factor)

Diametertip.pole Diameterbase.pole Ypole 2.5 in Taper Diametertip.pole 18.81 in

Diameterconn.pole Diametertip.pole Taper Ypole Yarm.conn Diameterconn.pole 19.23 in


Gap7.5

0

in i 0 1

90 deg Angle between arms, a <= 360 degrees (this variable is ignored for single arm structures)

E 29000 ksi Fy 50 ksi NumberOfSections 10 n 0 NumberOfSections

WindSpeed 150 mph Pressure 55.81lbf

ft2

Applied Loads


arm 1 forces

Mdl0Mdl.arm1base1

Mdl.luminaire Mdl065.0 kip ft Vdl.arm1base1

2.7 kip (Mast Arm only)

Mwl0Mwl.arm1base1

My.wl.luminaire Mwl0171.2 kip ft Vwl.arm1base1

6.0 kip (Mast Arm only)

Mx.wl.luminaire 0.0 kip ft (from Luminaire only) Vwl.luminaire 0.0 kip (from Luminaire only


Mx.wl.tip Mx.wl.luminaire Vwl.luminaire Ypole 1.0 ft Yarm.conn Mx.wl.tip 0.0 kip ft

arm 2 forces 90 deg

Mdl1Mdl.arm2base2

Mdl10.0 kip ft

Mwl1Mwl.arm2base2

Mwl10.0 kip ft

Vdl.arm2base20 kip Vwl.arm2base2

0 kip

Vdl.arm

Vdl.arm1base1

Vdl.arm2base2

Vwl.arm

Vwl.arm1base1

Vwl.arm2base2

VS.wl.arm

VS.wl.arm1base1

VS.wl.arm2base2

MS.wl

MS.wl.arm1base1MS.y.upright

MS.wl.arm2base2

MS.x.wl.tip MS.x.upright VS.wl.lumarm Ypole 1.0 ft Yarm.conn MS.x.wl.tip 0.1 kip ft

Combined Applied Pole Loads

if Ltotal.arm2 0 ft= 0

Axial Loadon pole Axialtop Vdl.arm1base1

Vdl.arm2base2Vdl.lum Axialtop 2.7 kip


Mdl.poletipiMdli

Vdl.armiGapi

Diameterconn.pole

2

Mdl.poletip68.8

0

kip ft

Mwl.poletipiMwli

Vwl.armiGapi

Diameterconn.pole

2

Mwl.poletip179.8

0

kip ft

Mz.poletip Mdl.poletip0sin 90 deg( ) Mdl.poletip1

Mz.poletip 68.8 kip ftTotal PoleMoments

Mx.poletip cos 90 deg( ) Mdl.poletip1Mx.poletip 0.0 kip ft


MS.wl.poletipiMS.wli

VS.wl.armiGapi

Diameterconn.pole

2

MS.wl.poletip

67.4

2 10 3

kip

MS.z.poletip

Mdl.poletip0sin 90 deg( ) Mdl.poletip1

DC.Ext1

MS.z.poletip 62.5 kip ft

MS.x.poletip cos 90 deg( )Mdl.poletip1

DC.Ext1MS.x.poletip 0.0 kip ft

Wind Load Case 1wind on arm 1 only, wind direction equals 90 or 270 degrees. Note b = 90 for one arm uprights. i 0 2 0 5 360

WindDirection2 if Mdl10 kip ft= 90 deg if 180 deg( ) 90 deg 270 deg[ ]

WindDirection2 90 deg

Torsiononearm sin deg( ) Mwl.poletip0

TorsionS.onearm sin deg( ) MS.wl.poletip0

Vx.poletip.onearm 0 kip Vz.poletip.onearm Vwl.arm0sin deg( )

VS.x.poletip.onearm 0 kip VS.z.poletip.onearm VS.wl.arm0sin deg( )

Wind Load Case 2 - calculate the torsion and shear for two arm uprights. Set wind Direction from the X Direction, b = 0, androtate the wind in increments of 5 degrees up to 360 degrees.

Torsion sin deg( ) Mwl.poletip0sin deg( ) Mwl.poletip1

TorsionS sin deg( ) MS.wl.poletip0sin deg( ) MS.wl.poletip1

0 45 90 135 180 225 270 315 360

200

100

100

200Upright Torsion (1 & 2 arms)

Torsion

kip ft

Torsiononearm

kip ft


0 45 90 135 180 225 270 315 360

100

50

50

100Upright Torsion (1 & 2 arms)

TorsionS

kip ft

TorsionS.onearm

kip ft

Shear sin deg( ) Vwl.arm0sin deg( ) Vwl.arm1

cos( ) 2 sin deg( ) Vwl.arm1sin( ) 2

ShearS sin deg( ) VS.wl.arm0sin deg( ) VS.wl.arm1

cos( ) 2 sin deg( ) VS.wl.arm1sin( ) 2

0 45 90 135 180 225 270 315 360

10

5

5

10Shear at Arm Connection

Shear

kip

Vz.poletip.onearm

kip


0 45 90 135 180 225 270 315 360

10

6.25

2.5

1.25

5Shear at Arm Connection

ShearS

kip

VS.z.poletip.onearm

kip


0 5 180 Mypoletip Torsion

My.max if min Mypoletip max Mypoletip min Mypoletip max Mypoletip My.max 179.8 kip ft

FindDirection if My.max Mypoletip= 0

WindDirection0 if Mdl10 kip ft= 90 deg max FindDirection( ) deg


WindDirection0 if 180 deg( ) WindDirection0 WindDirection0 180 deg WindDirection0 270 deg


0 5 360 Vpoletip Shear max Vpoletip 6.0 kip

FindDirection if max Vpoletip Vpoletip= 0

WindDirection1 if Mdl10 kip ft= 90 deg max FindDirection( ) deg


WindDirection1 if WindDirection1 360 deg= 270 deg WindDirection1 WindDirection1 90 deg

WindDirection1 if 180 deg( ) WindDirection1 WindDirection1 180 deg WindDirection1 90 deg


Axialtop 2.7 kip Mx.poletip 0.0 kip ft Mz.poletip 68.8 kip ft My.poletip Torsion

Vx.poletip sin deg( ) Vwl.arm1sin( ) Vz.poletip sin deg( ) Vwl.arm0

sin deg( ) Vwl.arm1cos( )


VS.x.poletip sin deg( ) VS.wl.arm1sin( ) VS.z.poletip sin deg( ) VS.wl.arm0

sin deg( ) VS.wl.arm1cos( )

My.poletipT 0 1 2 3 4 5 6 7

0 0.0 0.0 0.0 0.0 0.0 -15.7 0.0 ...kip ft

Vx.poletipT 0 1 2 3 4 5 6 7 8 9

0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ...kip

Vz.poletipT 0 1 2 3 4

0 0.0 0.0 0.0 0.0 ...kip


NumberOfSections 10

YsectionnYarm.conn Yarm.conn

nNumberOfSections

Upright Bare Steel Section Properties, Moments and Shears

section properties (assume a 12 sided section) sides 12


Rodn

Diameterbase.poleYarm.conn NumberOfSections n( )


2

RidnRodn

twall.pole RmidnRodn

twall.pole

2

Apolen6.43 Rmidn

twall.pole Ipolen3.29 Rmidn

3 twall.pole rgn0.715 Rmidn

Rod.lum.tipDiametertip.pole

2

Ipole.lum 3.29 Rod.lum.tip3 twall.pole


rb.pole fRInsideBend twall.pole


rb.pole 2.13 in


rbb.pole rb.pole

rc.polen

rb.pole twall.pole

Ridn

rs.polen

rb.pole

Rodn


bpolenfb Rodn

Ridnrbb.pole twall.pole Sides

min bpole 4.14 in max bpole 4.89 in



Spolen3.29 Rmidn

2 twall.poleKp.pole fKp Sides( )

Spole.rdn3.14 Rmidn

2 twall.pole


ZpolenfZ Kp.pole Spolen

Zpole.rdnfZ 1.27 Spole.rdn


n'pole fn' rbb.pole twall.pole [see LTS-1 Eq. B.2-1]


kt.polenfkt twall.pole Rmidn

n'pole [LTS-1, Eq. B.2-1] Ct.polenfCt Rmidn

twall.pole kt.polenSides

weight per segment n 1 NumberOfSections

Weightsegmentn

Apolen 1Apolen

2

Yarm.conn

NumberOfSections

490lbf

ft3

j 1 NumberOfSections


Weightsegment.top Apole0Ypole Yarm.conn 490

lbf

ft3

SegmentAxialLoadn Weightsegment.top Axialtop

1

n

j

Weightsegmentj

SegmentAxialLoad0 Weightsegment.top Axialtop


YsegmentnYarm.conn

n( ) 2 12 NumberOfSections

Yarm.conn

height 9.5

Kz.polenfKz Ysegmentn

zg height height factormax Kz.pole 0.89

Kz.pole.top fKzYpole Yarm.conn

2zg height

Kz.pole.top 0.911



n 1 NumberOfSectionsSegmentDiametertopDiametertip.pole Diameterconn.pole

2

SegmentDiametern Diameterconn.polen( ) 2 1

2 NumberOfSectionsYarm.conn Taper V WindSpeed dpolen

SegmentDiameter

Cv 0.80 LTS Table 3.8.3-3

Cd.segment.polenfCd Cv

WindSpeedmph

dpolen

ftrc.polen

rs.polenSides

LTS Table 3.8.6-1

rc.pole.toprb.pole twall.pole

SegmentDiametertop

2twall.pole

rs.pole.top2rb.pole

SegmentDiametertop

Cd.segment.pole.top fCd CvWindSpeed

mph

SegmentDiametertop

ftrc.pole.top rs.pole.top Sides

Cd.segment.pole.top 0


Cd.S.segment.polenfCd 1.0

VService

mph

dpolen

ftrc.polen

rs.polenSides

Cd.S.segment.pole.top fCd CvVService

mph

SegmentDiametertop

ftrc.pole.top rs.pole.top Sides

Cd.S.segment.pole.top 0

SectionForcenYarm.conn

NumberOfSectionsSegmentDiametern Cd.segment.polen

Pressure Kz.polen

SectionForcetip Ypole Yarm.conn SegmentDiametertop Cd.segment.pole.top Pressure Kz.pole.top

SectionForceSnYarm.conn

NumberOfSectionsSegmentDiametern Cd.S.segment.polen

PService Kz.polen

SectionForceStip Ypole Yarm.conn SegmentDiametertop Cd.S.segment.pole.top PService Kz.pole.top

Mwl.polen0

n

p

SectionForcep YsegmentpYsectionn

SectionForcetipYpole Yarm.conn

2Ysectionn

Mx.wl.luminaire

Vwl.luminaire Ypole 1.0 ft Ysectionn

Mwl.pole0SectionForcetip

Ypole Yarm.conn

2Mx.wl.tip

MS.wl.polen0

n

p

SectionForceSp YsegmentpYsectionn

SectionForceStipYpole Yarm.conn

2Ysectionn

Mx.upright

VS.wl.lumarm Ypole 1.0 ft Ysectionn

MS.wl.pole0SectionForceStip

Ypole Yarm.conn

2MS.x.wl.tip

Vwl.polenSectionForcetip

0

n

p

SectionForcep Vwl.pole0SectionForcetip n 0 NumberOfSections

Mx.wl.pole nMwl.polen

cos deg 90 deg( ) Mz.wl.pole nMwl.polen

sin deg 90 deg( )( )

Vx.wl.pole nVwl.polen

cos deg( )( ) Vz.wl.pole nVwl.polen

sin deg( )

VS.wl.polenSectionForceStip

0

n

p

SectionForceSp VS.wl.pole0SectionForceStip

MS.x.wl.pole nMS.wl.polen

cos deg 90 deg( ) MS.z.wl.pole nMS.wl.polen

sin deg 90 deg( )( )


VS.x.wl.pole nVS.wl.polen

cos deg( )( ) VS.z.wl.pole nVS.wl.polen

sin deg( )


Mz.wl.pole nif Mdl1

0 kip ft= 0 kip ft Mz.wl.pole n min Mz.wl.pole 0.0 kip ft

Vx.wl.pole nif Mdl1

0 kip ft= 0 kip ft Vx.wl.pole n max Vx.wl.pole 0.0 kip

MS.z.wl.pole nif Mdl1

0 kip ft= 0 kip ft MS.z.wl.pole n min MS.z.wl.pole 0.0 kip ft

VS.x.wl.pole nif Mdl1

0 kip ft= 0 kip ft VS.x.wl.pole n max VS.x.wl.pole 0.0 kip

Total Forces at a Section

My nMy.poletip

My nmax

Torsiononearm

My.poletip

Mx nMx.poletip Vz.poletip Yarm.conn Ysectionn

Mx.wl.pole n

Mz nMz.poletip Vx.poletip Yarm.conn Ysectionn

Mz.wl.pole n

MS.y nTorsionS

MS.y nmax

TorsionS.onearm

TorsionS

MS.x nMS.x.poletip VS.z.poletip Yarm.conn Ysectionn

MS.x.wl.pole n

MS.z nMS.z.poletip VS.x.poletip Yarm.conn Ysectionn

MS.z.wl.pole n

AxialForce n SegmentAxialLoadn Vx nVx.poletip Vx.wl.pole n

Vwl.luminaire


Vz nVz.poletip Vz.wl.pole n Vz n

maxVz.poletip Vz.wl.pole n

Vz.poletip.onearm

VS.x nVS.x.poletip VS.x.wl.pole n

VS.wl.lumarm

VS.z nVS.z.poletip VS.z.wl.pole n VS.z n

maxVS.z.poletip VS.z.wl.pole n

Vz.poletip.onearm


wd0WindDirection0

deg wd0 270 wd1WindDirection1

degwd1 90

0 2 4 6 8 100

50

100

150

X, Y, & Z Moments

Mzwd0 n

kip ft

Mywd0 n

kip ft

Mxwd0 n

kip ft

Mzwd1 n

kip ft

Mywd1 n

kip ft

Mxwd1 n

kip ft

n

6

Axial and Shear Forces

AxialForcewd0 n

kip

Vzwd0 n

ki11/2/2018 S-1 Clay Model.xmcd 40

0 2 4 6 8 100

2

4

kip

Vxwd0 n

kip

AxialForcewd1 n

kip

Vzwd1 n

kip

Vxwd1 n

kip

n

0 2 4 6 8 100

20

40

60

X, Y, & Z Moments

MS.zwd0 n

kip ft

MS.ywd0 n

kip ft

MS.xwd0 n

kip ft

MS.zwd1 n

kip ft

MS.ywd1 n

kip ft

MS.xwd1 n

kip ft

n

6

Axial and Shear Forces

AxialForcewd0 n

DC.Ext1 kip

VS.zwd0 n11/2/2018 S-1 Clay Model.xmcd 41

0 2 4 6 8 100

2

4

kip

VS.xwd0 n

kip

AxialForcewd1 n

DC.Ext1 kip

VS.zwd1 n

kip

VS.xwd1 n

kip

n

Total Bending Moments on the Section

Mu.pole nMx n

2 Mz n

2

max Mu.pole 152.743 kip ft

Total Shear Force on a Section

Vu.pole nVx n

2 Vz n

2 max Vu.pole 7.326 kip

Total Axial Stress on a Section


Pu.pole nAxialForce n max Pu.pole 4.56 kip

Factored Resistance - Extreme Event I

Resistance Factors [LTS-1, 5.5.3.2]

flexure (bending): shear: torsion: axial compression:f 0.9 v 0.9 t 0.95 c 0.9



u 0.75 y 0.9

Bending Strength [LTS-1, 5.8]



Fy 50 ksi E 29000 ksi


Mn.polenfMn Zpolen

Zpole.rdnFy 2 Rodn

bpolentwall.pole E Sides [LTS-1, 5.8.2]

min Mn.pole 525.1 kip ft max Mn.pole 676.1 kip


f 0.9 Mr.polen f Mn.polen[LTS-1, 5.8] min Mr.pole 472.6 kip ft max Mr.pole 608.5 kip

Compressive Strength [LTS-1, 5.10]




K 2.1 rn rgnE 29000 ksi Agn

Apolen[LTS-1, C5.10.2.1]

Euler stress:

Fe.pole fFe E K Ypole r10


buckling stress, used in determinationof be for AEFF with Q 1.0= : element effective wid


Fcr.pole fFcr 1.0 Fy Fe.pole K Ypole r10 E fpole Fcr.pole be.polenfbe E fpole

[LTS-1, Eq. 5.10.2.3-


Rb.EFF.polen

be.polentwall.pole

2AEFF.polen

fA Rb.EFF.polentwall.pole Sides


QpolenfQ bpolen

bpolentwall.pole E Fy AEFF.polen

AgnSides

max Qpole 1 min Qpole 1



Classn fClass bpolenbpolen

twall.pole E Fy Sides



recalculate Fcr based on the refined value for Q :


Fcr.polenfFcr Qpolen

Fy Fe.pole K Ypole r10 E min Fcr.pole 33.15 ksi

max Fcr.pole 33.15 ksi


Pnc.polenAgn

Fcr.polenmin Pnc.pole 752.375 kip

max Pnc.pole 864.28 kipClass

0

01

2

3

4

5

6

7

8

9

10

11

12

13

14

15

"Compact""Compact"

"Compact"

"Compact"

"Compact"

"Compact"

"Compact"

"Compact"

"Compact"

"Compact"

"Compact"

"N/A"

"N/A"

"N/A"

"N/A"

...

axial compression:

c 0.9


Prc.polen c Pnc.polen[LTS-1, Eq. 5.10.1-1] min Prc.pole 677.1 kip

max Prc.pole 777.9 kip


Shear and Torsion Strength [LTS-1, 5.11]


shear area:

Lv.pole Ypole Av.polen

Agn

2Lv.pole 23 ft


Fnv.polenfFnv E Lv.pole 2 Rodn

twall.pole Fy Sides

[LTS-1, 5.11.2.1.1 & 5.11.2.1.2]


Vn.polenAv.polen

Fnv.polenmin Vn.pole 340.438 kip

max Vn.pole 391.075 kip


Fnt.polenfFnt E Lv.pole 2 Rodn

twall.pole Fy Sides min Ct.pole 204.496 in3 Tn.polenCt.polen

Fnt.polen

[LTS-1, 5.11.3.1.1 & 5.11.3.1.2]max Ct.pole 268.488 in3 min Tn.pole 511.2 kip ft

max Tn.pole 671.2 kip ft


v 0.9 Vr.polen v Vn.polen[LTS-1, Eq. 5.11.1-1] min Vr.pole 306.4 kip max Vr.pole 352


t 0.95 Tr.polen t Tn.polen[LTS-1, Eq. 5.11.1-2] min Tr.pole 485.7 kip ft max Tr.pole 637.

Factored Resistance Summaryfactored flexural resistance:

min Mr.pole 472.6 kip ftmax Mr.pole 608.5 kip ft


min Prc.pole 677.1 kip max Prc.pole 777.9 kip


min Vr.pole 306.4 kip max Vr.pole 352 kip


min Tr.pole 485.7 kip ft max Tr.pole 637.7 kip ft


Combined Force/Resistance Interaction - Extreme Event I

Moment Magnification [LTS-1, 4.8.1]




k 2.0 Ypole 23 ft IB Ipolelast IpoleIT Ipole0

[LTS-1, C4.8.1]IB 1559.6 in4 IT 1028.8 in4


ChkEq4.8.1nfCheck4.8.1 E Fy k Ypole rgn

min ChkEq4.8.1 "NG" [LTS-1, 4.8.1]



DC.Ext1 1.1 PT DC.Ext1 Axialtop DP DC.Ext1 SegmentAxialLoadlast IpoleAxial

PT 2.936 kip DP 2.08 kip



Pequivalent fPequivalent IB IT PT DP PEuler.bottom fPEuler.bottom E IB k L

Pequivalent 4.163 kip PEuler.bottom 215.267 kip


B2 fB2 Pequivalent PEuler.bottom B2 1.02

[LTS-1, Eq. 4.8.1-1]

Check Combined Force Interaction < 1.00 [LTS-1, 5.12.1]


B B2 B 1.02


CRP n

Pu.pole n

Prc.polenCRM n

Mu.pole n

Mr.polen

CRVT n

Vu.pole n

Vr.polen

My n

Tr.polen

2

CRT n

My n

Tr.polen

max CRP 5.862 10 3max CRM 0.251 max CRVT 0.152 max CRT 0.37


CFIpole nfCFI Pu.pole n

Prc.polenB Mu.pole n

Mr.polenVu.pole n

Vr.polenMy n

Tr.polen


max CFIpole 0.353

Chk5.12.1.pole nfCheck5.12.1 CFIpole n

ChkMin

Min min Chk5.12.1.pole n

n 1 10for

0 5 360for

MinChkMin "OK"

LoadCase n if max CFIpole CFIpole n= 1 LoadCase max LoadCase( ) LoadCase 270

CFIpoleLoadCase 00.305 CFIpoleLoadCase last Ipole

0.353 CFIpolewd0 last Ipole0.353 CFIpolewd1 last Ipole

0.353

0 2 4 6 80.28

0.296

0.312

0.328

0.344

0.36Maximum Combined Force Interaction

CFIpoleLoadCase n

n

0 5 100

0.1

0.2

0.3

Combined Force Interation

CFIpole n

n



My nMy.poletip Vz n

Vz.poletip Vz.wl.pole n

Vu.pole nVx n

2 Vz n

2 max Vu.pole 7.326 kip

CFIpole.TWO nfCFI Pu.pole n

Prc.polenB Mu.pole n

Mr.polenVu.pole n

Vr.polenMy n

Tr.polen

max CFIpole 0.353

0 5 100

0.1

0.2

0.3

CFI Ignoring One Arm

CFIpole.TWO n

n

Dead Load Deflection at the Arms

C 3.22 (for 16 sided pole, conservative)

TTaper

2RarmDiametertip.pole Taper Ypole Yarm.conn

2

twall.pole

2L Yarm.conn

x.dlMz.poletip

2L2

Rarm T L( )2 C E twall.pole Rarm

x.dl 0.6 in

z.dlMx.poletip

2L2

Rarm T L( )2 C E twall.pole Rarm

z.dl 0 in

SlopexMz.poletip L

22 Rarm T L

Rarm T L( )2 C E twall.pole Rarm2

Slopex 0.315 deg


SlopezMx.poletip L

22 Rarm T L

Rarm T L( )2 C E twall.pole Rarm2

Slopez 0 deg

MzLoadCase last Ipole68.76 kip ft VzLoadCase last Ipole

7.33 kip Diameterconn.pole 19 in

MxLoadCase last Ipole136.39 kip ft VxLoadCase last Ipole

0 kip Diameterbase.pole 22 in

MyLoadCase last Ipole179.77 kip ft AxialForceLoadCase last Ipole

4.56 kip twall.pole 0.38 in

Mx.polebase00 kip ft Mz.polebase0

0 kip ft My.polebase0Mywd0 last Ipole

Vx.polebase00 kip Vz.polebase0

0 kip AxialForcepolebase0AxialForcewd0 last Ipole

Mx.polebase1Mxwd1 last Ipole

Mz.polebase1Mzwd1 last Ipole

My.polebase10 kip ft

Vx.polebase1Vxwd1 last Ipole

Vz.polebase1Vzwd1 last Ipole

AxialForcepolebase1AxialForcewd1 last Ipole

Mx.polebase2MxLoadCase last Ipole

Mz.polebase2MzLoadCase last Ipole

My.polebase2MyLoadCase last Ipole

Vx.polebase2VxLoadCase last Ipole

Vz.polebase2VzLoadCase last Ipole

AxialForcepolebase2AxialForceLoadCase last Ipole

dbase.pole Diameterbase.poletarm

tarm1base1

tarm2base2

dbase.arm

max Diameterbase.arm1

max Diameterbase.arm2

Service I Load Deflection at the Pole

MSnMax 0 kip ft

M MS.x n

2 MS.z n

2

Max M M Maxif

0 5 360for

Max

From the curvature results (M/EI) at each section, curve fit a fourth degree polynomial, then integrate twice to get deflections.To get a function for curvature (M/EI), set the y-axis as curvature and the x-axis as distance along the pole ysect starting atthe base. So the constants of integration are zero, and Y are calculated with section zero being at the base.

xplot 0.5 Diameterbase.pole 0.5 Diameterbase.pole 0.5 Diametertip.pole 0.5 Diametertip.pole 0.5 Diameterbase.poleT

yplot 0 in 0 in Ypole Ypole 0 in T


Ylum0Ypole

lum0

MS.lum

E Ipole.lumft

Ylumn 1Ysectionn

lumn 1

MSn

E Ipolen

ft

lim reverse lum Ylumreverse Ylum

ftnn 0 1 11



k 4 nz regress Ylum lum k

coeffs submatrix nz 3 length nz( ) 1 0 0( ) coeffs

3.64 10 5

1.27 10 4

1.91 10 5

1.07 10 6

2.03 10 8

polynomial function: curve x( ) coeffs0 coeffs1 x coeffs2 x2 coeffs3 x3 coeffs4 x4

Polenn curve Ylumnn

1 10 4 1 10 4 3 10 4

10

20

30

poleX-Y dataCurve

Calculated Curvature vs. Curve Fitnow integrate the curvature function twice to get deflections. Note: assuming pole connection to the foundation is rigid, the constantsof integration are zero for both slope and deflection

xxcoeffs0 coeffs1 x coeffs2 x2

coeffs3 x3 coeffs4 x4

d d

evaluates to:

12

coeffs0 x2 16

coeffs1 x3 112

coeffs2 x4

120

coeffs3 x5 130

coeffs4 x6


curve x( )12

coeffs0 x2 16

coeffs1 x3 112

coeffs2 x4 120

coeffs3 x5 130

coeffs4 x6


Polenn curve Ylumnnft tip max Pole( ) tip 0.8 in

conn Pole10 conn 0.604 in



Deflection%conn

Yarm.conntip 0.8 inDeflection% 0.252 %

conn 0.604 inCheckDeflec10.4.2.1 conn Yarm.conn "OK"

Deflection%tip

Ypole Deflection% 0.291 %

Chk10.4.2.1 Check10.4.2.1 Deflection%( )

Chk10.4.2.1 "OK" [LTS-1, 10.4.2.1]

fSlope x( ) coeffs0 x12

coeffs1 x2 13

coeffs2 x3 14

coeffs3 x4 15

coeffs4 x5

Slope fSlope Ylum110.072

inft

CheckSlope10.4.2.1 Slope( ) "OK"


10

20

30poleDeflection (in)

Deflection

maxPole

in


1 0.5 0 0.5 1

Analyze Pole

Summary - Upright Geometry

Gap7.5

0

in

Ypole 23 ft Yarm.conn 20 ft 0 deg

Diameterbase.pole 22 in twall.pole 0.375 in

Upright Combined Stress Ratio and Deflectionsmax CFIpole 0.353 max x.dl 0.61 in max z.dl 0 in

Chk10.4.2.1 "OK" CheckDeflec10.4.2.1 tip Yarm.conn "OK" CheckSlope10.4.2.1 Slope( ) "OK"

Mast Arm Connection(s) Analysis DataFile "A60S-P4SL-DS145.dat" WindSpeed 150 mph

Connection Properties


hconn.plate 30 in inches, for two arm Mast Arms both connection plateheights must be equal (HT)

tvertical.plate0.75

0

in inches (FL)


dbolt.conn1.25

0

in inches (FP)


tbaseplate.arm3

0

in inches (FK)


inches (FJ)bconn.plate.pv

36

36

ininches, use X to zero out (SJ)

Connection Properties

Analyze Connection

Switch values, set values for DataOut11/2/2018 S-1 Clay Model.xmcd 55

out out 1 out 29

hconn.plate fSwitchData hconn.plate newhconn.plate in dataouthconn.plate

indataout 30

out out 1 out 30

tvertical.plate fSwitchData3 tvertical.plate newtvertical.plate in dataouttvertical.plate

indataout

0.75

0

tvertical.plate1if Ltotal.arm2 0 ft= 0 in tvertical.plate1

out out 1 out 31

dbolt.conn fSwitchData3 dbolt.conn newdbolt.conn in dataoutdbolt.conn

indataout

1.25

0

dbolt.conn1if Ltotal.arm2 0 ft= 0 in dbolt.conn1

out out 1 out 32

tbaseplate.arm fSwitchData3 tbaseplate.arm newtbaseplate.arm in dataouttbaseplate.arm

indataout

3

0

tbaseplate.arm1if Ltotal.arm2 0 ft= 0 in tbaseplate.arm1

out out 1 out 33

bconn.plate.pv fSwitchData3 bconn.plate.pv newbconnplate.arm in dataoutbconn.plate.pv

indataout

36

36

bconn.plate.pv1if Ltotal.arm2 0 ft= 0 in bconn.plate.pv1

Design ParametersTrial Plate Thicknesses and Bolt Diameter j 0 1

Design Criteria:PRbolt <1 (performance ratio of bolt), PRt.baseplate.arm <1 (performance ratio of arm base plate), & CSRt.vert.plate <1 (combined stress ratio of vertical plate).

#ConnBoltsj

66

Fy.baseplate 36 ksi (for the base plate)

Applied Loads From Mast Arm Design

Mdl65.0

0.0

kip ft Vdl.arm2.7

0.0

kip tarm0.375

0

in dbase.arm14

0

in


Mwl171.2

0.0

kip ft Vwl.arm6.0

0.0

kip Gap7.5

0

in


Diameterconn.pole 19.229 in From Upright Design(at arm connection)

(FO)

(SO)Offsetconn Gap

Diameterconn.pole

2 Offsetconn17.115

9.615

in


AISC LRFD, Vol 1, 6-A4 Specs, 2nd Ed.Mu.connj

Mdlj

2 Mwlj

2 Mu.conn183.1

0.0

kip ft

Vu.connjVdl.armj

2 Vwl.armj

2 Vu.conn6.6

0.0

kip

Mu.pole nmax 0.732 Mz n

Mx nMz n

0.268 Mx n0.268 Mz n

Mx n

m

Arm Base Plate Dimensions

Control dimensions

Distancebolt.edgejCeil 2 dbolt.connj

14

in

rounded up to the next 1/4 inch dimension Distancebolt.edge2.5

0

in

ControlDimj if dbase.armjDiameterconn.pole Ceil dbase.armj

12

in

Ceil Diameterconn.pole12

in

ControlDim19.5

19.5

in

Minimum Mast Arm base plate height tvertical.plate1if tvertical.plate1

0 in= .1 in tvertical.plate1

hmin.conn.platejmax

dbase.armj3 in

3dbase.armj

2

3

tarmj

12tvertical.platej

hmin.conn.plate18.6

3.0

in

hconn.plate 30 in


hconn.plate if hconn.plate max hmin.conn.plate hconn.plate Ceil max hmin.conn.plate in hconn.plate 30 in



bconn.platejControlDimj 2 Distancebolt.edgej

4 dbolt.connj2 tvertical.platej bconn.plate

31

19.7

in


(FJ)

(SJ)bconn.platej

if tvertical.platej0 in= 0 in Ceil bconn.platej

in bconn.plate31

20

in

checkconn.plate.widthjif bconn.plate.pvj

bconn.platej"OK" "NG"

checkconn.plate.width"OK"

"NG"

Bolt spacing

Spacingbolts.connjif tvertical.platej

0 in= 0 inhconn.plate 2 Distancebolt.edgej

0.5 #ConnBoltsj 1

(FS)

(SS)Spacingbolts.conn

12.5

15

in

D. Calculate Bolt Loads





bolt 0.75

Fnv.bolt 48 ksi

Fnt.bolt 90 ksi Fnt.bolt 90 ksi


Agross.boltjif dbolt.connj

0 in= 0.01 in2dbolt.connj

2

2

Agross.bolt

1.227

0.01

in2

Tn.boltsjAgross.boltj

Fnt.bolt

#ConnBoltsj

2Tn.bolts

331.3

2.7

kip



j atanMdlj

Mwlj

20.8

0.0

deg


RCj

bconn.plate.pvj

2Distancebolt.edgej

cos j

dbase.armj

2

RC23.6

0

in

dbase

Diametertemp.arm1

Diametertemp.arm2

dbase14

18

in bconn.plate.pv36

0

in hconn.plate 30 in20.8

0.0

de

Yieldangletestjatan

bconn.plate.pvj

2

dbasej

2

dbasej

21 cos j

hconn.plate

2

dbasej

2sin j

Yieldangletest33.23

30.96

Yieldlinej

bconn.plate.pvj

2

dbasej

2

dbasej

21 cos j tan j

hconn.plate

2

dbasej

2sin j

if sin j 0= 1 sin j Yieldline

45.678

9

in

Yieldlinej if Yieldangletestj j Yieldlinejhconn.plate

cos j

Yieldline

32.087

9

in

Mp.platejYieldlinej Fy.baseplate

tbaseplate.armj

2

4Mp.plate

216.6

0

kip


CompForceOffsetj if 0.5bconn.plate.pvj

cos j0.5 in

Mp.platej

Tn.boltsj

0.5bconn.plate.pvj

cos j0.5 in

Mp.platej

Tn.boltsj

CompForceOffset7.8

0.

Tu.connj

Mu.connj

RCj CompForceOffsetj tarmjTu.conn

69.1

0.0

kip

DistAj

bconn.plate.pvj

2Distancebolt.edgej

DistA15.5

0

in


Tu.bolt.maxj

Tu.connj

0.5 #ConnBoltsj

DistAj tan j Tu.connj#ConnBoltsj 0.25 0.5 Spacingbolts.connj

0

floor 0.25 #ConnBoltsj

n

#ConnBoltsj 0.5 1 2 n

2Spacingbolts.connj

2

2

Tu.bolt.max39.3

0.0

kip

Vu.boltj

Vu.connj

#ConnBoltsjShear perBolt

Vu.bolt1.10

0.00

kip

fvj

Vu.boltj

Agross.boltj

Bolt Shear Stress fv0.89

0.00

ksi

ftj

Tu.bolt.maxj

Agross.boltj

Bolt Tensile Stress ft32.0

0.0

ksi

F'nt.Boltj1.3Fnt.bolt

Fnt.bolt

bolt Fnv.boltfvj

F'nt.Bolt114.766

117

ksi

F'nv.Boltj1.3Fnv.bolt

Fnv.bolt

bolt Fnt.boltftj

F'nv.Bolt39.633

62.4

ksi

Rr.Boltj bolt

Ft Fnt.bolt

Fv Fnv.bolt ftj20% Fnt.boltif

Fv F'nv.Boltjotherwise

fvj20% Fnv.boltif

Ft F'nt.Boltj

Fv Fnv.bolt ftj20% Fnt.boltif

Fv F'nv.Boltjotherwise

otherwise

Ft

Fv

Rr.Bolt0

67.5

29.725

ksi Rr.Bolt1

67.5

36

ksi


CheckBoltConnBoltjK1 fCheckStress ftj

Rr.Boltj 0

K2 fCheckStress fvjRr.Boltj 1

"OK" K1 "OK"= K2 "OK"=if

"NG" otherwiseCheckBoltConnBolt

"OK"

"OK"

Check Arm Base Plate Thickness


tmin.bpl.LTS 2 in [LTS-1, Table 5.6.3-1] tmin.bpl.SM 2.5 in [SM 5.6.3-1]

See Reference file for formula derivations 0.90

tbaseplate.arm.reqdjif Vu.connj

0= 0 in4 Tu.bolt.maxj

DistAj

dbase.armj

2

Fy.baseplate hconn.plate

tbaseplate.arm.reqd

1.17

0.00

in

tbaseplate.arm.reqdjif Vu.connj

0= 0 in max tmin.bpl.LTS tmin.bpl.SM tbaseplate.arm.reqdj

tbaseplate.arm.reqdj

2.50000.0000

in tbaseplate.arm3.000

0.000

in

PRt.baseplate.armj

tbaseplate.arm.reqdj

tbaseplate.armj

PRt.baseplate.arm0.83

0

(if PR <= 1.0 ok)

Upright Connection Plate Thickness


tconn.plate.reqdjif Vu.connj

0= 0 in4 Tu.bolt.maxj

bconn.plate.pvjDiameterconn.pole 2 tvertical.platej

2 Distancebolt.edgej

2

Fy.baseplate hconn.plate

tconn.plate.reqdjif Vu.connj

0= 0 in max tmin.bpl.LTS tconn.plate.reqdj

tconn.plate.reqdj

2.00000 0000

in


0.0000

Round up to next quarter inch dimension. tconn.plate.reqd2.00

0.00

in

(FR)

(SR)tconn.platej

Ceil tconn.plate.reqdj

18

in

round up to next1/8 inch dim. tconn.plate

2.000

0.000

in

PRt.connplate.armj

tconn.plate.reqdj

tconn.platej

PRt.connplate.arm1

0

Weld Size of Arm to Plate Connection



Sweldj

dbase.armj

2

2

Lweldjdbase.armj

Weld Properties

Total Stress on Weldfweldj

Mu.connj

Sweldj

2 Vu.connj

Lweldj

2

fweld14.27

0.00

kipin


(FM)

(SM)wbot.armj

if tarmj0 in= 0 in tarmj

116

in

wbot.armjCeil wbot.armj

116

in

wbot.arm

0.3125

0

in

Bottom Weld Stressfbot.weldj

wbot.armj0.75( ) 0.6( ) 70 ksi( )

1

2

fbot.weld6.96

0.00

kipinAISC Table J2.5

ftop.weldjfweldj

fbot.weldjTop Weld Stress ftop.weld

7.31

0.00

kipin

wtop.armj

ftop.weldj

0.75( ) 0.6( ) 70 ksi( )1

2

Top Weld Size wtop.armjCeil wtop.armj

116

in

wtop.arm0.3750

0.0000

in


(FQ)

(SQ)wtop.armj

if wtop.armjtarmj

wtop.armjCeil tarmj

116

in

wtop.arm

0.3750

0.0000

in

Size of Vertical Welds to Upright



Sdl.momhconn.plate

2

3Weld Properties Swl.mom Diameterconn.pole hconn.plate

Adl.shr 2 hconn.plate ruprightDiameterconn.pole

2

fweldj

MdljVdl.armj

rupright Gapj Sdl.mom

2 MwljVwl.armj

rupright Gapj Swl.mom

2 Vdl.armj

Adl.shr

2

fweld4.6

0.0

kipin


AISC Table J2.5wvert.platej

fweldj

0.75 0.6 70 ksi( )1

2

wvert.platejCeil wvert.platej

116

in

wvert.plate0.2500

0.0000

in

min weld sizewp.minj

if tvertical.platej

12

in

14

in316

in

AISC Table J2.4

wp.minjif tvertical.platej

0 in= 0 in wp.minj wp.min

0.25

0.1875

in

(FN)

(SN)wvertical.platej

if wvert.platejwp.minj

wvert.platejwp.minj wvertical.plate

0.25

0.1875

in

Size of Vertical Welds to Connection Plate

wconn.platejwvert.platej

wconn.plate0.2500

0.0000

in

min weld sizewc.minj

if tconn.platej

34

in

516

in14

in

wc.min0.3125

0.2500

inAISC Table J2.4

min weld sizewc.minj

if wc.minjtvertical.platej

tvertical.platejwc.minj

wc.min0.3125

0.1000

inAISC p. 8-119

(FT)

(ST)wconn.platej

if wconn.platejwc.minj

wconn.platejwc.minj wconn.plate

0.3125

0.1

in

Check Thickness of Vertical Plates

tvertical.plate0.750

0.100

in Trial Plate Thickness

hvertical.plate hconn.plate Avertical.platejtvertical.platej

hvertical.plate Avertical.plate22.5

3

in2


Lbj

Diameterconn.pole

2Gapj tconn.platej

Lb15.1

9.6

in

ryj

tvertical.platej

12ry

0.2

0.0

in

j if tvertical.platej0 in= 0

Lbj

ryj


69.8

333.1

Plastic MomentMpj

hvertical.plate2 tvertical.platej

4Fy.baseplate Mp

506.2

67.5

kip ft

Limiting Buckling MomentMrj

hvertical.plate2 tvertical.platej

6Fy.baseplate Mr

337.5

45.0

kip ft

Jj 0.3 tvertical.platej

3 hvertical.plate Aj Avertical.platejE 29000 ksi

pj

3750 ksi( ) Jj Aj

Mpj

Flexural Slenderness Parameters p5.7

0.8

rj

57000 ksi( ) Jj Aj

Mrj

AISC Table A-F1.1 r130.1

17.3

For lp < l<= l

r

\Nominal Flex. StrengthMnj

MpjMpj

Mrj

j pj

rj pj

Mn

419

383

kip ftAISC Eqn A-F1-3

For lr< l

Nominal Flex. StrengthMcrj

57000 ksi( ) Jj Aj

jMcr

629

2

kip ftAISC Eqn F1-14

Mnjif pj j 0.9 Mnj

0.9 Mpj Mn

377.3

345.0

kip ft

Mnjif rj j 0.9 Mcrj

Mnj Mn

377.3

2.1

kip ft

Muj

MdljVdl.armj

rupright Gapj

2Required Flexural Strength Mu

34.4

0.0

kip ft


Column Slenderness Parametercj

if tvertical.platej0 in

Lbj

ryj

Fy.baseplate

E.0

c

0.783

3.735

AISC Eqn E2-4

Nominal Critical StressFcrj

if cj1.5 0.658

cj2

Fy.baseplate

0.877

cj

2

Fy.baseplate

Fcr27.9

2.3

ksiAISC Eqns E2-2 & E2-3

Pnj0.85 Aj Fcrj

Nominal Compressive Strength Pn532.7

5.8

kip

AISC Eqn E2-1

Puj

MwljVwl.armj

rupright Gapj Diameterconn.pole

Required Compressive Strength Pu112.2

0

kip


CFIt.vert.platejfCFIsimple Puj

Pnj1.0 Muj

Mnj CFIt.vert.plate0.292

0.000


PR0 max

PRt.baseplate.arm0

PRt.connplate.arm0

CFIt.vert.plate0

PR1 if Mdl10 kip ft= 0 max

PRt.baseplate.arm1

PRt.connplate.arm1

CFIt.vert.plate1

PR1.000

0.000

(if PR<1, then ok)

j 0 1 vertplt.widthjrupright Gapj tconn.platej

vertplt.width1if Mdl1

0 kip ft= 0 in vertplt.width1 set variables equal to zero if there is no second arm

bconn.plate.pv1fSetZero bconn.plate.pv1

in tvertical.plate1fSetZero tvertical.plate1

in

Gap1 fSetZero Gap1 in dbolt.conn1fSetZero dbolt.conn1

in

tconn.plate1fSetZero tconn.plate1

in #ConnBolts1 fSetZero #ConnBolts1 1

tbaseplate.arm1fSetZero tbaseplate.arm1

in wbot.arm1fSetZero wbot.arm1

in

wconn.plate1fSetZero wconn.plate1

in Spacingbolts.conn1fSetZero Spacingbolts.conn1

in

wtop.arm1fSetZero wtop.arm1

in wvertical.plate1fSetZero wvertical.plate1

in

Offsetconn1fSetZero Offsetconn1

in

PRbolt1if Ltotal.arm2 0 ft= newLtotal.arm2 "x"= newLtotal.arm2 "X"= 0 PRbolt1


PRt.baseplate.arm1if Ltotal.arm2 0 ft= newLtotal.arm2 "x"= newLtotal.arm2 "X"= 0 PRt.baseplate.arm1

CSRt.vert.plate1if Ltotal.arm2 0 ft= newLtotal.arm2 "x"= newLtotal.arm2 "X"= 0 CSRt.vert.plate1

PRt.connplate.arm1if Ltotal.arm2 0 ft= newLtotal.arm2 "x"= newLtotal.arm2 "X"= 0 PRt.connplate.arm1

Analyze Connection

Summary - Connection Geometry

hconn.plate 30 in Gap7.5

0

in Offsetconn17.1146

0

in

dbolt.conn1.25

0

in #ConnBolts6

0

Spacingbolts.conn12.5

0

in

tconn.plate2

0

in bconn.plate.pv36

0

in tvertical.plate0.75

0

in tbaseplate.arm3

0

in

wconn.plate0.3125

0

in wvertical.plate0.25

0

in

Connection Ratios

CheckBoltConnBolt"OK"

"OK"

CFIt.vert.plate0.292

0

PRt.baseplate.arm0.833

0

PRt.connplate.arm1

0

Base Plate Analysis DataFile "A60S-P4SL-DS145.dat" WindSpeed 150 mph

Base Plate Properties

Current Values New Values#AnchorRods 6 use 6 bolts minimum

dbolt.pole 2 in inches (BC)

Base Plate Properties

Analyze Base Plate & Anchors

Switch values, set values for DataOut

out out 1 out 34

#AnchorRods fSwitchData #AnchorRods new#AnchorRods 1( ) dataout #AnchorRods dataout 6

out out 1 out 35

dbolt.pole fSwitchData dbolt.pole newdbolt.pole in dataoutdbolt.pole

indataout 2

Applied Loads (from Upright Design)



My.polebase

179.8

0.0

179.8

kip ft Mz.polebase

0.0

68.8

68.8

kip ftMx.polebase

0.0

136.4

136.4

kip ft

Diameterbase.pole 22 in

twall.pole 0.3750 inVx.polebase

0.0

0.0

0.0

kip AxialForcepolebase

4.6

4.6

4.6

kip Vz.polebase

0.0

7.3

7.3

kipB 1.02


LoadCaseT 0 LoadCaseOT 1 LoadCaseCFI 2

Mx.polebaseLoadCaseT0.0 kip ft My.polebaseLoadCaseT

179.8 kip ft Mz.polebaseLoadCaseT0.0 kip ft

Mx.polebaseLoadCaseOT136.4 kip ftMy.polebaseLoadCaseOT

0.0 kip ft Mz.polebaseLoadCaseOT68.8 kip ft

Mx.polebaseLoadCaseCFI136.4 kip ftMy.polebaseLoadCaseCFI

179.8 kip ft Mz.polebaseLoadCaseCFI68.8 kip ft

Base Plate Size

Diameterbaseplate.pole Diameterbase.pole 8 dbolt.pole Diameterbaseplate.pole 38 in

Diameterboltcircle.pole Diameterbase.pole 2 2 dbolt.pole Diameterboltcircle.pole 30 in

Irod.groupDiameterboltcircle.pole

2

8#AnchorRods Irod.group 675 in2

Srod.groupIrod.group

Diameterboltcircle.pole

2

Srod.group 45 in

Anchor Rod Strength

Mcsr.pole Mx.polebaseLoadCaseCFI

2 Mz.polebaseLoadCaseCFI

2

Mcsr.pole 152.7 kip ft

Tu.rodMcsr.pole

Srod.groupTu.rod 40.7 kip

Vcsr.pole Vx.polebaseLoadCaseCFI

2 Vz.polebaseLoadCaseCFI

2 Vcsr.pole 7.3 kip


Vu.rodVcsr.pole

#AnchorRods

My.polebaseLoadCaseCFI


2

#AnchorRods

Vu.rod 25.2 kip

AAnchor Dbolt dbolt.pole

nthreads 8 Dbolt 1 in=if

7 Dbolt 1.125 in= Dbolt 1.25 in=if

6 Dbolt 1.5 in=if

5 Dbolt 1.75 in=if

4.5 Dbolt 2 in= Dbolt 2.25 in=if

4 Dbolt 2.5 inif

A4

Dbolt0.9743 in

nthreads

2

Areturn

dbolt.pole 2 in

AAnchor 2.498 in2

ft.rodTu.rod

AAnchorft.rod 16.304 ksi

fv.rodVu.rod

AAnchorfv.rod 10.083 ksi

Design per AISC J3

Fy.Anchor 55 ksi Fy.Anchor 55 ksi

Fu.Anchor 75 ksi Fu.Anchor 75 ksi

bolt 0.75

Fnv.Anchor 0.5 Fu.Anchor Fnv.Anchor 37.5 ksi

Fnt.Anchor 0.75 Fu.Anchor Fnt.Anchor 56.25 ksi

F'nt.Anchor 1.3Fnt.AnchorFnt.Anchor

bolt Fnv.Anchorfv.rod

F'nt.Anchor 52.958 ksi


F'nv.Anchor 1.3Fnv.AnchorFnv.Anchor

bolt Fnt.Anchorft.rod

F'nv.Anchor 34.257 ksi

Rr.Anchor bolt

Ft Fnt.Anchor

Fv Fnv.Anchor ft.rod 20% Fnt.Anchorif

Fv F'nv.Anchor otherwise

fv.rod 20% Fnv.Anchorif

Ft F'nt.Anchor

Fv Fnv.bolt ft.rod 20% Fnt.Anchorif

Fv F'nv.Anchor otherwise

otherwise

Ft

Fv

Rr.Anchor39.719

25.693

ksi

CheckAnchor.Bolt.Capacity K1 fCheckStress ft.rod Rr.Anchor0

K2 fCheckStress fv.rod Rr.Anchor1

"OK" K1 "OK"= K2 "OK"=if

"NG" otherwise

CheckAnchor.Bolt.Capacity "OK"

Base Plate Thickness

Design plate thickness based on yield line theory 0.90

tbaseplate.pole.reqdMcsr.pole


2

Diameterbase.pole

2

Fy.baseplateDiameterboltcircle.pole

2

Diameterbase.pole

2

1

2

tbaseplate.pole.reqd 1.171 in



tbaseplate.pole.reqd if tbaseplate.pole.reqd dbolt.pole dbolt.pole tbaseplate.pole.reqd LTS 5.14.3SM V3 5.14.3

tbaseplate.pole.reqd if tbaseplate.pole.reqd 2.5 in 2.5 in tbaseplate.pole.reqd

tbaseplate.pole Ceil tbaseplate.pole.reqd18

in


tbaseplate.pole 2.500 in

PRplate.poletbaseplate.pole.reqd

tbaseplate.polePRplate.pole 1

final Diameter.tip.poleadjusted for t.baseplate.pole.Diametertip.pole Diameterbase.pole Ypole tbaseplate.pole Taper Diametertip.pole 18.81 in

Weld Sizes of Upright to Base Plate Connection



Sweld.poleDiameterbase.pole

2

2

Lweld.pole Diameterbase.pole


fweld.poleMcsr.pole

Sweld.pole

2 Vcsr.pole

Lweld.pole

My.polebaseLoadCaseCFI

0.5 Diameterbase.pole2

2

fweld.pole 5.6kipin

wbot.pole twall.pole116

in

wbot.pole Ceil wbot.pole116

in

wbot.pole 0.3125 in

fbot.weld.pole wbot.pole 0.75( ) 0.6 70 ksi( )1

2

fbot.weld.pole 7kipinAISC Table J2.5

ftop.weld.pole fweld.pole fbot.weld.pole ftop.weld.pole 1.3kipin

wtop.poleftop.weld.pole

0.75( ) 0.6( ) 70 ksi1

2

wtop.pole Ceil wtop.pole116

in

wtop.pole 0.0000 in (BD)

(BE)wtop.pole if wtop.pole twall.pole wtop.pole Ceil twall.pole116

in

wtop.pole 0.3750 in


Analyze Base Plate & Anchors

Summary - Upright Base Plate Geometry

#AnchorRods 6 dbolt.pole 2 in tbaseplate.pole 2.5 in Diameterbaseplate.pole 38 in

Upright Base Plate Performance Ratios

CheckAnchor.Bolt.Capacity "OK" PRplate.pole 1 checkconn.plate.width"OK"

"NG"

Foundation Analysis Cohesionless or Cohesive Soil DataFile "A60S-P4SL-DS145.dat"

Soil Properties


SoilType 1 0 - clay 1 - sand

soil 30 deg degrees, soil friction angle (sand)

csoil 2000 psf psf, soil shear strength (clay)

soil 50 pcf pcf, soil density (typical design value = 45-50 pcf)

vertical distance between top offoundation and groundlineOffset 0 ft

Nblows 15 Number of blows per foot.If N< 5, contact the district geotech Engineer SM V3 13.6

Soil Properties

Analyze Foundation

Switch values, set values for DataOut, and Write Out Data to DataFile and Temp.dat

out out 1 out 36

SoilType if newSoilType 0= 0 1( ) dataout SoilType dataout 0

out out 1 out 37

soil fSwitchData soil new soil deg dataoutsoil

degdataout 7.73

out out 1 out 38

csoil fSwitchData csoil newcsoil psf dataoutcsoil

psfdataout 1145

out out 1 out 39

soil fSwitchData soil new soil pcf dataoutsoil

pcfdataout 57.67

out out 1 out 40


water 62.4 pcf dataoutwater

pcfdataout 62.4(not used)

out out 1 out 41

Offset fSwitchData Offset newOffset ft( ) dataoutOffset

ftdataout 0

out out 1 out 42

Nblows fSwitchData Nblows newNblows 1 dataoutNblows

1dataout 11

out out 1 out 43

Subject if newSubject 0= Subject newSubject( ) dataout Subject

dataout "A60/S-P4/S/L-DS5.0/16/4.5"

out out 1 out 44

ProjectNo if newProjectNumber 0= ProjectNo newProjectNumber( ) dataout ProjectNo

dataout "Design Standard"

out out 1 out 45

PoleLocation if newPoleLocation 0= PoleLocation newPoleLocation( ) dataout PoleLocation

dataout "Index 17743"out out 1 out 46Date if newDate 0= Date newDate( ) dataout Date

dataout "09/28/2016"

out out 1 out 47

DesignedBy if newDesignedBy 0= DesignedBy newDesignedBy( ) dataout DesignedBy

dataout "FDOT"out out 1 out 48

CheckedBy if newCheckedBy 0= CheckedBy newCheckedBy( ) dataout CheckedBy

dataout "FDOT"

WRITEPRN DataFile( ) data WRITEPRN "temp.dat"( ) data

Foundation Design References








Applied Loads (From Arm1 Design)

WindSpeed 150 mph


#AnchorRods 6 dbolt.pole 2 in Diameterboltcircle.pole 30 in Tu.rod 40.7 kip


LoadCaseT 0

Mx.polebase

0

136.4

136.4

kip ft My.polebase

179.8

0

179.8

kip ft Mz.polebase

0

68.8

68.8

kip ft LoadCaseOT 1

LoadCaseCFI 2

Vx.polebase

0

0

0

kip AxialForcepolebase

4.6

4.6

4.6

kip Vz.polebase

0

7.3

7.3

kip

Foundation Diameter

Diametershaft Diameterboltcircle.pole 12 in 12 in Diametershaft 4.5 ft



Diametershaft Ceil Diametershaft12

ft

Diametershaft 4.5 ft

Diametershaft.custom 0 ft

Diametershaft if Diametershaft.custom 0 ft Diametershaft.custom Diametershaft 1.372

b Diametershaft

Shaft Depth Required to Resist Overturning

ot 0.6 SM V3 13.6 Offset 0 ft vertical distance between top offoundation and groundline

Mtotal Mx.polebaseLoadCaseOT

2 Mz.polebaseLoadCaseOT

2 Mtotal 152.7 kip ft

Ptotal Vx.polebaseLoadCaseOT

2 Vz.polebaseLoadCaseOT

2 Ptotal 7.3 kip


Kp tan 45 degsoil

2

2

esand Offset

Guess value LotSand 8 ft

Given ot3 soil Kp b LotSand LotSand

213

LotSand

Ptotal esand LotSand Mtotal 0 kip ft=

Temp Find LotSand LotSand Temp LotSand 13.512 ft

(round up to next foot) LotSand ceilLotSand

ft

ft LotSand 14 ft

DCRatiootSandMtotal Ptotal esand LotSand

ot soil b LotSand3 Kp

2

DCRatiootSand 0.912


csoil if csoil 0 ksf= 0.1 ksf csoil Slope 8csoil

3 beclay

Mtotal

PtotalOffset

nforce M N( ) Slope 2 M N( ) 2 csoil Nb2

mforce M( ) 2 csoil M Slope Mb2


m_arm M( ) eclayM3

2 M Slope csoil csoil

M Slope 2 csoil

n_arm M N( ) eclay MN3

2 N Slope M Slope csoil M Slope csoil

Slope 2 M N( ) 2 csoil

Guess value M 4.0 ft N 4.0 ft

Given Ptotal ot nforce M N( ) ot mforce M( )= mforce M( ) m_arm M( ) nforce M N( ) n_arm(=

M

N

Find M N( ) Lot1Clay.temp M N Lot1Clay.temp 8.925 ft

(round up to next foot) Lot1Clay ceilLot1Clay.temp

ft

ft Lot1Clay 9 ft


fclayPtotal

9 ot csoil bMmaxtemp Ptotal eclay 1.5 b 0.5 fclay g

Mmaxtemp

2.25 ot csoil b

Lot2Clay 1.5 b fclay g Lot2Clay 12.418 ft

(round up to next foot) Lot2Clay ceilLot2Clay

ft

ft Lot2Clay 13 ft

LotClay if Lot1Clay 3 b Lot1Clay Lot2Clay LotClay 9 ft

(If Lot < 3b, use Modified Broms method)

DCRatiootClay if LotClay 3 bLot1Clay.temp

Lot1Clay

Mmaxtemp

2.25 ot csoil b

Ptotal

9 ot csoil b

Lot2Clay 1.5 b

DCRatiootClay 0.992

LreqdOT if SoilType 1= LotSand LotClay LreqdOT 9 ft

DCRatioot if SoilType 1= DCRatiootSand DCRatiootClay DCRatioot 0.992

Shaft Depth Required to Resist Torsion


NOTE: fdot and are based upon CONCRETE and soilinteraction. This torsion methodology is not to be used withpermanent casing.

torDS 0.9 SM V3 13.6

Nblows 11 Number of blows per foot. If N< 5, contact the district geotech Engineer

fdot if Nblows 5 0 if Nblows 15 1.5 1.5Nblows

15

1.1 load transfer ratio

tan soil 0.136 coefficient of friction between concrete shaft and soil

concrete 150 pcf concrete concrete water concrete 87.6 pcf

CohesionFactor 0.55 fse CohesionFactor csoil

Torsion My.polebaseLoadCaseTTorsion 179.8 kip ft


Guess value LtorSand LreqdOT

Given

Torsion torDS b LtorSand soilLtorSand

2

fdotb2

=

Temp Find LtorSand LtorSand Temp LtorSand 14.1 ft

(round up to next foot) LtorSand ceilLtorSand

ft

ft LtorSand 15 ft

DCRatiotorSandTorsion

torDS b LtorSand soilLtorSand

2

fdotb2

DCRatiotorSand 0.88


Guess value LtorClay LreqdOT

GivenTorsion

torDSfse b( ) LtorClay 1.5 ft

b2

fseb2

2 b3

=

Temp Find LtorClay LtorClay Temp LtorClay 10.72 ft


(round up to next foot) LtorClay ceilLtorClay

ft

ft LtorClay 11 ft

DCRatiotorClay

Torsion

torDS

fse b( ) LtorClay 1.5 ftb2

fseb2

2 b3

DCRatiotorClay 0.973

LreqdTor if SoilType 1= LtorSand LtorClay LreqdTor 11 ft

DCRatiotor if SoilType 1= DCRatiotorSand DCRatiotorClay DCRatiotor 0.973

Lembedded if LreqdTor LreqdOT LreqdTor LreqdOT Lembedded 11 ft

Lshaft Lembedded Offset Lshaft 11 ft

DCRatiofoundation if LreqdTor LreqdOT DCRatiotor DCRatioot DCRatiofoundation 0.973

Unfactored Maximum Moment in Shaft


fsand2 Ptotal

3 soil b Kp otfsand 4.892 ft

MmaxSand Ptotal esand fsandPtotal fsand

3Mtotal MmaxSand 176.6 kip ft


Guess value fmod 4.0 ft

Given Ptotalfmod b

22 ot csoil fmod Slope=

fmod Find fmod fmod 1.401 ft

MmodBroms Ptotal eclay fmodot csoil b fmod

2

2

b fmod3 Slope

6MmodBroms 158.6 kip ft


MBroms Ptotal eclay 1.5 b 0.5 fclay MBroms 203.2 kip ft


MmaxClay if Lot1Clay 3 b MmodBroms MBroms MmaxClay 158.6 kip ft

(If Lot < 3b, use Modified Broms method)

Mmax if SoilType 1= MmaxSand MmaxClay (this is a Service moment) Mmax 158.6 kip ft

Minimum Reinforcing and Spacing

Fy.rebar 60 ksi reinforcing yield strength

fc 4.0 ksi concrete strength Spec 346-3

cover 6 in cover SDG Table 1.4.2-1

Abar 1.56 in2 longitudinal bar area

dbar 1.41 in longitudinal bar diameter

Av.bar 0.31 in2 stirrup area SM V3 13.6.2

dv.bar 0.625 in stirrup diameter

sv1 4 in stirrup spacing, depth = 0 ft-2 ft SM V3 13.6.2

sv2 8 in stirrup spacing, depth = 2 ft-depth.stir

sv3 12 in stirrup spacing, depth > depth.stir

sv4 12 in stirrup spacing, depth > depth.stirA

depthstir 9.7 ft stirrup depth, see s.v2 and s.v3 above

depthstirA 14.5 ft irrup depth, see s.v3 and s.v4 above

b 4.5 ft shaft diameter

BarsProv10.01Abar

b2

4BarsProv1 14.681 LRFD 5.7.4.2

BarsProv20.135

Abar Fy.rebar

b2

4fc

BarsProv2 13.213

BarsProv ceil max BarsProv1 BarsProv2 BarsProv 15 number of longitudinal bars

NumSpacesv.bar rounddepthstir 2 ft

sv2

NumSpacesv.bar 12


ReinfClearSpacing b 2 cover dv.bardbar

2

BarsProv

dbar ReinfClearSpacing 6.83 in

CheckReinfClearSpacing if ReinfClearSpacing 6in "OK" "No Good"( ) CheckReinfClearSpacing "OK"

SDG 3.6.10

Check Shear and TorsionLFshr 1.0 Shear Load Factor

LFtor 1.0 Torsion Load Factor

shr 0.90 Shear Resistance Factor LRFD 5.5.4.2.1

tor 0.90 Torsion Resistance Factor LRFD 5.5.4.2.1

Vu LFshr Vx.polebaseLoadCaseOT

2 Vz.polebaseLoadCaseOT

2 Vu 7.3 kip

Tu LFtor Torsion Tu 179.769 kip ft


Acpb2

2Acp 2290.2 in2

pcp 2b2

pcp 169.6 in


doh b 2 coverdv.bar

2

doh 41.4 in

ph doh ph 130 in

Aohdoh

2

2

Aoh 1344.5 in2

Ao 0.85 Aoh Ao 1142.8 in2 LRFD C5.8.2.1


Dr b 2 cover dv.bardbar

2

deb2

Dr3.294 ft

LRFD C5.8.2.1dv max 0.9 de 0.72 b 3.24 ft



Vc 0.0316 2.0( )fc

ksi

dv

in

bin

kip Vc 265.4 kip LRFD Eqn 5.8.3.3-3LRFD 5.8.3.4.1

ACI 11.3.3

VsAv.bar Fy.rebar dv

max sv1 sv2 sv3Vs 60.3 kip LRFD Eqn 5.8.3.3-4

shr 0.9 Vu 7.3 kip

ShearRatioVu shr Vc

shr VsShearRatio 4.269

ShearRatio if ShearRatio 0 0 ShearRatio( ) ShearRatio 0


Tn12 Ao Av.bar Fy.rebar

sv1Tn1 885.7 kip ft LRFD Eqn 5.8.3.6.2-1

LRFD 5.8.3.4.1


sv2Tn2 442.8 kip ft


sv3Tn3 295.2 kip ft


sv4Tn4 295.2 kip ft

tor 0.9 Tu 179.769 kip ft LreqdTor 11 ft

Tor2sand Tu if 2 ft Offset b 2 ft Offset( ) soil2 ft Offset

2

fdotb2

0 kip ft

175.733 kip ft

Tor3sand Tu if depthstir Offset b depthstir Offset soildepthstir Offset

2

fdotb2

0 kip ft

84.839 kip ft

Tor4sand Tu if depthstirA Offset b depthstirA Offset soildepthstirA Offset

2

fdotb2

0 kip ft

32.357 kip ft

Tor2clay Tu if 2 ft 1.5 ft Offset fse b( ) 2.0 ft Offset 1.5 ft( )b2

0 kip ft

169.753 kip ft

Tor3clay Tu if depthstir 1.5 ft Offset fse b( ) depthstir Offset 1.5 ftb2

0 kip ft

15.511 kip ft

Tor4clay Tu if depthstirA 1.5 ft Offset fse b( ) depthstirA Offset 1.5 ftb2

0 kip ft

80.64 kip ft


Tor2 if SoilType 1= Tor2sand Tor2clay Tor2 169.753 kip ft



TorsionRation1Tu

tor Tn1TorsionRation1 0.23

TorsionRation2Tor2


TorsionRation3Tor3


TorsionRation4Tor4


TorsionRatio max TorsionRation1 TorsionRation2 TorsionRation3 TorsionRation4 TorsionRatio 0.426

Tcr 0.125fc

ksi

Acp2

pcp in3

kip in Tcr 644.1 kip ft LRFD Eqn 5.8.2.1-4

TorsionRatio if Tu 0.25 tor Tcr 0 TorsionRatio TorsionRatio 0.426 LRFD Eqn 5.8.2.1-3

ShearRatio 0

CheckShearTorsion if ShearRatio TorsionRatio 1 "OK" "No Good"( ) CheckShearTorsion "OK"


vuVu

shr b 0.8 b( ) vu 0.00349 ksi LRFD Eqn 5.8.2.9-1

0.125 fc 0.5 ksi

smax1 if 0.8 dv 24 in 0.8 dv 24 in smax1 24 in LRFD Eqn 5.8.2.7-1

smax2 if 0.4 dv 12 in 0.4 dv 12 in smax2 12 in LRFD Eqn 5.8.2.7-2

smax if vu 0.125 fc smax1 smax2 smax 24 in

max sv1 sv2 sv3 12 in

CheckMaxSpacingTransvReinf if max sv1 sv2 sv3 smax "OK" "No Good" CheckMaxSpacingTransvReinf "OK"



LRFD 5.8.3.4.1Mu LFtor Mx.polebaseLoadCaseOT

2 Mz.polebaseLoadCaseOT

2

Mu 152.7 kip ft

Vtemp ifVu

shr0.5 Vs 0 kip

Vu

shr0.5 Vs 0 kip

Vtemp 0 kip

LongReinfshr.tor

Mu

tor 0.8 b( )

Vtemp

kip

2 0.45 ph Tu

2 Ao tor kip

2

kip

Fy.rebarLongReinfshr.tor 1.808 in2

BarsProv Abar 23.4 in2

CheckLongReinfshr.tor if BarsProv Abar LongReinfshr.tor "OK" "No Good" CheckLongReinfshr.tor "OK"

Anchor Bolt Embedment

Gapshaftb 2 cover 2 dv.bar Diameterboltcircle.pole dbar

2

Gapshaft 4.67 in

Diameterrebar.circle b 2 cover dbar 2 dv.bar

Diameterrebar.circle 39.3 in

#BarsProvided BarsProv #BarsProvided 15

Use a maximum of three rebarper anchor bolt (conservative)#BarsProvidedPerRod min

#BarsProvided#AnchorRods

3

#BarsProvidedPerRod 2.5

0.9 #BarsReqdPerRodTu.rod

Abar Fy.rebar


Diameterrebar.circle #BarsReqdPerRod 0.37


AreaRatio#BarsReqdPerRod

#BarsProvidedPerRodAreaRatio 0.15

AreaRatio if AreaRatio 1 AreaRatio 1( ) AreaRatio 0.15


cover 6 in

cb= the smaller of the distance from center of bar or wire being developed to the nearest concretesurface and one half the center-to-center spacing of the bars or wires being developed

cb min cover dv.bardbar

2

ReinfClearSpacing dbar

2

4.12 in

ktr 0 in. assume no transverse bars:

rc min 1 max 0.4dbar

cb ktr

LRFD Eqn 5.11.2.1.3-1

rc 0.4

Ld.bar max 12in rc 2.4 dbarFy.rebar

fc ksi


SpacingFactor max#BarsProvidedPerRod 0.5 0.5

0.5

SpacingFactor 0.75

Lembedment.added ReinfClearSpacing SpacingFactor( )2 Gapshaft2 Lembedment.added 6.9 in

Lembedment.rod maxLd.bar AreaRatio( ) 12 in Lembedment.added

20 dbolt.pole


Note: 20danchor minimum embedment was in old AASHTO LTS, 2nd Ed. 1985 and 3rd Ed. 1994 in Section 3 - 1.3.4. It was removedin the 4th Ed., but is still a good rule of thumb.

Lembedment.rod Ceil Lembedment.rod in Lembedment.rod 40 in

Lanchor.rod Ceil Lembedment.rod 8 in in Lanchor.rod 48 in

Anchor Bolt Shear Break-Out Strength


#AnchorRods 6 number of anchor bolts

dbolt.pole 2 in anchor bolt diameter

Diameterboltcircle.pole 30 in anchor bolt circle diameter

Lembedment.rod 40 in anchor bolt embedment

b 54 in shaft diameter

rbDiameterboltcircle.pole

2rb 15 in

rb2

r 27 in

ca1rb

2 3.25 r2 rb2

rb

3.25ca1 8.67 in adjusted cover

UF Report Eqn 3-2

Le min 8 dbolt.pole Lembedment.rod Le 16 in load bearing length of anchor for shear

ACI D.6.2.2

Vb 13Le

dbolt.pole

0.2 dbolt.pole

in

fc

psi

ca1

in

1.5

lbf shear break-out strength (single anchor)

UF Report Eqn 2-11Vb 45 kip


bolt.sector360 deg( )

#AnchorRods60 deg UF Report Fig 3-7

alpha 2 asin1.5 ca1

r

57.6 deg

OverlapTest if bolt.sector alpha "Overlap of Failure Cones" "No Overlap of Failure Cones"

OverlapTest "No Overlap of Failure Cones"

chord 2 r sinbolt.sector

2

chord 27 in UF Report Fig 3-7

AVco 4.5 ca12 AVco 337.9 in2 projected concrete failure area (single anchor)

ACI Eqn D-23

AVc chord 1.5 ca1 AVc 350.9 in2 projected concrete failure area (group)

ACI D.6.2.1

AVc if AVc AVco AVco AVc AVc 337.9 in2

ecV 1.0 eccentric load modifier ACI D.6.2.5

edV 1.0 edge effect modifier ACI D.6.2.6

cV 1.4 cracked section modifier ACI D.6.2.7 (stirrup spacing <= 4")

hV 1.0 member thickness modifier ACI D.6.2.8

breakout 0.75 strength reduction factor ACI D.4.4.c.i ( shear breakout, condition A)

Vcbg #AnchorRodsAVc

AVco

ecV edV cV hV Vb Vcbg 377.6 kip concrete breakout strength - shear


Vcbg_parallel 2 Vcbg Vcbg_parallel 755.3 kip ACI D.6.2.1.c Shear force || to edge

Tn.breakout Vcbg_parallel rb Tn.breakout 944.1 kip ft concrete breakout strength - torsion

breakout Tn.breakout 708.1 kip ft

Tu 179.8 kip ft


BreakoutTest if breakout Tn.breakout Tu "OK" "No Good" BreakoutTest "OK"

OverlapDesign if bolt.sector alpha "Based on Overlap of Failure Cones" "Based on No Overlap of Failure Cones"

OverlapDesign "Based on No Overlap of Failure Cones"


Mx.polebase

0.0

136.4

136.4

kip ftMy.polebase

179.8

0.0

179.8

kip ftMz.polebase

0.0

68.8

68.8

kip ft

Analyze Foundation

Summary - Soil Properties and Drilled Shaft Geometry0 - clay1 - sandSoilType 0 soil 7.73 deg csoil 1145 psf soil 57.67 pcf Offset 0 ft

Diametershaft 4.5 ft Lshaft 11 ft Lanchor.rod 48 in

#BarsProvided 15 dbar 1.41 in'BF'= Lembedment.rod 40 in

Foundation Performance Ratios

DCRatiofoundation 0.973 CheckReinfClearSpacing "OK" CheckShearTorsion "OK"

CheckLongReinfshr.tor "OK" CheckMaxSpacingTransvReinf "OK"

OverlapTest "No Overlap of Failure Cones" OverlapDesign "Based on No Overlap of Failure Cones"

BreakoutTest "OK"

Fatigue Analysis DataFile "A60S-P4SL-DS145.dat" WindSpeed 150 mph


FatigueCategory 2 SM V3 11.6Analyze Structure for Fatigue

Arm and Pole Welds

fgalloping.arm1 4.565 ksi CAFTfullpengroove.weld.arm1 7 ksi Checkgalloping.arm1 "OK"


fgalloping.arm2 0 ksi CAFTfullpengroove.weld.arm2 "NA" ksi Checkgalloping.arm2 "NA"

fgalloping.pole 1.812 ksi CAFTfullpengroove.weld.pole 4.5 ksi Checkgalloping.pole "OK"

fnwg.arm1 2.823 ksi Checknwg.arm1 "OK"

fnwg.arm2 0 ksi Checknwg.arm2 "NA"

fnwg.pole 2.286 ksi Checknwg.pole "OK"


ft.g.bolt3.8

0.0

ksi CAFTconn.bolt 16 ksi Checkg.conn.bolt"OK"

"OK"

ft.nwg.bolt2.4

0.0

ksi Checknwg.conn.bolt"OK"

"OK"

Anchor Bolts

ft.g.rod 2.325 ksi CAFTanchor.rods 7 ksi Checkg.rod "OK"

ft.nwg.rod 2.933 ksi Checknwg.rod "OK"

Summary


removezero a max( ) max 1 max 0=if

bi 1 ai

i 1 maxfor

b

Xsignal.arm1 removezero Xsignal.arm1 #Signalsarm1 Xsignal.arm2 removezero Xsignal.arm2 #Signalsarm2

Sectionssignal.arm1 removezero Sectionssignal.arm1 #Signalsarm1 Sectionssignal.arm2 removezero Sectionssignal.arm2 #Signalsarm2

Backplatesignal.arm1 removezero Backplatesignal.arm1 #Signalsarm1 Backplatesignal.arm2 removezero Backplatesignal.arm2 #Signals

Xpanel.arm1 removezero Xpanel.arm1 #Panelsarm1 Xpanel.arm2 removezero Xpanel.arm2 #Panelsarm2

Areapanel.arm1 removezero Areapanel.arm1 #Panelsarm1 Areapanel.arm2 removezero Areapanel.arm2 #Panelsarm2

Summary

Mast Arm Design and Analysis Summary DataFile "A60S-P4SL-DS145.dat" WindSpeed 150 mph


Subject "A60/S-P4/S/L-DS5.0/16/4.5" DesignedBy "FDOT" PoleLocation "Index 17743"

ProjectNo "Design Standard" CheckedBy "FDOT" Date "09/28/2016"

1st Mast Arm#Signalsarm1 3 #Panelsarm1 4

Xsignal.arm1

26

37

49

ft Sectionssignal.arm1

3

3

4

Backplatesignal.arm1

1

1

1

Xpanel.arm1

11

18

31

43

ft Areapanel.arm1

16

5

1.5

7.5

ft2

Ltotal.arm1 60 ft Lsplice.provided.arm1 24 in

'FA'= 'FB'= 'FC'=Larm1

34.5

27.5

ft Diametertip.arm16.135

10.185


14

in'FE'= 'FF'= 'FG'=

'FD'=twall.arm1

0.25

0.375

in'FH'= max arm1 12.9 in max CFIarm1 0.704

2nd Mast Arm#Signalsarm2 0 #Panelsarm2 1

Xsignal.arm2 0( ) ft Sectionssignal.arm2 0( ) Backplatesignal.arm2 0( )

Xpanel.arm2 0.1( ) ft Areapanel.arm2 0.1( ) ft2

Ltotal.arm2 0 ft Lsplice.provided.arm2 24 in'UF'= 0 deg (Angle Between Arms)

'SA'= 'SB'= 'SC'=Larm2

0

0

ft Diametertip.arm20

0

in Diameterbase.arm20

0

in'SE'= 'SF'= 'SG'=

'SD'=twall.arm2

0

0

in max arm2 0 in max CFIarm2 0'SH'=


Luminaire Arm and Connection DataFile "A60S-P4SL-DS145.dat"WindSpeed 150 mph


'LA'= Yluminaire 0 ft 'LB'= Xluminaire 0 ft 'LC'= Diameterbase.lumarm 0 in

'LD'= twall.lumarm 0 in 'LE'= Slopelumarm 0 'LF'= rlumarm 0ft

'LG'= dbolt.lum 0 in 'LH'= tbaseplate.lum 0 in

'LJ'= wbase.lum inwbase.lum 'LK'= wchannel.lum 0 in

CFIbase.lumarmCFIbase.lumarm CheckBoltLumBoltCheckBoltLumBolt PRbaseplate.lum 0 PRconn.plate.lum 0

Upright

'UA'= Ypole 23 ft'UB'= Yarm.conn 20 ft 'UC'=

Diametertip.pole 18.8092 in'UD'= Diameterbase.pole 22 in

'UE'= twall.pole 0.375 in 'UF'= 0 deg

'UG'= Ylum.conn 0ftx.dl 0.61 in Slopex 0.31 deg

z.dl 0 in Slopez 0 deg B 1.02

max CFIpole 0.353

1st Arm/Upright Connection

#ConnBolts0 6 'HT'= hconn.plate 30 in 'FJ'= bconn.plate.pv036 in

'FK'= tbaseplate.arm03 in 'FL'= tvertical.plate0

0.75 in

'FN'= wvertical.plate00.25 in 'FO'= Offsetconn0

17.1146in

'FP'= dbolt.conn01.25 in 'FR'= tmin.bpl.LTS 2 in

PRt.baseplate.arm0

PRt.connplate.arm0

CFIt.vert.plate0

0.833

1

0.292

'FS'= Spacingbolts.conn012.5 in 'FT'= wconn.plate0

0.3125 in

2nd Arm/Upright Connection

#ConnBolts1 0 'HT'= hconn.plate 30 in 'SJ'= bconn.plate.pv10 in

'SK'= tbaseplate.arm10 in 'SL'= tvertical.plate1

0 in

'SN'= wvertical.plate10 in 'SO'= Offsetconn1

0 in

'SP'= dbolt.conn10 in 'SR'= tmin.bpl.LTS 2 in

'SS'= Spacingbolts.conn10 in 'ST'= wconn.plate1

0 in

PRt.baseplate.arm1

PRt.connplate.arm1

CFIt.vert.plate1

0

0

0


CheckBoltConnBolt"OK"

"OK"

Pole Baseplate DataFile "A60S-P4SL-DS145.dat"WindSpeed 150 mph

#AnchorRods 6 'BA'= Diameterbaseplate.pole 38 in 'BB'= tbaseplate.pole 2.5 in

'BC'= dbolt.pole 2 in 'BF'= Lembedment.rod 40 in

Diameterboltcircle.pole 30 in

CheckAnchor.Bolt.Capacity "OK" CheckAnchorAlter "OK" PRplate.pole 1

Foundation'DA'= Lshaft 11 ft 'DB'= Diametershaft 4.5 ft dbar 1.41 in Offset 0 ft

'RA'= rounddbar

0.125in

11 'RB'= #BarsProvided 15 Diameterrebar.circle 3.2783 ft

'RC'= NumSpacesv.bar 12 'RD'= sv2 8 in DCRatiofoundation 0.973

WRITEPRN to Line 1-2-3

Mast Arm Tip DeflectionCompare Mast Arm deflection of each arm to a proposed camber

Camberarm1 2 deg Camberarm2 2 deg

Larm1 Larm1 if Larm110 ft= 0 ft 2 ft

Larm2 Larm2 if Larm210 ft= 0 ft 2 ft

Deflectionarm1 Slopex Larm1 max arm1 Deflectionarm1 16.86 in

CamberArm1upward sin Camberarm1 Larm1 CamberArm1upward 25.13 in

Deflectionarm2 Slopez Larm2 sin( )( ) Slopex Larm2 cos( ) max arm2 Deflectionarm2 0 in

CamberArm2upward sin Camberarm2 Larm2 CamberArm2upward 0 in


Check Clearance Between Connection Plates (for Two Arm Structures only)

0 deg if 180 deg( ) 360 deg( )[ ]

Offsetconn017.115 in bconn.plate.pv0

36 in hconn.plate 30 in 0 deg

Offsetconn10 in bconn.plate.pv1

0 in

x1 Offsetconn0tconn.plate0

hconn.platesin Camberarm1

2 y1

bconn.plate.pv0

2x1 14.59 in y1 18 in

x2 Offsetconn1tconn.plate1


2

cos( )bconn.plate.pv1

2sin( )

y2 Offsetconn1tconn.plate1


2

sin( )bconn.plate.pv1

2cos( ) x2 0.52 iny2 0 in

Clearance x1 x22 y1 y2

2 Clearance if y2 y1 if x1 x2 Clearance 0 in Clearance Clearance 23.5 in


Plan View - Connection Plate Clearance for Two Arm Connections

Coordinates for Drawings

20 15 10 5 0 5 10 15 20 25

20

15

10

5

5

10

15

20

25

Connection Plate 1Connection Plate 2Pole Section

Connection Plate Clearance Clearance 23.5 in

Diameterconn.pole 19.2292 in

tconn.plate02 in

bconn.plate.pv036 in

tvertical.plate00.75 in

Offsetconn017.1146 in

Gap0 7.5 in

tconn.plate10 in

bconn.plate.pv10 in

tvertical.plate10 in

Offsetconn10 in

Gap1 0 in

Plan View - Drilled Shaft, Base Plate, Anchor Bolts, & Reinforcing Steel



20 0 20

20

20

ShaftReinforcementBase PlateBase PlateAnchor Bolts

Dimensions in Inches

Dim

ensi

ons i

n In

ches

Diameterbaseplate.pole 38 in

Diametershaft 54 in



#AnchorRods 6

#BarsProvided 15


Elevation View - Drilled Shaft, Base Plate, Anchor Bolts, & Reinforcing Steel

33 22 11 0 11 22 3333

22

11

0

11

22

33

ShaftBase PlateReinf. BarAnchor BoltPole

Dimensions in Inches

Dim

ensi

ons i

n In

ches


Diameterbaseplate.pole 38 in

tbaseplate.pole 2.5 in

Diametershaft 4.5 ft




Structure No. 2, SR 492

Signal\Sign#10

Signal\Sign#9

Signal\Sign#8

Signal\Sign#7

Signal\Sign#6

Signal\Sign#5

Signal\Sign#4

Signal\Sign#3

Signal\Sign#2

Signal\Sign#1

Dist from Pole (ft.) 32 42 22 14 46 38 27

1 1 1 5 5 5 5 3 2 2

Sign Width (in.) 24 24 24 18 30 24 96 12 120 120Sign Height (in.) 36 36 36 12 36 30 24 18 24 24Area (SF) 0.0 0.0 0.0 1.5 7.5 5.0 16.0 12.3 9.8 9.8Mwl. (kip*ft) 0 0 0 3 21 7 15 38 25 18


14 15 44 490.3125 0.3125215 244

178 185

Assumptions:


10127

1.1*Sign/Signal Mdl (kip*ft)Sign/Signal Mwl (kip*ft)

Wall Thickness (in)

Arm 1 Loads1.1*Arm Mdl (kip*ft) One Arm Assembly

A50/S P3/S DS/12/4.5


Arm Mwl (kip*ft)





5Back Plates?

Signal Orientation

5

5

505101520253035404550556065707580



Vertical

Horizontal

YesNo

None

3 Head

4 Head

5 Head

Sign

None

3 Head

4 Head

5 Head

Sign

None

3 Head

4 Head

5 Head

Sign

None

3 Head

4 Head

5 Head

Sign

1

None

3 Head

4 Head

5 Head

Sign

None

3 Head

4 Head

5 Head

Sign

None

3 Head

4 Head

5 Head

Sign

None

3 Head

4 Head

5 Head

Sign

None

3 Head

4 Head

5 Head

Sign

None

3 Head

4 Head

5 Head

Sign

33

None

3 Head

4 Head

5 Head

Sign

None

3 Head

4 Head

5 Head

Sign

None

3 Head

4 Head

5 Head

Sign

Arm 1 Length


None

3 Head

4 Head

5 Head

Sign

Luminaire?

No

Yes

170 mph

) 32 42 22 14 46 38 27

H

5 He

4 H

5 H

4 H

5 H

4 H

5 H

4 H

5 H

4 H

5 H

4 H

5 H

4 H

5 H

He

He

4 H

5 H

Sign Width (in.) 24 24 24 18 30 24 96 12 120 120Sign Height (in.) 36 36 36 12 36 30 24 18 24 24Area (SF) 0.0 0.0 0.0 1.5 7.5 5.0 16.0 12.3 9.8 9.8Mwl.. (kip*ft) 0 0 0 3 21 7 15 38 25 18

50 Regular Heavy


44.1Fy(ksi)

50

Sign/Sig.Wind

Pressure(psf)

67.0

wall thk(in)

base dia(in)

S(in3)

Z(in3)

Mdl

(kip*ft)Mwl 130 mph

(kip*ft)Mr= Mn


base dia(in)

S(in3)

Z(in3)

Mdl

(kip*ft)Mwl 130mph


DSIndex #


Pu*LshaftTu

CheckMom. &Min Dia.

CheckTorsion

CheckMu+

Pu*LshaftTu

CheckMom. &Min Dia.

CheckTorsion

Check

30 0.25 11 23 29 10 10 107 0.25 12 27 34 11 11 125 1 DS/20/5 20 5 1800 589 393.7 Okay Okay Okay 0.0 0 0 040 0.25 13 32 40 20 20 145 0.25 14 37 47 22 22 166 2 DS/18/5 18 5 1312 477 375.0 Okay Okay Okay 0.0 0 0 050 0.3125 14 46 58 36 33 215 0.3125 15 53 67 40 37 244 3 DS/16/5 16 5 922 377 356.2 Okay Okay Okay 0.0 0 0 060 0.375 15 63 79 56 48 300 0.375 16 72 91 62 53 340 4 DS/16/4.5 16 4.5 829 305 356.2 Okay Okay Okay 0.0 0 0 070 0.375 17 81 103 85 71 380 0.375 18 91 115 100 77 422 5 DS/14/5 14 5 617 289 337.5 Okay Okay Okay 0.0 0 0 078 0.375 18 91 115 110 90 422 0.375 20 113 143 130 106 512 6 DS/14/4.5 14 4.5 556 234 337.5 Okay Okay Okay 0.0 0 0 0

7 DS/12/4.5 12 4.5 350 172 318.8 Okay Okay Okay 0.0 0 0 08 DS/12/4 12 4 311 136 318.8 NoGood NoGood NoGood 0.0 0 0 0

Signal/Sign 10

Signal/Sign 9

Signal/Sign 8

Signal/Sign 7

Signal/Sign 6

Signal/Sign 5

Signal/Sign 4

Signal/Sign 3

Signal/Sign 2

Signal/Sign 1 Total

1 Arm DSIndex #

2 Arm DSIndex #

Arm 1Shear

Arm 1Moment

Arm 2Shear

Arm 2Moment

Sign/SigMwl

(kip*ft)0.0 0.0 0.0 3.2 21.1 7.4 15.0 37.8 24.8 17.6 127.0 4.5 7 0 dl att N/A 9.9 N/A 0.0


0.0 0.0 0.0 0.2 1.4 0.5 1.0 3.3 2.1 1.5 9.9 7 0 dl arm N/A 39.6 N/A 0.0

Arm 1Mwl

(kip*ft)43.9 49.3

Reg Arm /HD Arm

7 0 wl pole 2.6 52.9 0.0 0.0



wl att 4.1 91.0 0.0 0.0


Signal/Sign 10

Signal/Sign 9

Signal/Sign 8

Signal/Sign 7

Signal/Sign 6

Signal/Sign 5

Signal/Sign 4

Signal/Sign 3

Signal/Sign 2


Sign/SigMwl

(kip*ft)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 206.6 0.0


0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 170.9 0.0Arm 1Length

50Arm 2Length

0

Arm 2Mwl

(kip*ft)0.0 0.0 9.4 0.0 Pole ID P3




0.0 0.0

A50 /S P3 /S DSP3/S DS/12/4.5

DS


Drilled Shaft

Pole ID

A50/S P3/S DS/12/4.5Arm 1 Arm 2


Torsion

Forces at Top of DS



Regular

50 00.98

0.000.000.77



Arm Length(s)

Assembly ID


Load Case




2 Arm Assembly

Shear

Moment Total



Moment dl

Moment wl

A50/S

Heavy Duty

Min ShaftDiameter


0.0170.9




A50/S P3/S DS/12/4.5



N/A

125

166

244

340

422

512

107145

215

300

380

422

185178

0

100

200

300

400

500

600

25 35 45 55 65 75

Arm

Mom

ent

Arm Lengths (ft)



Definitions:



N = number of blows it takes to drive a standard sampler (1.42” ID & 2” OD) with 140 pound hammer dropped from 30-inches


0’ to 2’ ……….. = 29º = 43 PSF N =0 C = 0 PSF

2’ to 16’……….. = 0º = 63. PSF N =15 C= 1900 PSF


average = (2/14) x 29º + (14-2)/14 x 0º = 4.14º

average = (2/14) 43 PSF + (14-2)/14 x 63 PSF = 60.14 PSF

N average = (2/14) x 0 BPF + (14-2)/14 x 15 BPF = 12.86 blows per foot



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