24-8319_-_Exhibit_M_-_City_Gate_Blvd_N_Intersection_-_Mast_Arm_Calcs_6-21-2024_S&S.pdf

Collier Blvd at City Gate Blvd N Mast Arms

CALCULATIONS

Prepared for:

Collier County, Florida

Prepared by:

Brett Rakita, P.E.

Jacobs Engineering Group

5811 Pelican Bay Blvd., Ste 305

Naples, FL 34108

RakitaB Text Box

THIS ITEM HAS BEEN DIGITALLY PRINTED

SIGNED AND SEALED BY:

ON THE DATE ADJACENT TO THE SEAL

COPIES OF THIS DOCUMENT ARE

NOT CONSIDERED SIGNED AND SEALED

AND THE SIGNATURE MUST BE VERIFIED

ON ANY ELECTRONIC COPIES.

RakitaB Stamp

1. Mast Arm Design

1.1 Design Narrative

Collier Blvd at City Gate N Mast Arms - Design Narrative

Collier County has requested that the intersection of Collier Blvd at City Gate Blvd N u�lize new signalization mast arms at each corner to facilitate a future construction of Noah's Way.

A geotecnhical investigation by Forge Engineering, Inc. was performed in 2007 is to be used for this analysis. Four (4) borings were taken at this interesction; one at each corner and are identified as MA-13, MA-14, MA-15, and MA-16. Due to the investigation not providing complete information from hand augering of the upper 5 feet and not providing any information at a limestone stratum, conservative values have been used in this analysis.

This analysis is utilizing FDOT's MastArm v2.0 signal support program. Due to the input for soil properties only requiring one input for soil density, friction angle, and blow counts, a weighted average was calculated over the full depth of the proposed drilled shafts.

The geoechnical investigation and correspodance on soil properties are provided in the Appendix of this calculation package.

Results:

Mast Arm 1 (SW Corner) - Standard Mast Arm A78/S/H - Pole P6/S - Drilled Shaft DS/14/5.0 Mast Arm 2 (NW Corner) - Standard Mast Arm A60/S - Pole P4/S - Drilled Shaft DS/14/5.0 Mast Arm 3 (NE Corner) - Standard Mast Arm A70/S/H - Pole P5/S - Drilled Shaft DS/16/5.0 Mast Arm 4 (SE Corner) - Standard Mast Arm A60/S - Pole P4/S - Drilled Shaft DS/14/5.0

1.2 Signalization Plan

STOP

.8

.4

8 8 3 3

47 7

3 5 7

700-5-22

SIGN DETAILS

630-2-12

N

10 40

Feet

140 LF

175 LF

SIGNAL HEAD DETAILS

2 EA

2'X8'

CB-MA-01

2 EA

2'X9'

CB-MA-02

700-5-22

6 8 1

M P

H

C I

T Y

G A

E

B L

V D

B

A

B

CA

BA

EXIST. R/W

CA

660-3-12 1 EA

660-3-12 1 EA

1 EA

CCTV CAMERA

682-1-133

660-2-106

(TYPICAL)

TYPE 'F', 6'X40'

LOOP ASSEMBLY

6 EA

DZ-2A DZ-2B

DZ-6B DZ-6A

6'X6'(TYPICAL)

DETECTION ZONE

DETECTOR

PRE-EMPTION

663-1-112 4 EA (TOTAL)

COLLIER BLVD & CITY GATE BLVD N

PUSH BUTTON

FOR

D

FOR

PUSH BUTTON

C

2 EA

12"X9"

R10-03L

2 EA

12"X9"

R10-03R

PED. SIGNAL

COUNT-DOWN

1-SECT., 1-WAY

4 AS

653-1-11

P4 P6

P6

P6

C

D

198' 166'

P4

P4

D

C

7 AS

Y GR

3-SECT., 1-WAY

650-1-14

3-SECT., 1-WAY

11 AS

R Y G

650-1-14

MICROWAVE DETECTOR (R2)

3 5 71

3-SECT., 1-WAY

4 AS

R

Y

G

650-1-14

MICROWAVE DETECTOR (R6)

E

630-2-11 150 LFCA

2 4

ONLY

F

F

1 EA

36"X24"

FTP-82-08

1 EA

36"X36" R03-01

(45 MPH)

COLLIER BLVD NB

(45 MPH)

COLLIER BLVD SB

PROP. R/W

PROP. R/W

CB

639-2-1

630-2-11 50 LF

50 LF

1-2" HDPE

2#6, 1#6 GND

700-3-201 700-3-201

FOC TO REMAIN

EXISTING 48 SM

SPECS 650-3.10.

ACCORDING TO FDOT STANDARDS

SIGNAL HEADS FOR FUTURE USE

CONCEAL ALL EB VEHICULAR

20 LF

C

O N

S

O

H E

R S

F U

T U

R

A H

S

W

Y

5' (TYP)

166' 198'

FOC TO REMAIN

EXISTING 48 SM

DETECTOR FOR LOOPS

LOOP

LOOPS

NO OF

DETS.

NEW

NO OF

NO.

CHANNEL

(SEC)

TIME

DELAY

L-1 1

L-4 1 2 5

L-5A 1

L-5B 1 2

L-7A 1

L-7B 1 2

COUNTY ENGINEER

FIELD ADJUSTING AS DIRECTED BY THE

DELAY TIME IS INITIAL AND MAY REQUIRE

MICROWAVE DETECTOR CHART

ID.

DETECTOR

ZONE

DETECTION

TYPE

& DET

ZONE SIZE

MOVEMENT

TO

CONNECTED

(SEC)

DELAY

R2 DZ-2A, DZ-2B

ADVANCE

6'X6' (PHASE 2)

SB THROUGH

R6 DZ-6A, DZ-6B

(PHASE 6)

NB THROUGH

POLE ID. 2

POLE ID. 3

STA. 1449+19.52, 93.73' LT

EXISTING FP&L SERVICE POLE

PURPOSES AND NOT TO BE INSTALLED AT THIS TIME.

* FUTURE SIGNAL HEAD SHOWN SOLELY FOR STRUCTURAL ANALYSIS

NOTE:

POLE ID. 4

¡ CONST. COLLIER BLVD

HEAD FOR FUTURE USE.

CONCEAL WB THROUGH SIGNAL

POLE ID. 1

LUMINAIRE SL-1

LUMINAIRE SL-2

LUMINAIRE SL-3

LUMINAIRE SL-4

HV SPARE, LV SPARE.

/CCTV, LIGHTING & ILLUMINATED SIGNS,

CB: 5 RUNS: VEH SIGNAL, VEH/PREEMPT DETECTOR

ILLUMINATED SIGNS, HV SPARE, LV SPARE.

VEH/PREEMPT DETECTOR, LOOPS, LIGHTING &

CA: 8 RUNS: VEH SIGNAL, PED SIGNAL, PED DETECTOR,

CONDUIT RUN LEGEND:

EXISTING LIGHT POLE TO REMAIN

L

L-1

R

C

L

L L

L L

L-5B

L-5A

P.E. LICENSE NUMBER 90828

TEL. (407) 903-5295

MD IMRAN SHAH, PE

JACOBS ENGINEERING GROUP INC.

200 S. ORANGE AVENUE, SUITE. 900

ORLANDO, FLORIDA 32801

T

F

F I

C I

C O

E E

T

E C

T R

O N

G I

T A

L

G N

A L

U

D

L E

G

A

COLLIER BOULEVARD (C.R. 951)

5/28/2024 2:48:01 PM c:\pw_workdir\den003\kwadwo.amankwahnkyi@jacobs.com\d1625959\PLANSG01.dgn

ROAD NO. COUNTY

BY DESCRIPTIONDATE BY DESCRIPTIONDATE

REVISIONS

COUNTY PROJECT NO.

TRANSPORTATION MANAGEMENT SERVICES DEPARTMENT

TRANSPORTATION ENGINEERING DIVISION

NO.

SHEET

68056 COLLIER

CR 951

AMANKWK

SIGNALIZATION PLAN (1)

T-5

P.E. LICENSE NUMBER 90828

TEL. (407) 903-5295

MD IMRAN SHAH, PE

JACOBS ENGINEERING GROUP INC.

200 S. ORANGE AVENUE, SUITE. 900

ORLANDO, FLORIDA 32801

T

F I

C I

C O

E E

T

E C

T R

O N

G I

T A

L

G N

A L

D

L E

G

A

COLLIER BOULEVARD (C.R. 951)

5/28/2024 2:48:34 PM c:\pw_workdir\den003\kwadwo.amankwahnkyi@jacobs.com\d1625959\MSSGSG01.DGN

ROAD NO. COUNTY

BY DESCRIPTIONDATE BY DESCRIPTIONDATE

REVISIONS

COUNTY PROJECT NO.

TRANSPORTATION MANAGEMENT SERVICES DEPARTMENT

TRANSPORTATION ENGINEERING DIVISION

NO.

SHEET

68056 COLLIER

CR 951

AMANKWK

SIGN ASIGN BSIGN CSIGN D

12345 W1

A

H1

B

H2

W2

C

H3

W3

D

H4

W4

TOTAL ARM LENGTH

(ARM M.H.)

HEIGHT

MOUNTING

ARM

C L E

A R

A N

C E

L

W

P

IN

M

IN

IM

U M

.5

TOP OF POLE FOUNDATION ELEVATION

CROWN ELEVATIONCROWN ELEVATION

R Y GR Y GR Y GR Y GR Y G V

¡ POLE

MAST ARM TABULATION

¡ LUMINAIRE ARM

POLE

LUMINAIRE ORIENTATION

T-11

¡ FIRST MAST ARM

ANALYSIS AND NOT TO BE INSTALLED AT THIS TIME.

1. ** ESTIMATED VALUE FOR FUTURE SIGNAL HEAD SHOWN SOLELY FOR STRUCTURAL

NOTE:

FOR EACH MAST ARM) (SEE TABLE)

L4 = LATERAL DISTANCE FROM THE POLE TO THE CCTV (VARIES

DETECTOR (VARIES FOR EACH MAST ARM) (SEE TABLE)

L3 = LATERAL DISTANCE FROM THE POLE TO THE PREEMPTION

DETECTOR (VARIES FOR EACH MAST ARM) (SEE TABLE)

L1, L2 = LATERAL DISTANCE FROM THE POLE TO THE VEHICLE

PA = POLE ATTACHED (VERTICAL HEAD)

* DENOTES NUMBER OF SECTIONS IN SIGNAL HEAD ASSEMBLY

SIGNAL DATA SIGN & DEVICE DATA

NO.

ID

NO.

SHT

BY STA.

LOCATION

ELEVATION

FOUND

TOP OF

NO.

M

AR

WY

RD

ELEV.

CROWN

Y/N

NAIRE

LUMI-

Y/N

COMP.

TERM.

V/H

SIGNAL

Y/N

PLATES

BACK

Y/N

SIGNAL

PED.

DISTANCE FROM POLE (FT)

LENGTH

ARM

TOTAL

M.H.

ARM

90/270

DUAL ARMS

BETWEEN

ANGLE DISTANCE FROM POLE / HEIGHT AND WIDTH OF SIGN (FT)

COLOR

PAINT

1 * 2 * 3 * 4 * 5 * 6 * 7 * A H1 W1 B H2 W2 C H3 W3 L1 L2 L3 L4

1 T-5, 6 1448+83.61, 84.38' LT 14.82 1 16.45 Y Y V/H Y N 13.8 3 26.8 3 38.2 3 49.7 3 64.5 3 75.0 3 PA 3 78 21.0 6.0 2 9 18.5 3 3 32.5 44 57.2 ENG IVY

2 T-5, 6 1450+25.40, 88.58' LT 15.25 1 16.50 Y Y V/H Y N 19.4 3 31.4. 3 43.4 3 56.2 3 PA 3 60 21.0 11.5 2 8 49.8 ENG IVY

3 T-5, 6 1450+40.95, 58.17' RT 14.98 1 16.18 Y Y V/H Y N 19.7 3 32.7 3 44.6 3 55.85 3 66.7 3 PA 3 70 21.0 11.5 2 9 62 3 2 38.6 50.2 ENG IVY

4 T-5, 6 1449+00.56, 72.30' RT 14.75 1 16.61 Y Y V/H Y N 17.2 3 22.2 3 33.2 3 44.2 3 55.2 3 PA 3 60 21.0 9.5 2 8 38.7 ENG IVY

(MOUNTING HEIGHT, ANGLES ETC.)

SEE T-13 FOR LUMINARE DETAILS

LUMINAIRE

1.3 Determine Average Soil Properties

STRATUM DRY SOIL UNIT SUBMERGED SOIL ANGLE OF INTERNAL

NUMBER WEIGHT, (PCF) UNIT WEIGHT, (PCF) FRICTION (DEGREES)

1 117 55 34

2 112 50 32

3 125 63 35

120 57 34 4

5 NOT APPLICABLE

6 120 34

7 127 :: I 38

8 NOT APPLICABLE

Mast Arm 1

MA-14

From To Stratum Unit Wt Avg wt phi Avg phi N Avg N

0 1 2 50 50.000 32 32.000 8 8.000

1 2 2 50 50.000 32 32.000 8 8.000

2 3 1 55 51.667 34 32.667 8 8.000

3 4 1 55 52.500 34 33.000 8 8.000

4 5 5 82.6 58.520 38 34.000 50 16.400

5 6 5 82.6 62.533 38 34.667 50 22.000

6 7 5 82.6 65.400 38 35.143 50 26.000

7 8 5 82.6 67.550 38 35.500 50 29.000

8 9 5 82.6 69.222 38 35.778 50 31.333

9 10 5 82.6 70.560 38 36.000 50 33.200

10 11 5 82.6 71.655 38 36.182 50 34.727

11 12 5 82.6 72.567 38 36.333 50 36.000

12 13 3 63 71.831 35 36.231 5 33.615

13 14 3 63 71.200 35 36.143 5 31.571

14 15 3 63 70.653 35 36.067 5 29.800

15 16 3 63 70.175 35 36.000 5 28.250

16 17 3 63 69.753 35 35.941 3 26.765

17 18 3 63 69.378 35 35.889 3 25.444

18 19 3 63 69.042 35 35.842 3 24.263

19 20 3 63 68.740 35 35.800 3 23.200

20 21 3 63 68.467 35 35.762 3 22.238

21 22 3 63 68.218 35 35.727 3 21.364

22 23 3 63 67.991 35 35.696 3 20.565

23 24 3 63 67.783 35 35.667 3 19.833

24 25 3 63 67.592 35 35.640 3 19.160

Mast Arm 2

MA-16

From To Stratum Unit Wt Avg wt phi Avg phi N Avg N

0 1 2 50 50.000 32 32.000 8 8.000

1 2 2 50 50.000 32 32.000 8 8.000

2 3 1 50 50.000 34 32.667 8 8.000

3 4 1 57 51.750 34 33.000 17 10.250

4 5 5 82.6 57.920 38 34.000 50 18.200

5 6 5 82.6 62.033 38 34.667 50 23.500

6 7 5 82.6 64.971 38 35.143 50 27.286

7 8 5 82.6 67.175 38 35.500 50 30.125

8 9 5 82.6 68.889 38 35.778 50 32.333

9 10 5 82.6 70.260 38 36.000 50 34.100

10 11 5 82.6 71.382 38 36.182 50 35.545

11 12 5 63 70.683 35 36.083 7 33.167

12 13 3 63 70.092 35 36.000 7 31.154

13 14 3 63 69.586 35 35.929 7 29.429

14 15 3 63 69.147 35 35.867 7 27.933

15 16 3 63 68.763 35 35.813 7 26.625

16 17 3 63 68.424 35 35.765 3 25.235

17 18 3 63 68.122 35 35.722 3 24.000

18 19 3 63 67.853 35 35.684 3 22.895

19 20 3 63 67.610 35 35.650 3 21.900

20 21 3 63 67.390 35 35.619 3 21.000

21 22 3 63 67.191 35 35.591 2 20.136

22 23 3 63 67.009 35 35.565 2 19.348

23 24 3 63 66.842 35 35.542 2 18.625

24 25 3 63 66.688 35 35.520 2 17.960

Mast Arm 3

MA-15

From To Stratum Unit Wt Avg wt phi Avg phi N Avg N

0 1 2 55 55.000 34 34.000 8 8.000

1 2 2 55 55.000 34 34.000 8 8.000

2 3 1 55 55.000 34 34.000 8 8.000

3 4 1 55 55.000 34 34.000 8 8.000

4 5 5 50 54.000 32 33.600 14 9.200

5 6 5 50 53.333 32 33.333 14 10.000

6 7 5 50 52.857 32 33.143 16 10.857

7 8 5 82.6 56.575 38 33.750 50 15.750

8 9 5 82.6 59.467 38 34.222 50 19.556

9 10 5 82.6 61.780 38 34.600 50 22.600

10 11 5 82.6 63.673 38 34.909 50 25.091

11 12 5 82.6 65.250 38 35.167 50 27.167

12 13 3 63 65.077 35 35.154 3 25.308

13 14 3 63 64.929 35 35.143 3 23.714

14 15 3 63 64.800 35 35.133 3 22.333

15 16 3 63 64.688 35 35.125 3 21.125

16 17 3 63 64.588 35 35.118 3 20.059

17 18 3 63 64.500 35 35.111 3 19.111

18 19 3 63 64.421 35 35.105 3 18.263

19 20 3 63 64.350 35 35.100 3 17.500

20 21 3 63 64.286 35 35.095 3 16.810

21 22 3 63 64.227 35 35.091 3 16.182

22 23 3 63 64.174 35 35.087 2 15.565

23 24 3 63 64.125 35 35.083 2 15.000

24 25 3 63 64.080 35 35.080 2 14.480

Mast Arm 4

MA-15

From To Stratum Unit Wt Avg wt phi Avg phi N Avg N

0 1 2 55 55.000 34 34.000 8 8.000

1 2 2 55 55.000 34 34.000 8 8.000

2 3 1 55 55.000 34 34.000 8 8.000

3 4 1 55 55.000 34 34.000 8 8.000

4 5 5 57 55.400 34 34.000 14 9.200

5 6 5 57 55.667 38 34.667 14 10.000

6 7 5 57 55.857 38 35.143 16 10.857

7 8 5 82.6 59.200 38 35.500 50 15.750

8 9 5 82.6 61.800 38 35.778 50 19.556

9 10 5 82.6 63.880 38 36.000 50 22.600

10 11 5 82.6 65.582 38 36.182 50 25.091

11 12 5 82.6 67.000 38 36.333 50 27.167

12 13 3 63 66.692 35 36.231 3 25.308

13 14 3 63 66.429 35 36.143 3 23.714

14 15 3 63 66.200 35 36.067 3 22.333

15 16 3 63 66.000 35 36.000 3 21.125

16 17 3 63 65.824 35 35.941 3 20.059

17 18 3 63 65.667 35 35.889 3 19.111

18 19 3 63 65.526 35 35.842 3 18.263

19 20 3 63 65.400 35 35.800 3 17.500

20 21 3 63 65.286 35 35.762 3 16.810

21 22 3 63 65.182 35 35.727 3 16.182

22 23 3 63 65.087 35 35.696 2 15.565

23 24 3 63 65.000 35 35.667 2 15.000

24 25 3 63 64.920 35 35.640 2 14.480

1.4 Mast Arm Calculations

FDOT Mast Arm Traffic Signal Support Analysis Program V2.0

This program works in conjunction with FDOT Mast Arm Standard Plans 649-030 & 649-031.

References:

AASHTO LRFD Specifications for Structural Supports for Highway Signs, Luminaires and Traffic Signals (LRFDLTS).

FDOT Structures Manual Volume 3 (SM V3).

AISC Steel Construction Manual

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

© 2023 Florida Department of Transportation

FDOT

Data Folder and Files

Change Folder Data Files Folder

C:\Users\RAKITAB\OneDrive - Jacobs\Documents\My Projects\Collier County\Collier III\Mast Arm\MastArmV2.0\Data\

Required - Open Existing Data File. To save New Data Files, enter data variables at the end of Section IX.

Refresh ListA78DH-A40DH-P6DL.dat A78DH-A60DH-P6DL.dat A78DH-A78DH-P7DL.dat A78SH-P6SL.dat CityGate-Arm1 (A78SH-P6SL).dat CityGate-Arm2 (A60S-P4SL).dat CityGate-Arm3 (A70SH-P5SL).dat CityGate-Arm4 (A60S-P4SL).dat

Open File

5/30/2024 MastArmV2.0.xmcd 1

I. General Information and Sign & Signal Data

Enter Project Information

Collier Blvd at CIty Gate BlvdProject Name

68056Project No.

BKR 5 / 2024Designed by Date

RA 5 / 2024Checked by Date

1Signal Name

1448+83.61 / 84.38' LT

Station/Offset

Enter Wind Speed

170Design Wind Speed mph SDG Wind Speeds by County

Extreme Event Wind Speed

Enter Arm Lengths, Signal and Sign Data

Arm 1 Arm 2 Set Arm 2 Length = 0 for single arm Mast Arms

Reset Arm 1 Data

Reset Arm 2 DataArm 1 Length Arm 2 Length

Arm1 Signal Number

Distance to Signal

(ft)

Number of

Heads

Arm2

1 13.8 3 1

2 26.8 3 2

3 38.2 3 3

4 49.7 3 4

5 64.5 3 5

6 75.0 3 6

7 7

8 8

9 9

10 10

Arm 1 Sign Panels Arm 2 Sign Panels

Arm1 Sign Panel

Panel

Area (sf)

1 6.5 18 1

2 17 9 2

3 32.5 1 3

4 44 1 4

5 57.2 1 5

5/30/2024 MastArmV2.0.xmcd 2

Save Data for Signs and Signals

II. Arm 1 Analysis InputDataFile "CityGate-Arm1 (A78SH-P6SL).dat"= Vextreme 170 mph=

Reference:C:\Users\RAKITAB\OneDrive - Jacobs\Documents\My Projects\Collier County\Collier III\Mast Arm\MastArmV2.0\LRFD Equation Module.xmcd(R)

Arm Extension (for 2 piece arms only)

Enter Arm 1 Data

Arm Length

Base Diameter 1 (in)

Wall Thickness 1

Base Diameter 2

Wall Thickness 2

15 0.25 20 0.375Iterate on Base Diameters and Wall Thicknesses

Ltotal.arm1 78 ft= feet, 40 ft. max.

for 1 piece arms

Measured flat to flat 'FC'

'FD' Measured flat to flat 'FG'

'FH'

Arm 1 Analysis including Existing Mast Arm Analysis (Additional Variables Required)

'FD'=

'FH'=

'FC'=

'FG'=Ltotal.arm1 78 ft= twall.arm1

0.250

0.375 in= Diameterbase.arm1

15.00

20.00 in= BackPlate "Rigid, 6 inches wide"=

'FB'=

'FF'=

'FA'=

'FE'=Diametertip.arm1

9.54

14.12 in= CheckTipDiaarm1 "OK"= Larm1

39.0

42.0 ft= CheckSectionLengtharm1 "OK"=

Lsplice.provided.arm1 2.6 ft= Classificationarm1

"Compact"

Arm 1 Combined Force Interaction Ratio and Deflection max CFIarm1( ) 0.90= CheckMaxCFIarm1 "OK"= max Δarm1( ) 17.3 in= 2 deg Ltotal.arm1 32.7 in=

80- 70- 60- 50- 40- 30- 20- 10- 0

10-

Arm 1: Sign and Signal Locations

Ht3Head

#Signalsarm1 6= Signals1 "Dist(ft)"

"# Heads)"

13.8

26.8

38.2

49.7

64.5

#Panelsarm1 5= Signs1 "Dist(ft)"

"Area (sf)"

6.5

32.5

57.2

III. Arm 2 Analysis InputDataFile "CityGate-Arm1 (A78SH-P6SL).dat"= Vextreme 170 mph=

Arm Extension (for 2 piece arms only)

Enter Arm 2 Data

Ltotal.arm2 0 ft=Iterate on Base

Thicknesses feet, 40 ft. max.

for 1 piece arms

Measured flat to flat 'SC' for 1 & 2 piece arms 'SD'

Measured flat to flat 'SG' for 2 piece arms only 'SH'

5/30/2024 MastArmV2.0.xmcd 3

Arm 2 Analysis

'SD'=

'SH'=

'SC'=

'SG'=Ltotal.arm2 0 ft= twall.arm2

0.000 in= Diameterbase.arm2

0.00

'SB'=

'SF'=

'SA'=

'SE'=Diametertip.arm2 in= CheckTipDiaarm2 "N/A"= Larm2

0.0 ft= CheckSectionLengtharm2 "N/A"=

Lsplice.provided.arm2 0.0 ft= Classificationarm2

"N/A"

Arm 2 Combined Force Interaction Ratio and Deflection max CFIarm2( ) 0.00= CheckMaxCFIarm2 "OK"= max Δarm2( ) 0.0 in= 2 deg Ltotal.arm2 0 in=

80- 70- 60- 50- 40- 30- 20- 10- 0

10-

Arm 2: Sign and Signal Locations

Ht3Head

#Signalsarm2 0= Signals2 "Dist(ft)"

"# Heads)"

#Panelsarm2 0= Signs2 "Dist(ft)"

"Area (sf)"

IV. Luminaire Arm Analysis InputDataFile "CityGate-Arm1 (A78SH-P6SL).dat"= Vextreme 170 mph=

Enter Luminaire Data

Set Lum. Ht. = 0 for no Luminaire

See Design Standards 649-030 and 649-031 for input values.

Luminaire Height (ft)

Lum Horiz Length (ft)

Lum Arm Base Dia (in)

Lum Wall Thickness (in)

Slope

Lum Arm Radius (ft)

Lum Bolt Dia

Lum Base Plate

38.75 15 3 0.125 0.5 8 0.5 0.75

Std = 40 feet 10 feet 3 inches 0.125 inches 0.5 8 feet 0.5 inches 0.75 inches

Analyze Luminaire

Summary - Luminaire Arm Geometry

'LA'= Yluminaire 38.75 ft= 'LE'= Slopelumarm 0.5= 'LJ'= wbase.lum in=

'LB'= Xluminaire 15 ft= 'LF'= rlumarm 8 ft= 'LK'= wchannel.lum in=

CFIbase.lumarm

CSRbolt.lum

D/Cbaseplate.lum

D/Cconn.plate.lum

1.29

0.09

0.80

0.72

'LC'= Diameterbase.lumarm 3 in= 'LG'= dbolt.lum 0.5 in=

'LD'= twall.lumarm 0.125 in= 'LH'= tbaseplate.lum 0.75 in=

5/30/2024 MastArmV2.0.xmcd 4

V. Upright Analysis InputDataFile "CityGate-Arm1 (A78SH-P6SL).dat"= Vextreme 170 mph=

Total Height

Height to Arm Connection (ft)

Base Diameter

Wall Thickness

Gap

Enter Upright Data

23 20 24 0.5 7.34 arm 1 gap arm 2 gap

'UA' 'UB' 'UD' measured flat to flat

'UE'

Analyze Upright

Upright Combined Force Interaction Ratio and Deflections Classificationpole "Compact"= max CFIpole( ) 0.58= max Δx.dl( ) 0.87 in= Diameterconn.pole 21.2 in=

Checkslope "OK"= max Δz.dl( ) 0 in= max Diameterbase.arm1( ) 20 in= max Diameterbase.arm2( ) 0 in= Checkdeflection "OK"= Slopez 0 deg=

Slopex 0.44 deg=

'UA'= Ypole 23 ft= 'UD'= Diameterbase.pole 24 in= 'UF'= α 0 deg=

'UB'= Yarm.conn 20 ft= 'UE'= twall.pole 0.5 in= 'UG'= Ylum.conn 35 ft=

'UC'= Diametertip.pole 20.8 in=

VI. Arm to Upright Connection Analysis InputDataFile "CityGate-Arm1 (A78SH-P6SL).dat"= for double arms, both connection plate heights must be equal

Connection Plate Height(in)

Width (in)

Vertical Plate

Bolt Diameter

Arm Base Plate

Enter Connection Data 36 0.75 1.5 3

'HT'

'FJ', 'SJ' 'FL', 'SL' 'FP', 'SP' 'FK', 'SK'

Analyze Connection

5/30/2024 MastArmV2.0.xmcd 5

Connection Summary

'HT'= hconn.plate 30 in= D/Cht.conn.plate 0.77= CheckHtconn.plate "OK"=

D/Cwidth.conn.plate

0.97=

CheckWidthconn.plate

"OK"= #Boltsconn

6= 'FO'= Offsetconn

18.0 in=

'FJ'= bconn.plate

36 in= 'FP'= dbolt.conn

1.5 in=

'FK'= tbaseplate.arm

3.00 in= 'FR'= tconn.plate

2.00 in=

D/Ct.baseplate.arm

CFIt.vert.plate

CSRbolt.conn

0.83

0.70

0.69

'FL'= tvertical.plate

0.75 in= 'FS'= Spacingbolts.conn

12 in=

'FN'= wvertical.plate in= 'FT'= wconn.plate in=

D/Cwidth.conn.plate

0.00=

CheckWidthconn.plate

"OK"= #Boltsconn

0= 'SO'= Offsetconn

0.0 in=

'SJ'= bconn.plate

0 in= 'SP'= dbolt.conn

0 in=

'SK'= tbaseplate.arm

0.00 in= 'SR'= tconn.plate

0.00 in=

D/Ct.baseplate.arm

CFIt.vert.plate

'SL'= tvertical.plate

0 in= 'SS'= Spacingbolts.conn

0.00 in=

'SN'= wvertical.plate

0 in= 'ST'= wconn.plate

0 in=

VII. Upright Base Plate & Anchor Bolt Analysis InputDataFile "CityGate-Arm1 (A78SH-P6SL).dat"=

Anchor Bolt Diameter (in)

Number of Anchor Bolts

Enter Anchorage Data

2 8 Diameterbase.pole 24 in=

'BC' '#Bolts'

Analyze Base Plate & Anchors

Base Plate and Anchor Summary '#Bolts'= #AnchorBolts 8= 'BB'= tbaseplate.pole 2.50 in=

CSRanchor 0.53= Diameterboltcircle.pole 32 in= 'BC'= danchorbolt 2.00 in=

CheckCSRanchorbolt "OK"= 'BA'= Diameterbaseplate.pole 40 in=

5/30/2024 MastArmV2.0.xmcd 6

VIII. Foundation Analysis & Anchor Bolt Lengths InputDataFile "CityGate-Arm1 (A78SH-P6SL).dat"=

Enter Drilled Shaft Data

Soil Type

70.1Soil Density, gsoil (45-50 pcf typ.) pcf

36Friction Angle, f (Sands) deg

28.2SPT Number (Nblows 5 min., ) (Sands)

Shear Strength, c (Clays) ksf

0.5Ground to Top of Shaft Offset ft

First Set of User Defined Stirrups:

10Number of Stirrup Spaces 'RC'

8Stirrup Spacing 'RD' in

Second Set of User Defined Stirrups:

0Number of Stirrup Spaces enter zero for 12 inch spacing

'RE'

0Stirrup Spacing enter zero for 12 inch spacing

'RF' in

Stirrup Bar Size, use #5 for all Standard Shafts

Analyze Foundation

Shaft Length Stirrup spacing Number of stirrup spaces

Lshaft 15.5 ft= sv in= #Spacesvbar

Foundation Summary

CheckReinfClearSpacing "OK"= Stirrups sv

4 in= @ #Spacesvbar

6= : D/Ctorsion

0.4=

CheckLongReinfshr.tor "OK"= Stirrups 'RC' ( sv

8 in= ) @ 'RD' ( #Spacesvbar

10= ) : D/Ctorsion

0.8=

CheckMaxSpacingTransvReinf "OK"=

OverlapDesign "Based on Overlap of Failure Cones"= Stirrups 'RE' ( sv

0 in= ) @ 'RF' ( #Spacesvbar

0= ) : D/Ctorsion

0.5=

OverlapTest "Overlap of Failure Cones"=

Stirrups sv

12 in= @ #Spacesvbar

6= BreakoutTest "OK"=

5/30/2024 MastArmV2.0.xmcd 7

0 2 4 6

15-

10-

5-

ELEVATION: Drilled Shaft with Reinforcement

Offset 0.5 ft= dlong.bar 1.41 in=

Diabar.circle 45.3 in=

'DA'= Lshaft 15.5 ft=

'DB'= Diametershaft 5 ft=

'BF'= Lembedment.anchor 40 in=

Lanchor.bolt 58 in=

'RA'= round dlong.bar

0.125in

11=

'RB'= #LongBarsprov 19=

#Spacesvbar

6= sv

4 in=

'RC'= #Spacesvbar

10=

'RD'= sv

8 in=

'RE'= #Spacesvbar

0=

'RF'= sv

0 in=

#Spacesvbar

6=

Shaft Stirrups A Stirrups B Stirrups C Stirrups D Main Reinf sv

12 in=

5/30/2024 MastArmV2.0.xmcd 8

RakitaB Image

RakitaB Arrow

RakitaB Text Box

18 OK

IX. Fatigue Analysis InputDataFile "CityGate-Arm1 (A78SH-P6SL).dat"=

FatigueCategorygalloping 2:= FatigueCategorynatural.wind 2:= SM V3 11.6

Analyze Structure for Fatigue

Fatigue Summary K1 values within 2% of LTS thresholds of 3.0 and 4.0 may use next higher CAFT values

Arm and Pole Welds

Checkgalloping.arm1 "OK"= fgalloping.arm1 4.3 ksi= CAFTfullpengroove.weld.arm1 4.5 ksi=

Checkgalloping.arm2 "NA"= fgalloping.arm2 0.0 ksi= CAFTfullpengroove.weld.arm2 "NA" ksi=

Checkgalloping.pole "OK"= fgalloping.pole 2.2 ksi= CAFTfullpengroove.weld.pole 4.5 ksi=

Checknwg.arm1 "OK"= fnwg.arm1 3.3 ksi= CAFTfullpengroove.weld.arm1 4.5 ksi=

Checknwg.arm2 "NA"= fnwg.arm2 0.0 ksi= CAFTfullpengroove.weld.arm2 "NA" ksi=

Checknwg.pole "OK"= fnwg.pole 1.4 ksi= CAFTfullpengroove.weld.pole 4.5 ksi=

CheckK1Values

"K1 is w/i 2% of 4.0 K1 threshold (CAFT = 7.0 ksi)"

"K1 is outside of 2% of K1 thresholds"

KI.arm1

KI.arm2

KI.pole

4.03

100.00

8.77

"Arm 1 Base Weld"

"Arm 2 Base Weld"

"Upright Base Weld"

A325 Connection Bolts

Checkg.conn.bolt

"OK"

= ft.g.bolt

5.1 ksi= CAFTconn.bolt 16 ksi=

Checknwg.conn.bolt

= ft.nwg.bolt

3.9 ksi=

Anchor Bolts

Checkg.anchor "OK"= ft.g.anchor 2.5 ksi= CAFTanchor.bolts 7 ksi=

Checknwg.anchor "OK"= ft.nwg.anchor 1.6 ksi=

FDOT

Save Data File (optional)

CityGate-Arm1 (A78SH-P6SL).datFile Name

Note: Select an output folder by using the "Change Folder" option above.

Arm Designation Example

A70/D-A30/D/H-P5/D/L-DS/16/5

A70/D - Arm 70 feet long, Double Arm A30/D/H - Arm 30 feet long, Double Arm, Heavy Duty P5/D/L - Pole 5 , Double Arm, with Luminaire DS/16/5 - Drilled Shaft 16 ft deep, 5 foot diameter

5/30/2024 MastArmV2.0.xmcd 9

FDOT

X. Mast Arm Design and Analysis Summary InputDataFile "CityGate-Arm1 (A78SH-P6SL).dat"= If comparing results to Standard Index 649-030, some values in the index have been increased to reduce the number of variations.

Subject "Collier Blvd at CIty Gate Blvd"= DesignedBy "BKR"= PoleLocation "1448+83.61 / 84.38' LT"=

ProjectNo "68056"= CheckedBy "RA"= Date "5 / 2024"= ExistingMastArm "No"=

For FDOT Mast Arm Support Structures, max CFI( ) 0.95 (See Structures Manual Volume3)

1st Mast Arm Vextreme 170 mph= ExistingMastArm "No"= BackPlate "Rigid, 6 inches wide"=

80- 70- 60- 50- 40- 30- 20- 10- 0

10-

Arm 1: Sign and Signal Locations

Ht3Head

#Signalsarm1 6= Signals1 "Dist(ft)"

"# Heads)"

13.8

26.8

38.2

49.7

64.5

"Dist(ft)"

"Area (sf)"

6.5

32.5

57.2 max CFIarm1( ) 0.90= CheckMaxCFIarm1 "OK"= Ltotal.arm1 78 ft= Lsplice.provided.arm1 2.6 ft= max Δarm1( ) 17.3 in=

'FA'=

'FE'=

'FC'=

'FG'=Larm1 ft= CheckSectionLengtharm1 "OK"= Diameterbase.arm1

20.00 in=

'FF'=

'FD'=

'FH'=Diametertip.arm1

9.54

14.12 in= CheckTipDiaarm1 "OK"= twall.arm1

2nd Mast Arm

80- 70- 60- 50- 40- 30- 20- 10- 0

10-

Arm 2: Sign and Signal Locations

Ht3Head

#Signalsarm2 0= Signals2 "Dist(ft)"

"# Heads)"

"Dist(ft)"

"Area (sf)" max CFIarm2( ) 0.00= CheckMaxCFIarm2 "OK"= Ltotal.arm2 0 ft= Lsplice.provided.arm2 0 ft= max Δarm2( ) 0 in=

'SA'=

'SE'=

'SC'=

'SG'=

'UF'= α 0 deg= (Angle Between Arms)Larm2 ft= CheckSectionLengtharm2 "N/A"= Diameterbase.arm2

'SF'=

'SD'=

'SH'=Diametertip.arm2 in= CheckTipDiaarm2 "N/A"= twall.arm2

5/30/2024 MastArmV2.0.xmcd 10

Luminaire Arm and Connection (use MC10x33.6 channel for connection)

'LA'= Yluminaire 38.75 ft= 'LF'= rlumarm 8 ft=CFIbase.lumarm

CSRbolt.lum

= 'LB'= Xluminaire 15 ft= 'LG'= dbolt.lum 0.5 in=

'LC'= Diameterbase.lumarm 3 in= 'LH'= tbaseplate.lum 0.75 in=

'LD'= twall.lumarm 0.125 in= 'LJ'= wbase.lum in=

'LE'= Slopelumarm 0.5= 'LK'= wchannel.lum in=

Upright max CFIpole( ) 0.58= Checkdeflection "OK"= Checkslope "OK"=

'UA'= Ypole 23 ft= 'UC'= Diametertip.pole 20.8 in= 'UE'= twall.pole 0.5 in=

'UB'= Yarm.conn 20 ft= 'UD'= Diameterbase.pole 24 in= 'UF'= α 0 deg=

'UG'= Ylum.conn 35 ft=

1st Arm to Upright Connection

D/Cht.conn.plate 0.77= 'HT'= hconn.plate 30 in=

CheckHtconn.plate "OK"= #Boltsconn

6= 'FO'= Offsetconn

18.0 in=

D/Cwidth.conn.plate

0.97= 'FJ'= bconn.plate

36 in= 'FP'= dbolt.conn

1.5 in=

CheckWidthconn.plate

"OK"= 'FK'= tbaseplate.arm

3 in= 'FR'= tconn.plate

2 in=

'FL'= tvertical.plate

0.75 in= 'FS'= Spacingbolts.conn

12 in=D/Ct.baseplate.arm

CFIt.vert.plate

0.70

0.69

'FN'= wvertical.plate in= 'FT'= wconn.plate in=

2nd Arm to Upright Connection

D/Cwidth.conn.plate

0.00= 'HT'= hconn.plate 30 in=

#Boltsconn

0= 'SO'= Offsetconn

0.0 in= CheckWidthconn.plate

"OK"=

'SJ'= bconn.plate

0 in= 'SP'= dbolt.conn

0 in=

'SK'= tbaseplate.arm

0 in= 'SR'= tconn.plate

0 in= D/Ct.baseplate.arm

CFIt.vert.plate

0 in= 'SS'= Spacingbolts.conn

0 in=

'SN'= wvertical.plate

0 in= 'ST'= wconn.plate

0 in=

5/30/2024 MastArmV2.0.xmcd 11

Pole Base Plate

CSRanchor 0.53= '#Bolts'= #AnchorBolts 8= 'BA'= Diameterbaseplate.pole 40 in=

CheckCSRanchorbolt "OK"= Diameterboltcircle.pole 32 in= 'BB'= tbaseplate.pole 2.5 in=

'BC'= danchorbolt 2.00 in=

'BF'= Lembedment.anchor 40 in=

Lanchor.bolt 58 in=

Foundation

D/Ctorsion.max 0.77= Offset 0.5 ft= 'DA'= Lshaft 15.5 ft=

CheckD/Cshear.and.torsion "OK"= dlong.bar 1.41 in= 'DB'= Diametershaft 5 ft=

CheckReinfClearSpacing "OK"= Diabar.circle 45.3 in= 'RA'= round

CheckLongReinfshr.tor "OK"= 'RB'= #LongBarsprov 19=

CheckMaxSpacingTransvReinf "OK"= 'RC'= #Spacesvbar

10=

OverlapDesign "Based on Overlap of Failure Cones"= 'RD'= sv

8 in=

OverlapTest "Overlap of Failure Cones"= 'RE'= #Spacesvbar

0=

BreakoutTest "OK"= 'RF'= sv

0 in=

Clearancecsl.to.nut 3.5 in=

Fatigue

Checkgalloping.arm1 "OK"= Checkgalloping.arm2 "NA"= Checkgalloping.pole "OK"=

Checknwg.arm1 "OK"= Checknwg.arm2 "NA"= Checknwg.pole "OK"=

Checkg.anchor "OK"= Checkg.conn.bolt

= Checknwg.conn.bolt

Checknwg.anchor "OK"=

K1 values within 2% of LTS thresholds may use next higher CAFT values

CheckK1Values

"K1 is w/i 2% of 4.0 K1 threshold (CAFT = 7.0 ksi)"

4.035

100.000

8.768

WRITE to Special Mast Arm Assembly Data Tables

5/30/2024 MastArmV2.0.xmcd 12

Mast Arm Tip Deflection

Compare Mast Arm deflection of each arm to a proposed camber

Camberarm1 2 deg:= Camberarm2 2 deg:=

Deflectionarm1 Slopex Ltotal.arm1 max Δarm1( )+ 24.5 in=:=

CamberArm1upward sin Camberarm1( ) Ltotal.arm1 32.7 in=:=

Deflectionarm2 Slopez Ltotal.arm2 sin α( )( ) Slopex Ltotal.arm2 cos α( )+ max Δarm2( )+ 0 in=:=

CamberArm2upward sin Camberarm2( ) Ltotal.arm2 0 in=:=

Check Clearance Between Connection Plates (for Two Arm Structures only) α 0 deg= α if α 180 deg>( ) 360 deg α-( ), α, [ ]:=

Offsetconn

18 in= bconn.plate

36 in= hconn.plate 30 in= α 0 deg=

Offsetconn

0 in= bconn.plate

0 in= x1 Offsetconn tconn.plate

- hconn.plate sin Camberarm1( )

- 15.4 in=:= y1 bconn.plate

18 in=:= x2 Offsetconn tconn.plate

- hconn.plate sin Camberarm2( ) cos α( ) bconn.plate sin α( )+ 0.5- in=:= y2 Offsetconn tconn.plate

- hconn.plate sin Camberarm2( ) sin α( ) cos α( )- 0 in=:=

Clearanceplate.to.plate if x1 x2>( ) y2 y1>( ) x1 x2-( ) y1 y2-( )

+, 0 in, 0 in=:=

(if Clearance < 2 inches, a redesign is required.

Coordinates for Drawings

5/30/2024 MastArmV2.0.xmcd 13

Plan View - Connection Plate Clearance for Two Arm Connections

20- 15- 10- 5- 0 5 10 15 20 25

20-

15-

10-

5-

Connection Plate 1 Connection Plate 2 Upright Section

Section at Connection Showing Plate Clearance Clearanceplate.to.plate 0 in=

Diameterconn.pole 21.2 in=

'FR'= tconn.plate

2 in=

'FJ'= bconn.plate

36 in=

'FL'= tvertical.plate

0.75 in=

'FO'= Offsetconn

18.0 in=

Gap

7.34 in=

'SR'= tconn.plate

0 in=

'SJ'= bconn.plate

0 in=

'SL'= tvertical.plate

0 in=

'SO'= Offsetconn

0.0 in=

Gap

0 in=

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

20- 0 20

20-

Shaft Reinforcement Base Plate OD Upright OD Anchor Bolts

Section at Base - Shaft, Rebar, Base Plate, Upright & Bolts

Dimensions in Inches

D im en si on s in I nc he s

Clearancebar.to.nut 4.1 in=

'UD'= Diameterbase.pole 24 in=

'BA'= Diameterbaseplate.pole 40 in=

'DB'= Diametershaft 60 in=

Diameterboltcircle.pole 32 in=

Diabar.circle 45.3 in=

#AnchorBolts 8=

#LongBarsprov 19=

Note: The Plan and Elevation Views do not show the 4 or 5 1.9" O.D. Nondestructive Integrity Testing Access Tubes that are tied to the inside of the reinforcing cage (see FDOT Spec 455-16.4).

5/30/2024 MastArmV2.0.xmcd 14

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

36- 24- 12- 0 12 24 36 36-

24-

12-

Shaft Base Plate Reinf. Bar Anchor Bolt Pole

ELEVATION - Shaft, Rebar, Plate, & Bolts

Dimensions in Inches

D im en si on s in I nc he s Clearancebar.to.nut 4.1 in=

'UD'= Diameterbase.pole 24 in=

'BA'= Diameterbaseplate.pole 40 in=

'BB'= tbaseplate.pole 2.5 in=

'DB'= Diametershaft 60 in=

Diameterboltcircle.pole 32 in=

Diabar.circle 45.3 in=

Elevation View - Drilled Shaft with Main Reinforcement and Stirrups

0 2 4 6

15-

10-

5-

ELEVATION: Drilled Shaft with Reinforcement sv in= stirrup spacing

#Spacesvbar

= number of stirrup spaces

Shaft Stirrups A Stirrups B Stirrups C Stirrups D Main Reinf

5/30/2024 MastArmV2.0.xmcd 15

References:

AASHTO LRFD Specifications for Structural Supports for Highway Signs, Luminaires and Traffic Signals (LRFDLTS).

FDOT Structures Manual Volume 3 (SM V3).

AISC Steel Construction Manual

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

© 2023 Florida Department of Transportation

FDOT

Data Folder and Files

Change Folder Data Files Folder

C:\Users\RAKITAB\OneDrive - Jacobs\Documents\My Projects\Collier County\Collier III\Mast Arm\MastArmV2.0\Data\

Required - Open Existing Data File. To save New Data Files, enter data variables at the end of Section IX.

Refresh ListA78DH-A40DH-P6DL.dat A78DH-A60DH-P6DL.dat A78DH-A78DH-P7DL.dat A78SH-P6SL.dat CityGate-Arm1 (A78SH-P6SL).dat CityGate-Arm2 (A60S-P4SL).dat CityGate-Arm3 (A70SH-P5SL).dat CityGate-Arm4 (A60S-P4SL).dat

Collier Blvd at City Gate BlvdProject Name

68056Project No.

BKR 5 / 2024Designed by Date

RA 5 / 2024Checked by Date

2Signal Name

1450+29.39 / 88.45' LT

Station/Offset

Enter Wind Speed

170Design Wind Speed mph SDG Wind Speeds by County

Extreme Event Wind Speed

Enter Arm Lengths, Signal and Sign Data

Arm 1 Arm 2 Set Arm 2 Length = 0 for single arm Mast Arms

Reset Arm 1 Data

Reset Arm 2 DataArm 1 Length Arm 2 Length

1 19.4 3 1

2 31.4 3 2

3 43.4 3 3

4 56.2 3 4

5 5

6 6

7 7

8 8

9 9

10 10

Arm 1 Sign Panels Arm 2 Sign Panels

Arm1

1 11.5 18 1

2 49.8 1 2

3 3

4 4

5 5

II. Arm 1 Analysis InputDataFile "CityGate-Arm2 (A60S-P4SL).dat"= Vextreme 170 mph=

Reference:C:\Users\RAKITAB\OneDrive - Jacobs\Documents\My Projects\Collier County\Collier III\Mast Arm\MastArmV2.0\LRFD Equation Module.xmcd(R)

Arm Extension (for 2 piece arms only)

Enter Arm 1 Data

12 0.25 15 0.375Iterate on Base

Thicknesses

Ltotal.arm1 60 ft= feet, 40 ft. max.

for 1 piece arms

Measured flat to flat 'FC'

'FD' Measured flat to flat 'FG'

'FH'

Arm 1 Analysis including Existing Mast Arm Analysis (Additional Variables Required)

'FD'=

'FH'=

'FC'=

'FG'=Ltotal.arm1 60 ft= twall.arm1

12.00

'FF'=

'FA'=

'FE'=Diametertip.arm1

7.03

11.15

35.5

27.5

Lsplice.provided.arm1 2.4 ft= Classificationarm1 max CFIarm1( ) 0.78= CheckMaxCFIarm1 "OK"= max Δarm1( ) 11.2 in= 2 deg Ltotal.arm1 25.1 in=

80- 70- 60- 50- 40- 30- 20- 10- 0

10-

Arm 1: Sign and Signal Locations

Ht3Head

#Signalsarm1 4= Signals1 "Dist(ft)"

"# Heads)"

19.4

31.4

43.4

56.2

#Panelsarm1 2= Signs1 "Dist(ft)"

"Area (sf)"

11.5

49.8

III. Arm 2 Analysis InputDataFile "CityGate-Arm2 (A60S-P4SL).dat"= Vextreme 170 mph=

Arm Extension (for 2 piece arms only)

Enter Arm 2 Data

Thicknesses feet, 40 ft. max.

for 1 piece arms

Measured flat to flat 'SC' for 1 & 2 piece arms 'SD'

Measured flat to flat 'SG' for 2 piece

'SH'=

'SC'=

'SG'=Ltotal.arm2 0 ft= twall.arm2

'SF'=

'SA'=

'SE'=Diametertip.arm2 max CFIarm2( ) 0.00= CheckMaxCFIarm2 "OK"= max Δarm2( ) 0.0 in= 2 deg Ltotal.arm2 0 in=

80- 70- 60- 50- 40- 30- 20- 10- 0

10-

Arm 2: Sign and Signal Locations

Ht3Head

#Signalsarm2 0= Signals2 "Dist(ft)"

"# Heads)"

"Dist(ft)"

"Area (sf)"

IV. Luminaire Arm Analysis InputDataFile "CityGate-Arm2 (A60S-P4SL).dat"= Vextreme 170 mph=

Enter Luminaire Data

Set Lum. Ht. = 0 for no Luminaire

See Design Standards 649-030 and 649-031 for input values.

38.75 15 3 .125 0.5 8 0.5 0.75

Std = 40 feet 10 feet 3 inches 0.125 inches 0.5 8 feet 0.5 inches 0.75 inches

Analyze Luminaire

Summary - Luminaire Arm Geometry

'LA'= Yluminaire 38.75ft= 'LE'= Slopelumarm 0.5= 'LJ'= wbase.lum in=

'LB'= Xluminaire 15ft= 'LF'= rlumarm 8ft= 'LK'= wchannel.lum in=

CFIbase.lumarm

CSRbolt.lum

V. Upright Analysis InputDataFile "CityGate-Arm2 (A60S-P4SL).dat"= Vextreme 170 mph=

23 20 22 0.375 7.4 arm 1 gap

'UE'

Analyze Upright

Upright Combined Force Interaction Ratio and Deflections Classificationpole "Compact"= max CFIpole( ) 0.50= max Δx.dl( ) 0.68 in= Diameterconn.pole 19.2 in=

Checkslope "OK"= max Δz.dl( ) 0 in= max Diameterbase.arm1( ) 15 in= max Diameterbase.arm2( ) 0 in= Checkdeflection "OK"= Slopez 0 deg=

Slopex 0.35 deg=

'UA'= Ypole 23 ft= 'UD'= Diameterbase.pole 22 in= 'UF'= α 0 deg=

'UB'= Yarm.conn 20 ft= 'UE'= twall.pole 0.375 in= 'UG'= Ylum.conn 35ft=

'UC'= Diametertip.pole 18.8 in=

VI. Arm to Upright Connection Analysis InputDataFile "CityGate-Arm2 (A60S-P4SL).dat"= for double arms, both connection plate heights must be equal

Enter Connection Data 36 0.75 1.25 3

'HT'

'FJ', 'SJ' 'FL', 'SL' 'FP', 'SP' 'FK', 'SK'

'HT'= hconn.plate 30 in= D/Cht.conn.plate 0.60= CheckHtconn.plate "OK"=

D/Cwidth.conn.plate

0.86=

CheckWidthconn.plate

"OK"= #Boltsconn

6= 'FO'= Offsetconn

17.0 in=

'FJ'= bconn.plate

36 in= 'FP'= dbolt.conn

1.25 in=

'FK'= tbaseplate.arm

3.00 in= 'FR'= tconn.plate

2.00 in=

D/Ct.baseplate.arm

CFIt.vert.plate

0.37

0.33

0.75 in= 'FS'= Spacingbolts.conn

12.5 in=

'FN'= wvertical.plate in= 'FT'= wconn.plate in=

D/Cwidth.conn.plate

0.00=

CheckWidthconn.plate

"OK"= #Boltsconn

0= 'SO'= Offsetconn

0.0 in=

'SJ'= bconn.plate

0 in= 'SP'= dbolt.conn

0 in=

'SK'= tbaseplate.arm

0.00 in= 'SR'= tconn.plate

0.00 in=

D/Ct.baseplate.arm

CFIt.vert.plate

0 in= 'SS'= Spacingbolts.conn

0.00 in=

'SN'= wvertical.plate

0 in= 'ST'= wconn.plate

0 in=

VII. Upright Base Plate & Anchor Bolt Analysis InputDataFile "CityGate-Arm2 (A60S-P4SL).dat"=

Enter Anchorage Data

2 8 Diameterbase.pole 22 in=

'BC' '#Bolts'

Analyze Base Plate & Anchors

Base Plate and Anchor Summary '#Bolts'= #AnchorBolts 8= 'BB'= tbaseplate.pole 2.50 in=

CSRanchor 0.19= Diameterboltcircle.pole 30 in= 'BC'= danchorbolt 2.00 in=

CheckCSRanchorbolt "OK"= 'BA'= Diameterbaseplate.pole 38 in=

VIII. Foundation Analysis & Anchor Bolt Lengths InputDataFile "CityGate-Arm2 (A60S-P4SL).dat"=

Soil Type

70.6Soil Density, gsoil (45-50 pcf typ.) pcf

36.0Friction Angle, f (Sands) deg

33.1SPT Number (Nblows 5 min., ) (Sands)

Shear Strength, c (Clays) ksf

0.5Ground to Top of Shaft Offset ft

First Set of User Defined Stirrups:

10Number of Stirrup Spaces 'RC'

8Stirrup Spacing 'RD' in

Second Set of User Defined Stirrups:

0Number of Stirrup Spaces enter zero for 12 inch spacing

'RE'

0Stirrup Spacing enter zero for 12 inch spacing

'RF' in

Stirrup Bar Size, use #5 for all Standard Shafts

Analyze Foundation

Shaft Length Stirrup spacing Number of stirrup spaces

Lshaft 12.5 ft= sv

CheckReinfClearSpacing "OK"= Stirrups sv

4 in= @ #Spacesvbar

6= : D/Ctorsion

0.3=

CheckLongReinfshr.tor "OK"= Stirrups 'RC' ( sv

8 in= ) @ 'RD' ( #Spacesvbar

10= ) : D/Ctorsion

0.5=

CheckMaxSpacingTransvReinf "OK"=

OverlapDesign "Based on Overlap of Failure Cones"= Stirrups 'RE' ( sv

0 in= ) @ 'RF' ( #Spacesvbar

0= ) : D/Ctorsion

0.3=

OverlapTest "Overlap of Failure Cones"=

Stirrups sv

12 in= @ #Spacesvbar

3=

10-

5-

ELEVATION: Drilled Shaft with Reinforcement

Offset 0.5 ft= dlong.bar 1.41 in=

Diabar.circle 39.3 in=

'DA'= Lshaft 12.5 ft=

'DB'= Diametershaft 4.5 ft=

'BF'= Lembedment.anchor 40 in=

Lanchor.bolt 58 in=

'RA'= round

'RB'= #LongBarsprov 15=

#Spacesvbar

6= sv

4 in=

'RC'= #Spacesvbar

10=

'RD'= sv

8 in=

'RE'= #Spacesvbar

0=

'RF'= sv

0 in=

#Spacesvbar

3=

Shaft Stirrups A Stirrups B Stirrups C Stirrups D Main Reinf sv

12 in=

5/30/2024 MastArmV2.0.xmcd 8

IX. Fatigue Analysis InputDataFile "CityGate-Arm2 (A60S-P4SL).dat"=

Analyze Structure for Fatigue

Fatigue Summary K1 values within 2% of LTS thresholds of 3.0 and 4.0 may use next higher CAFT values

Arm and Pole Welds

Checkgalloping.arm1 "OK"= fgalloping.arm1 4.4 ksi= CAFTfullpengroove.weld.arm1 7 ksi=

Checkgalloping.arm2 "NA"= fgalloping.arm2 0.0 ksi= CAFTfullpengroove.weld.arm2 "NA" ksi=

Checkgalloping.pole "OK"= fgalloping.pole 2.0 ksi= CAFTfullpengroove.weld.pole 4.5 ksi=

Checknwg.arm1 "OK"= fnwg.arm1 3.0 ksi= CAFTfullpengroove.weld.arm1 7 ksi=

Checknwg.arm2 "NA"= fnwg.arm2 0.0 ksi= CAFTfullpengroove.weld.arm2 "NA" ksi=

Checknwg.pole "OK"= fnwg.pole 1.5 ksi= CAFTfullpengroove.weld.pole 4.5 ksi=

CheckK1Values

"K1 is outside of 2% of K1 thresholds"

3.88

6.68

3.9

2.7

Checkg.anchor "OK"= ft.g.anchor 1.5 ksi= CAFTanchor.bolts 7 ksi=

Checknwg.anchor "OK"= ft.nwg.anchor 1.1 ksi=

FDOT

Save Data File (optional)

CityGate-Arm2 (A60S-P4SL).datFile Name

Note: Select an output folder by using the "Change Folder" option above.

Arm Designation Example

A70/D-A30/D/H-P5/D/L-DS/16/5

A70/D - Arm 70 feet long, Double Arm A30/D/H - Arm 30 feet long, Double Arm, Heavy Duty P5/D/L - Pole 5 , Double Arm, with Luminaire

X. Mast Arm Design and Analysis Summary InputDataFile "CityGate-Arm2 (A60S-P4SL).dat"= If comparing results to Standard Index 649-030, some values in the index have been increased to reduce the number of variations.

Subject "Collier Blvd at City Gate Blvd"= DesignedBy "BKR"= PoleLocation "1450+29.39 / 88.45' LT"=

ProjectNo "68056"= CheckedBy "RA"= Date "5 / 2024"= ExistingMastArm "No"=

For FDOT Mast Arm Support Structures, max CFI( ) 0.95 (See Structures Manual Volume3)

1st Mast Arm Vextreme 170 mph= ExistingMastArm "No"= BackPlate "Rigid, 6 inches wide"=

80- 70- 60- 50- 40- 30- 20- 10- 0

10-

Arm 1: Sign and Signal Locations

Ht3Head

#Signalsarm1 4= Signals1 "Dist(ft)"

"# Heads)"

19.4

31.4

43.4

56.2

"Dist(ft)"

"Area (sf)"

11.5

49.8 max CFIarm1( ) 0.78= CheckMaxCFIarm1 "OK"= Ltotal.arm1 60 ft= Lsplice.provided.arm1 2.4 ft= max Δarm1( ) 11.2 in=

'FA'=

'FE'=

'FC'=

'FG'=Larm1

'FF'=

'FD'=

'FH'=Diametertip.arm1

80- 70- 60- 50- 40- 30- 20- 10- 0

10-

Arm 2: Sign and Signal Locations

Ht3Head

#Signalsarm2 0= Signals2 "Dist(ft)"

"# Heads)"

"Dist(ft)"

"Area (sf)" max CFIarm2( ) 0.00= CheckMaxCFIarm2 "OK"= Ltotal.arm2 0 ft= Lsplice.provided.arm2 0 ft= max Δarm2( ) 0 in=

'SA'=

'SE'=

'SC'=

'SG'=

'UF'= α 0 deg= (Angle Between Arms)

Larm2

'SF'=

'SD'=

'SH'=Diametertip.arm2

'LA'= Yluminaire 38.75ft= 'LF'= rlumarm 8ft=CFIbase.lumarm

CSRbolt.lum

= 'LB'= Xluminaire 15ft= 'LG'= dbolt.lum 0.5 in=

'LD'= twall.lumarm 0.125 in= 'LJ'= wbase.lum in=

'LE'= Slopelumarm 0.5= 'LK'= wchannel.lum in=

Upright max CFIpole( ) 0.50= Checkdeflection "OK"= Checkslope "OK"=

'UA'= Ypole 23 ft= 'UC'= Diametertip.pole 18.8 in= 'UE'= twall.pole 0.375 in=

'UB'= Yarm.conn 20 ft= 'UD'= Diameterbase.pole 22 in= 'UF'= α 0 deg=

'UG'= Ylum.conn 35ft=

1st Arm to Upright Connection

D/Cht.conn.plate 0.60= 'HT'= hconn.plate 30 in=

CheckHtconn.plate "OK"= #Boltsconn

6= 'FO'= Offsetconn

17.0 in=

D/Cwidth.conn.plate

0.86= 'FJ'= bconn.plate

36 in= 'FP'= dbolt.conn

1.25 in=

CheckWidthconn.plate

"OK"= 'FK'= tbaseplate.arm

3 in= 'FR'= tconn.plate

2 in=

'FL'= tvertical.plate

0.75 in= 'FS'= Spacingbolts.conn

12.5 in=D/Ct.baseplate.arm

CFIt.vert.plate

0.37

0.33 in= 'FT'= wconn.plate in=

2nd Arm to Upright Connection

D/Cwidth.conn.plate

0.00= 'HT'= hconn.plate 30 in=

#Boltsconn

0= 'SO'= Offsetconn

0.0 in= CheckWidthconn.plate

"OK"=

'SJ'= bconn.plate

0 in= 'SP'= dbolt.conn

0 in=

'SK'= tbaseplate.arm

0 in= 'SR'= tconn.plate

0 in= D/Ct.baseplate.arm

CFIt.vert.plate

0 in= 'SS'= Spacingbolts.conn

0 in=

'SN'= wvertical.plate

0 in= 'ST'= wconn.plate

CSRanchor 0.19= '#Bolts'= #AnchorBolts 8= 'BA'= Diameterbaseplate.pole 38 in=

CheckCSRanchorbolt "OK"= Diameterboltcircle.pole 30 in= 'BB'= tbaseplate.pole 2.5 in=

'BC'= danchorbolt 2.00 in=

'BF'= Lembedment.anchor 40 in=

Lanchor.bolt 58 in=

Foundation

D/Ctorsion.max 0.53= Offset 0.5 ft= 'DA'= Lshaft 12.5 ft=

CheckD/Cshear.and.torsion "OK"= dlong.bar 1.41 in= 'DB'= Diametershaft 4.5 ft=

CheckReinfClearSpacing "OK"= Diabar.circle 39.3 in= 'RA'= round

'RB'= #LongBarsprov 15=

CheckMaxSpacingTransvReinf "OK"= 'RC'= #Spacesvbar

10=

OverlapDesign "Based on Overlap of Failure Cones"= 'RD'= sv

8 in=

OverlapTest "Overlap of Failure Cones"= 'RE'= #Spacesvbar

0=

BreakoutTest "OK"= 'RF'= sv

0 in=

Clearancecsl.to.nut 1.5 in=

Fatigue

Checkgalloping.arm1 "OK"= Checkgalloping.arm2 "NA"= Checkgalloping.pole "OK"=

Checknwg.arm1 "OK"= Checknwg.arm2 "NA"= Checknwg.pole "OK"=

Checkg.anchor "OK"= Checkg.conn.bolt

K1 values within 2% of LTS thresholds may use next higher CAFT values

CheckK1Values

"K1 is outside of 2% of K1 thresholds"

3.882

6.683

Camberarm1 2 deg:= Camberarm2 2 deg:=

Deflectionarm1 Slopex Ltotal.arm1 max Δarm1( )+ 15.6 in=:=

CamberArm1upward sin Camberarm1( ) Ltotal.arm1 25.1 in=:=

Deflectionarm2 Slopez Ltotal.arm2 sin α( )( ) Slopex Ltotal.arm2 cos α( )+ max Δarm2( )+ 0 in=:=

CamberArm2upward sin Camberarm2( ) Ltotal.arm2 0 in=:=

Check Clearance Between Connection Plates (for Two Arm Structures only) α 0 deg= α if α 180 deg>( ) 360 deg α-( ), α, [ ]:=

Offsetconn

17 in= bconn.plate

36 in= hconn.plate 30 in= α 0 deg=

Offsetconn

0 in= bconn.plate

0 in= x1 Offsetconn tconn.plate

- hconn.plate sin Camberarm1( )

- 14.5 in=:= y1 bconn.plate

18 in=:= x2 Offsetconn tconn.plate

- hconn.plate sin Camberarm2( ) sin α( )+ 0.5- in=:= y2 Offsetconn tconn.plate

- hconn.plate sin Camberarm2( ) cos α( )- 0 in=:=

Clearanceplate.to.plate if x1 x2>( ) y2 y1>( ) x1 x2-( ) y1 y2-( )

+, 0 in, 0 in=:=

(if Clearance < 2 inches, a redesign is required.

5/30/2024 MastArmV2.0.xmcd 13

20-

15-

10-

5-

Connection Plate 1 Connection Plate 2 Upright Section

Section at Connection Showing Plate Clearance Clearanceplate.to.plate 0 in=

Diameterconn.pole 19.2 in=

'FR'= tconn.plate

2 in=

'FJ'= bconn.plate

36 in=

'FL'= tvertical.plate

0.75 in=

'FO'= Offsetconn

17.0 in=

Gap

7.4 in=

'SR'= tconn.plate

0 in=

'SJ'= bconn.plate

0 in=

'SL'= tvertical.plate

0 in=

'SO'= Offsetconn

0.0 in=

Gap

0 in=

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

20- 0 20

20-

Shaft Reinforcement Base Plate OD Upright OD Anchor Bolts

Section at Base - Shaft, Rebar, Base Plate, Upright & Bolts

Dimensions in Inches

D im en si on s in I nc he s

Clearancebar.to.nut 2.1 in=

'UD'= Diameterbase.pole 22 in=

'BA'= Diameterbaseplate.pole 38 in=

'DB'= Diametershaft 54 in=

Diameterboltcircle.pole 30 in=

Diabar.circle 39.3 in=

#AnchorBolts 8=

#LongBarsprov 15=

Note: The Plan and Elevation Views do not show the 4 or 5 1.9" O.D. Nondestructive Integrity Testing Access Tubes that are tied

5/30/2024 MastArmV2.0.xmcd 14

33- 22- 11- 0 11 22 33 33-

22-

11-

Shaft Base Plate Reinf. Bar Anchor Bolt Pole

ELEVATION - Shaft, Rebar, Plate, & Bolts

Dimensions in Inches

D im en si on s in I nc he s Clearancebar.to.nut 2.1 in=

'UD'= Diameterbase.pole 22 in=

'BA'= Diameterbaseplate.pole 38 in=

'BB'= tbaseplate.pole 2.5 in=

'DB'= Diametershaft 54 in=

Diameterboltcircle.pole 30 in=

Diabar.circle 39.3 in=

Elevation View - Drilled Shaft with Main Reinforcement and Stirrups

0 2 4 6

15-

10-

5-

ELEVATION: Drilled Shaft with Reinforcement sv

Stirrups A Stirrups B Stirrups C Stirrups D

5/30/2024 MastArmV2.0.xmcd 15

References:

AASHTO LRFD Specifications for Structural Supports for Highway Signs, Luminaires and Traffic Signals (LRFDLTS).

FDOT Structures Manual Volume 3 (SM V3).

AISC Steel Construction Manual

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

© 2023 Florida Department of Transportation

FDOT

Data Folder and Files

Change Folder Data Files Folder

C:\Users\RAKITAB\OneDrive - Jacobs\Documents\My Projects\Collier County\Collier III\Mast Arm\MastArmV2.0\Data\

Required - Open Existing Data File. To save New Data Files, enter data variables at the end of Section IX.

Refresh ListA78DH-A40DH-P6DL.dat A78DH-A60DH-P6DL.dat A78DH-A78DH-P7DL.dat A78SH-P6SL.dat CityGate-Arm1 (A78SH-P6SL).dat CityGate-Arm2 (A60S-P4SL).dat CityGate-Arm3 (A70SH-P5SL).dat CityGate-Arm4 (A60S-P4SL).dat

6/21/2024 MastArmV2.0.xmcd 1

Collier Blvd at City Gate BlvdProject Name

68056Project No.

BKR 6 / 2024Designed by Date

RA 6 / 2024Checked by Date

3Signal Name

1450+40.95 / 58.17' RT

Station/Offset

Enter Wind Speed

170Design Wind Speed mph SDG Wind Speeds by County

Extreme Event Wind Speed

Enter Arm Lengths, Signal and Sign Data

Arm 1 Arm 2 Set Arm 2 Length = 0 for single arm Mast Arms

Reset Arm 1 Data

Reset Arm 2 DataArm 1 Length Arm 2 Length

1 19.7 3 1

2 32.7 3 2

3 44.6 3 3

4 55.85 3 4

5 66.7 3 5

6 6

7 7

8 8

9 9

10 10

Arm 1 Sign Panels Arm 2 Sign Panels

Arm1

1 11.5 18 1

2 62 6 2

3 38.6 1 3

4 26 1 4

5 50 1 5

6/21/2024 MastArmV2.0.xmcd 2

II. Arm 1 Analysis InputDataFile "CityGate-Arm3 (A70SH-P5SL).dat"= Vextreme 170 mph=

Reference:C:\Users\RAKITAB\OneDrive - Jacobs\Documents\My Projects\Collier County\Collier III\Mast Arm\MastArmV2.0\LRFD Equation Module.xmcd(R)

Help - Base Diameters Help - Tube Wall Thickness Arm Extension (for 2 piece arms only)

Enter Arm 1 Data

14 0.25 18 0.375Iterate on Base

Thicknesses

Ltotal.arm1 70 ft= feet, 40 ft. max.

for 1 piece arms

Measured flat to flat 'FC'

'FD' Measured flat to flat 'FG'

'FH'

Arm 1 Analysis including Existing Mast Arm Analysis (Additional Variables Required)

'FD'=

'FH'=

'FC'=

'FG'=Ltotal.arm1 70 ft= twall.arm1

14.00

18.00

'FF'=

'FA'=

'FE'=Diametertip.arm1

8.68

13.10

38.0

35.0

Lsplice.provided.arm1 2.8 ft= Classificationarm1 max CFIarm1( ) 0.91= CheckMaxCFIarm1 "OK"= max Δarm1( ) 14.4 in= 2 deg Ltotal.arm1 29.3 in=

80- 70- 60- 50- 40- 30- 20- 10- 0

10-

Arm 1: Sign and Signal Locations

Ht3Head

#Signalsarm1 5= Signals1 "Dist(ft)"

"# Heads)"

19.7

32.7

44.6

55.85

66.7

"Dist(ft)"

"Area (sf)"

11.5

38.6

III. Arm 2 Analysis InputDataFile "CityGate-Arm3 (A70SH-P5SL).dat"= Vextreme 170 mph=

Help - Base Diameters Help - Tube Wall Thickness Arm Extension (for 2 piece arms only)

Enter Arm 2 Data

Thicknesses feet, 40 ft. max.

for 1 piece arms

Measured flat to flat 'SC' for 1 & 2 piece arms 'SD'

Measured flat to flat 'SG' for 2 piece

6/21/2024 MastArmV2.0.xmcd 3

'SH'=

'SC'=

'SG'=Ltotal.arm2 0 ft= twall.arm2

'SF'=

'SA'=

'SE'=Diametertip.arm2 max CFIarm2( ) 0.00= CheckMaxCFIarm2 "OK"= max Δarm2( ) 0.0 in= 2 deg Ltotal.arm2 0 in=

80- 70- 60- 50- 40- 30- 20- 10- 0

10-

Arm 2: Sign and Signal Locations

Ht3Head

#Signalsarm2 0= Signals2 "Dist(ft)"

"# Heads)"

"Dist(ft)"

"Area (sf)"

IV. Luminaire Arm Analysis InputDataFile "CityGate-Arm3 (A70SH-P5SL).dat"= Vextreme 170 mph=

Enter Luminaire Data

Set Lum. Ht. = 0 for no Luminaire

See Design Standards 649-030 and 649-031 for input values.

37.5 15 3 0.125 0.5 8 0.5 0.75

Std = 40 feet 10 feet 3 inches 0.125 inches 0.5 8 feet 0.5 inches 0.75 inches

Analyze Luminaire

Summary - Luminaire Arm Geometry

'LA'= Yluminaire 37.5 ft= 'LE'= Slopelumarm 0.5= 'LJ'= wbase.lum in=

'LB'= Xluminaire 15 ft= 'LF'= rlumarm 8 ft= 'LK'= wchannel.lum in=

CFIbase.lumarm

CSRbolt.lum

6/21/2024 MastArmV2.0.xmcd 4

V. Upright Analysis InputDataFile "CityGate-Arm3 (A70SH-P5SL).dat"= Vextreme 170 mph=

Help - Upright Base Diameter and Wall Thickness Help - Gap Distance

23 20 24 0.375 7.4 arm 1 gap

'UE'

Analyze Upright

Upright Combined Force Interaction Ratio and Deflections Classificationpole "Compact"= max CFIpole( ) 0.70= max Δx.dl( ) 0.85 in= Diameterconn.pole 21.2 in=

Checkslope "OK"= max Δz.dl( ) 0 in= max Diameterbase.arm1( ) 18 in= max Diameterbase.arm2( ) 0 in= Checkdeflection "OK"= Slopez 0 deg=

Slopex 0.43 deg=

'UA'= Ypole 23 ft= 'UD'= Diameterbase.pole 24 in= 'UF'= α 0 deg=

'UB'= Yarm.conn 20 ft= 'UE'= twall.pole 0.375 in= 'UG'= Ylum.conn 33.75 ft=

'UC'= Diametertip.pole 20.8 in=

VI. Arm to Upright Connection Analysis InputDataFile "CityGate-Arm3 (A70SH-P5SL).dat"=

Help - Arm Connection Dimensions for double arms, both connection plate heights must be equal

Enter Connection Data 36 0.75 1.25 3

'HT'

'FJ', 'SJ' 'FL', 'SL' 'FP', 'SP' 'FK', 'SK'

6/21/2024 MastArmV2.0.xmcd 5

'HT'= hconn.plate 30 in= D/Cht.conn.plate 0.70= CheckHtconn.plate "OK"=

D/Cwidth.conn.plate

0.92=

CheckWidthconn.plate

"OK"= #Boltsconn

6= 'FO'= Offsetconn

18.0 in=

'FJ'= bconn.plate

36 in= 'FP'= dbolt.conn

1.25 in=

'FK'= tbaseplate.arm

3.00 in= 'FR'= tconn.plate

2.00 in=

D/Ct.baseplate.arm

CFIt.vert.plate

0.57

0.81

0.75 in= 'FS'= Spacingbolts.conn

12.5 in=

'FN'= wvertical.plate in= 'FT'= wconn.plate in=

D/Cwidth.conn.plate

0.00=

CheckWidthconn.plate

"OK"= #Boltsconn

0= 'SO'= Offsetconn

0.0 in=

'SJ'= bconn.plate

0 in= 'SP'= dbolt.conn

0 in=

'SK'= tbaseplate.arm

0.00 in= 'SR'= tconn.plate

0.00 in=

D/Ct.baseplate.arm

CFIt.vert.plate

0 in= 'SS'= Spacingbolts.conn

0.00 in=

'SN'= wvertical.plate

0 in= 'ST'= wconn.plate

0 in=

VII. Upright Base Plate & Anchor Bolt Analysis InputDataFile "CityGate-Arm3 (A70SH-P5SL).dat"=

Help - Number of Anchor Bolts

Enter Anchorage Data

2 8 Diameterbase.pole 24 in=

'BC' '#Bolts'

Analyze Base Plate & Anchors

Base Plate and Anchor Summary '#Bolts'= #AnchorBolts 8= 'BB'= tbaseplate.pole 2.50 in=

CSRanchor 0.38= Diameterboltcircle.pole 32 in= 'BC'= danchorbolt 2.00 in=

CheckCSRanchorbolt "OK"= 'BA'= Diameterbaseplate.pole 40 in=

6/21/2024 MastArmV2.0.xmcd 6

VIII. Foundation Analysis & Anchor Bolt Lengths InputDataFile "CityGate-Arm3 (A70SH-P5SL).dat"=

Sand ClaySoil Type

70.6Soil Density, gsoil (45-50 pcf typ.) pcf

36.0Friction Angle, f (Sands) deg

33.1SPT Number (Nblows 5 min., ) (Sands)

Shear Strength, c (Clays) ksf

0.5Ground to Top of Shaft Offset ft

First Set of User Defined Stirrups:

10Number of Stirrup Spaces 'RC'

8Stirrup Spacing 'RD' in

Second Set of User Defined Stirrups:

0Number of Stirrup Spaces enter zero for 12 inch spacing

'RE'

0Stirrup Spacing enter zero for 12 inch spacing

'RF' in

#5 #6

Stirrup Bar Size, use #5 for all Standard Shafts

Analyze Foundation

Shaft Length Stirrup spacing Number of stirrup spaces

Lshaft 14.5 ft= sv

CheckReinfClearSpacing "OK"= Stirrups sv

4 in= @ #Spacesvbar

6= : D/Ctorsion

0.3=

CheckLongReinfshr.tor "OK"= Stirrups 'RC' ( sv

8 in= ) @ 'RD' ( #Spacesvbar

10= ) : D/Ctorsion

0.7=

CheckMaxSpacingTransvReinf "OK"=

OverlapDesign "Based on Overlap of Failure Cones"= Stirrups 'RE' ( sv

0 in= ) @ 'RF' ( #Spacesvbar

0= ) : D/Ctorsion

0.4=

OverlapTest "Overlap of Failure Cones"=

Stirrups sv

12 in= @ #Spacesvbar

5=

6/21/2024 MastArmV2.0.xmcd 7

10-

5-

ELEVATION: Drilled Shaft with Reinforcement

Offset 0.5 ft= dlong.bar 1.41 in=

Diabar.circle 45.3 in=

'DA'= Lshaft 14.5 ft=

'DB'= Diametershaft 5 ft=

'BF'= Lembedment.anchor 40 in=

Lanchor.bolt 58 in=

'RA'= round

'RB'= #LongBarsprov 19=

#Spacesvbar

6= sv

4 in=

'RC'= #Spacesvbar

10=

'RD'= sv

8 in=

'RE'= #Spacesvbar

0=

'RF'= sv

0 in=

#Spacesvbar

5=

Shaft Stirrups A Stirrups B Stirrups C Stirrups D Main Reinf sv

12 in=

6/21/2024 MastArmV2.0.xmcd 8

RakitaB Image

RakitaB Arrow

RakitaB

18 OK

IX. Fatigue Analysis InputDataFile "CityGate-Arm3 (A70SH-P5SL).dat"=

Analyze Structure for Fatigue

Fatigue Summary K1 values within 2% of LTS thresholds of 3.0 and 4.0 may use next higher CAFT values

Arm and Pole Welds

Checkgalloping.arm1 "No Good"= fgalloping.arm1 4.9 ksi= CAFTfullpengroove.weld.arm1 4.5 ksi=

Checkgalloping.arm2 "NA"= fgalloping.arm2 0.0 ksi= CAFTfullpengroove.weld.arm2 "NA" ksi=

Checkgalloping.pole "OK"= fgalloping.pole 2.7 ksi= CAFTfullpengroove.weld.pole 4.5 ksi=

Checknwg.arm1 "OK"= fnwg.arm1 3.4 ksi= CAFTfullpengroove.weld.arm1 4.5 ksi=

Checknwg.arm2 "NA"= fnwg.arm2 0.0 ksi= CAFTfullpengroove.weld.arm2 "NA" ksi=

Checknwg.pole "OK"=…