SA-04 - CFTOD_TWO01_100 DESIGN CALCS_ECD OH TRUSS_2026-04-16.pdf

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2027 Overhead Sign Structure Replacements
Solicitation number
147862
Issued by
Polk County, Florida

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This document is a structural design calculation report prepared by TLP Engineering Consultants Inc. for the Reedy Creek Improvement District in Orange County, Florida, detailing the design of two replacement overhead sign truss structures (OT-1 and OT-2) located along Epcot Center Drive. The project, identified as CFTOD C006779, involves the replacement of span trusses for overhead sign structures using LRFD methodology and FDOT design specifications. The OT-1 truss structure measures 67 feet in length with left and right truss heights of 24.133 feet and 25.803 feet respectively, while the OT-2 structure spans 75 feet with heights of 23.483 feet and 24.433 feet. Both structures utilize 5.563-inch O.D. pipe chords with 0.375-inch wall thickness, 4-inch by 4-inch by 0.5-inch web angles, and 24-inch O.D. pipe uprights with 0.562-inch wall thickness. The design incorporates comprehensive connection details, drilled shaft foundations, and reinforcement specifications, with all design checks returning "OK" status. The calculations were completed on March 19, 2026, and approved by David Michael Waddell, P.E., under Certificate of Authority #27382.

The design calculations demonstrate that both overhead sign structures meet all LRFD and FDOT specifications for structural adequacy under wind loads of 150 mph at design heights of 67 and 75 feet respectively. Foundation design incorporates drilled shafts with 5-foot diameters; the OT-1 structure requires 19-foot and 18-foot deep shafts at the left and right uprights respectively, while the OT-2 structure requires 17-foot and 20-foot deep shafts. Both structures include 19 number 11 reinforcing bars evenly spaced with 8-inch stirrup spacing in designated zones. Anchorage consists of 2-inch diameter ASTM F1554 bolts, with 10 bolts at each base connection embedded 40 inches into the drilled shafts. All fatigue calculations, connection checks, shear and torsion resistance, and reinforcement capacity evaluations conform to applicable standards with adequate safety margins. The document includes detailed specifications for splices, gusset plates, base connections, and longitudinal and transverse reinforcement requirements necessary for construction implementation.

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EPCOT CENTER DRIVE

Orange County, Florida

MISCELLANEOUS STRUCTURES DESIGN CALCULATIONS

Prepared for:

Reedy Creek Improvement District

Prepared by:

TLP Engineering Consultants Inc.

450 South Orange Avenue, Suite 450

Orlando, Florida 32801

March 2026

APPROVED BY:

THIS DOCUMENT HAS BEEN DIGITALLY SIGNED

AND SEALED BY

PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED

SIGNED AND SEALED. THE SIGNATURE MUST BE VERIFIED ON

ANY ELECTRONIC COPIES.

TLP ENGINEERING CONSULTANTS, INC.

450 SOUTH ORANGE AVE., SUITE 600

ORLANDO, FLORIDA 32801

PH: 407-901-5060

CERT. OF AUTH. #27205

DAVID MICHAEL WADDELL, P.E. NO. 37382

No.37382 pwheatley Text Box

SA-04

Miscellaneous Structures

EPCOT Center Drive

Overhead Sign Replacement

Span Truss Overhead Sign Design

Span Overhead Sign Program LRFD v1.5

© 2021 Florida Department of Transportation

User manual including Program Changes

FDOT

Design Specifications & References:

[LRFD LTS] AASHTO LRFD Specifications for Structural Supports for Highway Signs, Luminaires & Traffic Signals [AASHTO] AASHTO LRFD Bridge Design Specifications.

[SMn] - FDOT Structures Manual. n=1: Structures Design Guidelines; n=3: FDOT Modifications to Standard Specifications for Structural Supports for Highway Signs, Luminaires and Traffic Signals (LRFDLTS).

[Index] - FDOT Standard Plans.

[AISC} Steel Construction Manual.

Reference:J:\PROJECTS\T202502 - CFTOD C006779 GEC Services\TWO No. 1_ECD OH Truss Design\Project Data\Structures\Task 2

Change Folder Data Files Folder

J:\PROJECTS\T202502 - CFTOD C006779 GEC Services\TWO No. 1_ECD OH Truss Design\Project Data\Structures\Task 2 - OH Signs\Design\OH Sign Structures\MathCad Files\OverheadSign-SpanV1.5\Data\

Open Existing Data File (optional)

Sign Number

ECD_OT-1.dat ECD_OT-2.dat Ex1 - Static Sign Panels (Typical).dat Ex2 - Static Sign Panels Front and Back.dat Ex3 - Long Span Structure.dat Ex4 - Walk-In DMS with Walkway.dat Ex5 - Front-Access DMS with Static Signs.dat Ex6 - Walk-In and Front-Access DMS.dat

Station

Project Data

Project Name

CFTOD C006779Project No.

3/18/26Designed by Date

JFM 3/19/26Checked by Date

Sign Structure Data

DMW

ECD TRUSS REPLACEMENT

OT-1

19+00.73

Refresh List

Open File

Page 1 of 34 Printed: 3/19/2026 10:00 AM

Span Overhead Sign Program

Material Properties Data Upright and Chords: ASTM A500, Web Angles: ASTM A709 Grade 36

Vertical Clearance

58Fy of Upright ksi Fu of Upright ksi ft

58Fy of Web ksi Fu of Web ksi

58Fy of Chord ksi Fu of Chord ksi

Truss Data

Truss Length ft ft

Left Truss Height ft

Right Truss Height

No. of Truss Panels

Vert. Truss Depth ft

Wind Load Data Standard Plans and

Instructions Index 700-041Design Wind Speed mph

36Wind Height ft

67.00

24.133

25.803

18.583

3/19/2026 SpanOverheadSignOT-1.xmcd Page 2/34

Load Data

Reset Load Data

Show Panels 11-20Sign Panels

Sign Panel Number

Panel Length

(ft)

Height

Horizontal Offset

Vertical Offset*

Back-side Mounted?

Weight (psf)

Walkways

Walkway

Width

Number of Hangers

(plf)

Attachments

Attachment

Projected Area

(sq. ft)

Drag Coeff., Cd

Attached to Which Chord Member?

(Top / Bottom / Back)

Horizontal

* Vertical offsets are input as negative values when element centroid is below the truss centerline.

Attachment

(lb)

DMS Panels

DMS Panel

Depth

2.13 1.08 -6.5433.5 5

23.0 12.0 50.5 0.0 5

2.13 1.08 44.5 -6.54 5

23.01 12.0 26.5 0.0 5

3/19/2026 SpanOverheadSignOT-1.xmcd Page 3/34

Member Data

Member Properties

Chord Size Design Properties

Nominal Weight

5.56Outside Diameter ( D ) in

0.349Wall Thickness ( t ) in

5.72Area ( A ) in2

19.5Moment of Inertia ( I ) in4

1.85Radius of Gyration ( r ) in

39Torsional Constant ( J ) in4

20.8Nominal Weight plf

Web Size Design Properties plf

4Leg Length ( b ) in

0.5Leg Thickness ( t ) in

3.75Area ( A ) in2

1.18Dist. to Centroid ( x

) in

5.52X Moment of Inertia ( Ix ) in4

1.21X Rad. of Gyration ( rx ) in

0.776Z Rad. of Gyration ( rz ) in

12.8Nominal Weight plf

Left Upright Size Design Properties

Outside Diameter ( D ) in

Wall Thickness ( t ) in

Area ( A ) in2

Moment of Inertia ( I ) in4

Radius of Gyration ( r ) in

Torsional Constant ( J ) in4

Nominal Weight plf

Right Upright Size Design Properties

Outside Diameter ( D ) in

Wall Thickness ( t ) in

Area ( A ) in2

Moment of Inertia ( I ) in4

Radius of Gyration ( r ) in

Torsional Constant ( J ) in4

41.4

140.8

8.29

0.562

41.4

140.8

8.29

0.562

3.50" O.D. Pipe, 0.216" Wall 4.00" O.D. Pipe, 0.226" Wall 4.50" O.D. Pipe, 0.237" Wall 4.50" O.D. Pipe, 0.337" Wall 5.563" O.D. Pipe, 0.258" Wall 5.563" O.D. Pipe, 0.375" Wall 6.625" O.D. Pipe, 0.432" Wall 8.625" O.D. Pipe, 0.500" Wall

CUSTOM

Angle 2-1/2" x 2-1/2" x 1/4" Angle 3" x 3" x 1/4" Angle 3" x 3" x 5/16" Angle 3-1/2" x 3-1/2" x 5/16" Angle 3-1/2" x 3-1/2" x 3/8" Angle 4" x 4" x 3/8" Angle 4" x 4" x 1/2" Angle 5" x 5" x 1/2"

CUSTOM

12.75" O.D. Pipe, 0.375" Wall 14" O.D. Pipe, 0.375" Wall 16" O.D. Pipe, 0.375" Wall 18" O.D. Pipe, 0.438" Wall 20" O.D. Pipe, 0.500" Wall 24" O.D. Pipe, 0.375" Wall 24" O.D. Pipe, 0.562" Wall 24" O.D. Pipe, 0.750" Wall 30" O.D. Pipe, 0.500" Wall 30" O.D. Pipe, 0.625" Wall 30" O.D. Pipe, 0.750" Wall

12.75" O.D. Pipe, 0.375" Wall 14" O.D. Pipe, 0.375" Wall 16" O.D. Pipe, 0.375" Wall 18" O.D. Pipe, 0.438" Wall 20" O.D. Pipe, 0.500" Wall 24" O.D. Pipe, 0.375" Wall 24" O.D. Pipe, 0.562" Wall 24" O.D. Pipe, 0.750" Wall 30" O.D. Pipe, 0.500" Wall 30" O.D. Pipe, 0.625" Wall 30" O.D. Pipe, 0.750" Wall

3/19/2026 SpanOverheadSignOT-1.xmcd Page 4/34

Connection Data

Splice

3/4'' 7/8'' 1''

Splice Bolt Diameter

Number of Splice Bolts

Gusset Plates

5/8'' 3/4'' 7/8'' 1'' 1-1/4''

3/8'' 1/2'' 5/8'' 3/4'' 7/8'' 1''

Min. Gusset Bolt Diameter

Min. Gusset Plate Thickness

Truss Connections

7/8'' 1''

7/8'' 1''

Left Truss Bolt Diameter

Right Truss Bolt Diameter

Number of Left Truss Bolts

Number of Right Truss Bolts

1/2'' 5/8'' 3/4'' 7/8'' 1''

1/2'' 5/8'' 3/4'' 7/8'' 1''

Min. Horizontal Plate Thickness

Min. Vertical Plate Thickness

Base Connection

1'' 1-1/2'' 1-3/4'' 2'' 2-1/4'' 2-1/2''

Left Anchor Bolt Diameter

Left Number of Anchor Bolts

1'' 1-1/2'' 1-3/4'' 2'' 2-1/4'' 2-1/2''

Right Anchor Bolts Diameter

Right Number of Anchor Bolts

1'' 1-1/4'' 1-1/2'' 1-3/4'' 2''

3/8'' 1/2'' 5/8'' 3/4'' 7/8'' 1''

Min. Base Plate Thickness

Min. Stiffener Plate Thickness

3/19/2026 SpanOverheadSignOT-1.xmcd Page 5/34

Foundation Data

Drilled Shafts None

Foundation Type

Left Drilled Shaft Data

Sand Clay

Soil Type

50Soil Density, soil pcf

30Friction Angle, deg

14SPT Number (Nblows)

Shear Strength, c ksf

5.0Shaft Diameter (DB) ft

2Ground to Top of Shaft Offset ft

11Number of Stirrup Spaces (DD)

8Stirrup Spacing (DE) in

Right Drilled Shaft Data

Sand Clay

Soil Type

50Soil Density, soil pcf

30Friction Angle, deg

19SPT Number (Nblows)

Shear Strength, c ksf

5.0Shaft Diameter (FB) ft

2Ground to Top of Shaft Offset ft

11Number of Stirrup Spaces (FD)

8Stirrup Spacing (FE) in

3/19/2026 SpanOverheadSignOT-1.xmcd Page 6/34

Save Data

Save Data File (optional)

File Name

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

Data Initialization

Geometry Check Calculations

Preliminary Geometry Checks

CheckLengtTrussPanel "OK"

CheckClearanceWeb "OK"

CheckLayoutSignPanel "OK"

CheckOverlapPanel "OK"

CheckDMS "n/a"

Member Slenderness Checks

CheckSlendernessChord "OK" KLrChord 62.085

CheckSlendernessWeb "OK" KLrWeb 165.868

CheckClassification.chord "OK" SectionClassification.local.buckling.chord "Compact"

CheckClassification.web "OK" SectionClassification.local.buckling.web "Compact"

3D Model Data and Wireframe Diagram

Design Forces Fatigue Forces and Total Forces

Truss Diagram Data

Save Data

Use current input file

ECD_OT-1.dat

3/19/2026 SpanOverheadSignOT-1.xmcd Page 7/34

Truss Diagram

Note: Use your mouse and keyboard to zoom in, zoom out or rotate the 3D plot above.

(See "Rotating, Spinning, or Zooming a 3D Plot" in Mathcad Help for instructions.)

3D Structural Analysis

Note: A new analysis MUST be run after any change in program input.

PC-SAP Output Data and Design Check Calculations Maximum Reactions and Results Output

Run Analysis

3/19/2026 SpanOverheadSignOT-1.xmcd Page 8/34

ProjectName "ECD TRUSS REPLACEMENT"

SignName "OT-1"

SignStation "19+00.73" vwind 150 mph

Results

Sign Structure Geometry Standard Plans Index 700-041

(A) LTruss 67 ft

(B) HLeft.Truss 24.133 ft

(C) HRight.Truss 25.803 ft

(D) #TrussPanels "7 @ 9' 6-3/4" ( Total_Length = 67 ft. )"

(E) DVerticalTruss 60 in

DHorzTruss 51.962 in

Sign Structure Members CFIChord "0.579 OK"(F) ChordMember "5.563" O.D. Pipe, 0.375" Wall" CFIWeb "0.354 OK"(G) WebMember "Angle 4" x 4" x 1/2"" CFILtUpright "0.61 OK"(H) UprightMemberLeft "24" O.D. Pipe, 0.562" Wall" CFIRtUpright "0.521 OK"(J) UprightMemberRight "24" O.D. Pipe, 0.562" Wall"

(K) Camber "1/2""

Additional Design Checks

CheckSignHangers "OK"

CheckTrussDeflection "OK"

Max. Reactions at Base of Left Upright

LongMomLt 560.3 kip ft

LongShearLt 23.6 kip

TransMomLt 40.1 kip ft

TransShearLt 3.9 kip

AxialLt 11.4 kip

TorqueLt 8.0 kip ft

Max. Reactions at Base of Right Upright

LongMomRt 476.1 kip ft

LongShearRt 18.6 kip

TransMomRt 42.5 kip ft

TransShearRt 3.8 kip

AxialRt 11.2 kip

TorqueRt 7.3 kip ft

3/19/2026 SpanOverheadSignOT-1.xmcd Page 9/34

Splice Calculations

Gusset Plate Calculations

Truss Connection Calculations Base Plate Calculations

Connection Output

Connection Values Note: All truss bolted connections use A325 bolts anchor bolts are ASTM F1554.

All welds are sized assuming E70xx electrodes.

Splice Connection

(SA) SizeAngle "Angle 5" x 5" x 1/2""

(SB) #BoltsReqd.in.Splice "6"

(SC) dBoltReqd.for.Splice "7/8" Dia."

CheckSpacing "OK"

CheckBoltSplice "OK"

Alternate Flange Splice Connection

(PA) tFlange "1-3/8""

(PB) OffsetBolt "2""

(PC) WeldInside "5/16""

(PD) WeldOutside "3/8""

(PE) dBolt "1""

(PF) #Bolts "9"

Gusset Plates

(GA) tGus "1/2""

(GB) dGusBolt "7/8" Dia."

(GC) LBackChordGus "1' 9""

(GD) HBackChordGus "8""

(GE) LFrontChordGus "1' 5-1/2""

(GF) HFrontChordGus "6-1/2""

(GG) LCenterFrontGus "2' 10""

(GH) LBackTrussEnd "1' 3/4""

(GJ) HBackTrussEnd "8-1/4""

(GK) LFrontTrussEnd "1' 2""

(GL) WeldGusset.To.Chord "3/16""

CheckThicknessGusset "OK"

3/19/2026 SpanOverheadSignOT-1.xmcd Page 10/34

Left Truss Connection

(LA) dLtBolt "7/8" Dia."

(LB) #BoltsLt "6"

(LC) tLtHorzConnPL "1/2""

(LD) tLtVertConnPL "1/2""

(LE) WeldLtHorzPLtoUpright "3/16""

(LF) WeldLtVertPLtoUpright "3/16""

(LG) WeldLtConnPLtoChord "3/16""

(LH) WeldLtVertPLtoHorzPL "3/16""

Additional Left Truss Connection Checks

CheckBoltLtTruss.Alter "OK"

CheckBoltLtTruss "OK"

CheckThicknessLtHorz.Plate "OK"

CheckThicknessLtVert.Plate "OK"

CheckThicknessLtConn.Plate "OK"

CheckThicknessLtHorz.Vert "OK"

CheckLtHorzPL "OK"

CheckLtVertPL "OK"

CheckLtUpright "OK"

Right Truss Connection

(RA) dRtBolt "7/8" Dia."

(RB) #BoltsRt "6"

(RC) tRtHorzConnPL "1/2""

(RD) tRtVertConnPL "1/2""

(RE) WeldRtHorzPLtoUpright "3/16""

(RF) WeldRtVertPLtoUpright "3/16""

(RG) WeldRtConnPLtoChord "3/16""

(RH) WeldRtVertPLtoHorzPL "3/16""

Additional Right Truss Connection Checks

CheckBoltRtTruss.Alter "OK"

CheckBoltRtTruss "OK"

CheckThicknessRtHorz.Plate "OK"

CheckThicknessRtVert.Plate "OK"

CheckThicknessRtConn.Plate "OK"

CheckThicknessRtHorz.Vert "OK"

CheckRtHorzPL "OK"

CheckRtVertPL "OK"

CheckRtUpright "OK"

3/19/2026 SpanOverheadSignOT-1.xmcd Page 11/34

Left Base Connection

(BA) dLtAnchor "2" Dia."

(BB) #AnchorLt 10

(BC) tLtBase "2""

(BD) tLtStiff "5/8""

(BE) HLtStiff "2' 3-1/4""

(BF) WeldLtBaseInside "5/16""

(BG) WeldLtBaseOutside "5/16""

(BH) WeldLtStifftoBase "5/16""

(BJ) WeldLtStifftoUpright "1/4""

Right Base Connection

(CA) dRtAnchor "2" Dia."

(CB) #AnchorRt 10

(CC) tRtBase "2""

(CD) tRtStiff "5/8""

(CE) HRtStiff "2' 3-1/4""

(CF) WeldRtBaseInside "5/16""

(CG) WeldRtBaseOutside "5/16""

(CH) WeldRtStifftoBase "5/16""

(CJ) WeldRtStifftoUpright "1/4""

Additional Base Connection Checks

CheckThicknessRatioLtStiff.to.Upright "OK"

CheckThicknessRatioRtStiff.to.Upright "OK"

CheckWeldSizeLimitLtBaseUpright.in "OK"

CheckWeldSizeLimitLtBaseUpright.out "OK"

CheckWeldSizeLimitRtBaseUpright.in "OK"

CheckWeldSizeLimitRtBaseUpright.out "OK"

CheckWeldSizeLimitLtStiffBase "OK"

CheckWeldSizeLimitRtStiffBase "OK"

CheckWeldSizeLimitLtStiffUpright "OK"

CheckWeldSizeLimitRtStiffUpright "OK"

CheckSpacingLtStiff "OK"

CheckSpacingRtStiff "OK"

3/19/2026 SpanOverheadSignOT-1.xmcd Page 12/34

Fatigue Calculations

Fatigue Design Checks

Left Base Connection

CheckFatigueLtUpright "OK (2.71 ksi < 7 ksi)"

CheckFatigueLtBase "OK (1.31 ksi < 2.81 ksi)"

CheckFatigueLtAnchor "OK (0.3 ksi < 7 ksi)"

Right Base Connection

CheckFatigueRtUpright "OK (2.36 ksi < 7 ksi)"

CheckFatigueRtBase "OK (1.15 ksi < 2.81 ksi)"

CheckFatigueRtAnchor "OK (0.26 ksi < 7 ksi)"

Chord Member and Connections

CheckFatigueChordTruss "OK (1.63 ksi < 4.5 ksi)"

CheckFatigueChordSplice "OK (1.88 ksi < 7 ksi)"

CheckFatigueChordSlot "OK (0.52 ksi < 2.6 ksi)"

CheckFatigueHalfChord "OK (0.21 ksi < 2.6 ksi)"

CheckFatigueLtTrussBolt "OK (0.02 ksi < 7 ksi)"

CheckFatigueRtTrussBolt "OK (0.03 ksi < 7 ksi)"

Gusset Plates

CheckFatigueBackPlate "OK (0.04 ksi < 1.2 ksi)"

CheckFatigueBackEndPlate "OK (0.2 ksi < 1.2 ksi)"

CheckFatigueFrontPlate "OK (0.02 ksi < 1.2 ksi)"

CheckFatigueFrontEndPlate "OK (0.04 ksi < 1.2 ksi)"

CheckFatigueTopCenterPlate "OK (0.07 ksi < 1.2 ksi)"

CheckFatigueBotCenterPlate "OK (0.02 ksi < 1.2 ksi)"

Web Members

CheckFatigueWeb "OK (0.53 ksi < 7 ksi)"

Drilled Shaft Calculations

FDOT

Drilled Shaft Foundation for Sign & Signal Structures

FDOT

Drilled Shaft Design Input

3/19/2026 SpanOverheadSignOT-1.xmcd Page 13/34 left drilled shaft (typ) TypeSoil

"Sand" right drilled shaft (typ) γsoil γSoil pcf soil density (typical design value 45 to 50 pcf) ϕsoil ϕSoil deg soil friction angle (sand)

Nblows #Blows number of blows per foot csoil.user cSoil ksf soil shear strength (clay) ϕot 0.6 Resistance Factor against Overturning

SM Vol-3 13.6 ϕtor 0.9 Resistance Factor against Torsion SM Vol-3 13.6 b DShaft ft shaft diameter

Offset OffsetShaft 2.0 ft groundline to top of foundation ii 0 1

CheckMassConcreteii if DShaftii 6ft "Mass Concrete Plan required" "OK"

CheckMassConcrete

"OK"

Applied Loads

Mx

TransMomLt

TransMomRt

40.1

42.5 kip ft

Mz

LongMomLt

LongMomRt

560.3

476.1

3/19/2026 SpanOverheadSignOT-1.xmcd Page 14/34

Vx

LongShearLt

LongShearRt

23.6

18.6 kip

Vz

TransShearLt

TransShearRt

3.9

3.8

Axial AxialLt

AxialRt

11.4

11.2

Torsion TorqueLt

TorqueRt

8.0

7.3

Drilled Shaft Design Length

Compute Shaft Depth Required to Resist Overturning

Mtotal Mx

561.7

478.0

Ptotal Vx

23.9

19.0 short free-head pile in cohesionless soil using Broms method

Kp tan 45 deg ϕsoil

3.0

3.0 esand Offset ft

Guess value LotSand.init

Given ϕot γsoil b LotSand.init

Kp

Ptotal esand LotSand.init Mtotal

LotSand.req Find LotSand.init 16.5

15.3

3/19/2026 SpanOverheadSignOT-1.xmcd Page 15/34

LotSand ceil LotSand.req ft (round up to next foot) short free-head pile in cohesive soil using Modified Broms method for L < 3b (see reference file for derivation) csoil csoili

0.1 ksf csoil.useri

0 ksf=if csoil.useri otherwise i 0 1for csoilreturn csoil ksf

Slope 8

3 b

0.5 eclay

Mtotal

Ptotal Offset

25.5

27.2 nforce M N( ) Slope 2 M N( ) 2 csoil N b mforce M( ) 2 csoil M Slope M m_arm M( ) eclay M

2 M Slope csoil csoil

M Slope 2 csoil n_arm M N( ) eclay M N

2 N Slope M Slope csoil M Slope csoil

Slope 2 M N( ) 2 csoil

Guess values Minit ft Ninit

Ptotal ϕot nforce Minit Ninit ϕot mforce Minit =

3/19/2026 SpanOverheadSignOT-1.xmcd Page 16/34 mforce Minit m_arm Minit nforce Minit Ninit n_arm Minit Ninit

Mfinal

Nfinal

Find Minit Ninit

Lot1Clay.req Mfinal Nfinal 16.3

14.8

Lot1Clay ceil Lot1Clay.req short free-head pile in cohesive soil using Regular Broms method for L > 3b fclay

Ptotal

9 ϕot csoil b

0.9

0.7

Mmaxtemp Ptotal eclay 1.5 b 0.5 fclay gclay

Mmaxtemp

2.25 ϕot csoil b

10.9

9.9

Lot2Clay.req 1.5 b fclay gclay 19.3

18.1

Lot2Clay ceil Lot2Clay.req if L ot < 3b, use Modified Broms method

LotClay

LotClayi Lot1Clayi

Lot1Clayi

3. biif

Lot2Clayi

LotClayreturn

LotClay

3/19/2026 SpanOverheadSignOT-1.xmcd Page 17/34

Therefore, the required length to resist overturning is:

LreqdOT

LreqdOTi LotSandi

TypeSoili "Sand"=if

LotClayi

LreqdOTreturn

LreqdOT

Compute Shaft Depth Required to Resist Torsion

NOTE:ωfdot is based upon concrete/soil interaction. This torsion methodology is not to be used with permanent casing.

SM Vol-9 13.6 load transfer ratio; if 5<N<15, ωfdot is reduced by a factor of

Nblows ωfdot ωfdoti 0 Nblowsi

5if

1.5 Nblowsi

15if

1.5

Nblowsi ωfdotreturn ωfdot 1.4

1.5

CohesionFactor 0.55 fse CohesionFactor csoil 0.55 short free-head pile in cohesionless soil

Guess value LtorSand.init LreqdOT

3/19/2026 SpanOverheadSignOT-1.xmcd Page 18/34

Torsion ϕtor π b LtorSand.init γsoil LtorSand.init

LtorSand.req Find LtorSand.init 2.5

2.3

LtorSand ceil LtorSand.req short free-head pile in cohesive soil

Guess value LtorClay.init LreqdOT

Given fse π b( ) LtorClay.init 1.5 ft fse π ϕtor

LtorClay.req Find LtorClay.init 1.1

LtorClay ceil LtorClay.req

Therefore, the required length to resist torsion is:

LreqdTor

LreqdTori LtorSandi

TypeSoili "Sand"=if

LtorClayi

LreqdTorreturn

LreqdTor

3/19/2026 SpanOverheadSignOT-1.xmcd Page 19/34

Therefore, the required shaft length is:

Lembedded

Lembeddedi max LreqdTori

LreqdOTi

Lembeddedreturn

Lshaft.length Round Lembedded Offset 1 in

Compute Unfactored Maximum Moment in Shaft short free-head pile in cohesionless soil using Broms method fsand

2 Ptotal

3 ϕot γsoil b Kp

5.95

5.30

MmaxSand Ptotal esand fsand Ptotal fsand

704.3

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

Guess value fmod.init

Ptotal fmod.init b

2 ϕot csoil ϕot fmod.init Slope fmod Find fmod.init 3.9

3.3

MmodBroms Ptotal eclay fmod ϕot csoil b fmod ϕot b fmod

Slope

664.0

552.7

3/19/2026 SpanOverheadSignOT-1.xmcd Page 20/34

MBroms Ptotal eclay 1.5 b 0.5 fclay 799.3

665.0 ot < 3b, use Modified Broms method

MmaxClay

MmaxClayi MmodBromsi

Lot1Clayi

3. biif

MBromsi

MmaxClayreturn

MmaxClay 799.3

665.0

Mmax

Mmaxi MmaxSandi

TypeSoili "Sand"=if

MmaxClayi

Mmaxreturn

704.3

583.0 kip ft (Service moment)

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 in longitudinal bar area (#11 bar) dbar 1.41 in longitudinal bar diameter (#11 bar)

Av.bar 0.31 in stirrup area (#5 bar) SM Vol-9 13.6.2 dv.bar 0.625 in stirrup diameter(#5 bar)

3/19/2026 SpanOverheadSignOT-1.xmcd Page 21/34 sv1 4 in stirrup spacing, depth = 0 ft-2 ft SM Vol-9 13.6.2 sv2 SpacingStirrup in stirrup spacing, depth = 2 ft-depth.stir sv3 12 in stirrup spacing, depth > depth.stir

Num_Spaces_DD min #Spaces0 floor

Lshaft.length0 3 ft sv20

Num_Spaces_FD min #Spaces1 floor

Lshaft.length1 sv21

Num_Spaces_xD Num_Spaces_DD

Num_Spaces_FD stirrup depth, see s.v2 and s.v3 above depthstir 2 ft Num_Spaces_xD sv2

9.333

Numbar.eq1 0.01

Abar π b

LRFD 5.7.4.2

Numbar.eq2 0.135

Abar Fy.rebar fc

Numbar

Numbari ceil Numbar.eq1i

Numbar.eq1i Numbar.eq2i if ceil Numbar.eq2i

Numbarreturn number of longitudinal bars

ReinfClearSpacing b 2 cover dv.bar dbar π

6.09 in

3/19/2026 SpanOverheadSignOT-1.xmcd Page 22/34

CheckReinfClearSpacingleft if ReinfClearSpacing0 6in "OK" "No Good" SDG 3.6.10

CheckReinfClearSpacingleft "OK"

CheckReinfClearSpacingright if ReinfClearSpacing1 6in "OK" "No Good" SDG 3.6.10

CheckReinfClearSpacingright "OK"

Check Shear and Torsion ϕshr 0.90 Shear Resistance Factor LRFD 5.5.4.2.1 ϕtor 0.90 Torsion Resistance Factor LRFD 5.5.4.2.1

Vu Vx

19.0

Tu Torsion

Area and perimeter of concrete cross-section

Acp π

2827.4 pcp 2 π

188.5

Diameter, perimeter and area enclosed by the centerline of the outermost closed transverse torsion reinforcement doh b 2 cover dv.bar

47.4 in ph π doh 148.8

Aoh π doh

1762.7

Ao 0.85 Aoh 1498.3

Effective shear depth

Dr b 2 cover dv.bar

3.778

3/19/2026 SpanOverheadSignOT-1.xmcd Page 23/34

LRFD C5.8.2.1

de b

Dr

3.703 dv dvi max 0.9 dei

0.72 bi dvreturn

3.600

Check Shear Strength

LRFD Eqn 5.8.3.3-3 Vc 0.0316 2.0( ) ksi

327.6 kip LRFD 5.8.3.4.1

ACI 11.3.3

sv.shear sv.sheari max sv1 sv2i sv3 sv.shearreturn sv.shear

Vs

Av.bar Fy.rebar dv sv.shear

67.0 kip LRFD Eqn 5.8.3.3-4 ϕshr 0.9 Vu

ShearRatio

ShearRatioi max

Vui ϕshr Vci ϕshr Vsi

ShearRatioreturn

3/19/2026 SpanOverheadSignOT-1.xmcd Page 24/34

Check Torsion Strength

LRFD Eqn 5.8.3.6.2-1 Tn1

2 Ao Av.bar Fy.rebar sv1

1161.2

LRFD 5.8.3.4.1

Tn2

2 Ao Av.bar Fy.rebar sv2

580.6

Tn3

2 Ao Av.bar Fy.rebar sv3

387.1 ϕtor 0.9 Tu kip ft LreqdTor

Tor2sand

Tor2sandi Tui max π bi 2 ft Offseti γsoili

2 ft Offseti ωfdoti bi

0 kip ft

Tor2sandreturn

Tor3sand

Tor3sandi Tui max π bi depthstiri Offseti γsoili depthstiri

0 kip

Tor3sandreturn

65.9

71.9

Tor2clay

Tor2clayi Tui max fsei π bi 2.0 ft Offseti 1.5 ft bi

Tor2clayreturn

3/19/2026 SpanOverheadSignOT-1.xmcd Page 25/34

Tor3clay

Tor3clayi Tui max fsei π bi depthstiri

Offseti 1.5 ft

Tor3clayreturn

118.0

118.7

Tor2

Tor2i Tor2sandi TypeSoili

"Sand"=if

Tor2clayi

Tor2return

Tor3

Tor3i Tor3sandi TypeSoili

"Sand"=if

Tor3clayi

Tor3return

65.9

71.9

TorRation1

Tu ϕtor Tn1

0.008

0.007

TorRation2 ϕtor Tn2

0.015

0.014

TorRation3 ϕtor Tn3

0.189

0.207

3/19/2026 SpanOverheadSignOT-1.xmcd Page 26/34

TorRatio

TorRatioi max TorRation1i TorRation2i TorRation3i

TorRatioreturn

0.015

0.014

Tcr 0.125 ksi

Acp pcp in kip in 883.6 kip ft LRFD Eqn 5.8.2.1-4

TorsionRatio

TorsionRatioi TorRatioi Tui

0.25 ϕtor Tcri

0 otherwise

TorsionRatioreturn

LRFD Eqn 5.8.2.1-3

CheckShearTorsionleft if ShearRatio0 TorsionRatio0 1 "OK" "No Good" "OK"

CheckShearTorsionleft "OK"

CheckShearTorsionright if ShearRatio1 TorsionRatio1 1 "OK" "No Good" "OK"

CheckShearTorsionright "OK"

Check Maximum Spacing Transverse Reinforcement vu Vu ϕshr b dv

0.01 ksi 0.125 fc 0.5 ksi LRFD Eqn 5.8.2.9-1 smax1 smax1i min 0.8 dvi

24 in smax1return in LRFD Eqn 5.8.2.7-1

3/19/2026 SpanOverheadSignOT-1.xmcd Page 27/34 smax2 smax2i min 0.4 dvi

12 in smax2return in LRFD Eqn 5.8.2.7-2 smax smaxi smax1i vui 0.125 fcif smax2i smaxreturn

CheckMaxSpacingTransvReinfleft if max sv1 sv20 smax0 "OK" "No Good"

CheckMaxSpacingTransvReinfleft "OK"

CheckMaxSpacingTransvReinfright if max sv1 sv20

CheckMaxSpacingTransvReinfright "OK"

C heck Longitudinal Reinforcement for Combined Shear and Torsion

LRFD Eqn 5.8.3.6.3-1 Mu Mx

561.7

478.0

Vtemp

Vtempi max

Vui ϕshr

0.5 Vsi

Vtemp lbf

LongReinfshr.tor

Mu ϕtor dv

0.45 ph Tu

2 Ao ϕtor kip

Fy.rebar

2.93

2.49

3/19/2026 SpanOverheadSignOT-1.xmcd Page 28/34

Numbar Abar 29.6

CheckLongReinfshr.tor.left if Numbar0 Abar LongReinfshr.tor0

CheckLongReinfshr.tor.left "OK"

CheckLongReinfshr.tor.right if Numbar1 Abar LongReinfshr.tor1

CheckLongReinfshr.tor.right "OK"

FDOT

References

LRFD = AASHTO LRFD Bridge Design Specifications

LRFD LTS = AASHTO Luminaire, Traffic Signal, and Sign Structure Specifications.

SM = FDOT Structures Manual

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

FDOT

Left Drilled Shaft Output

LLtShaft "n/a" IncludeShaft 1if

Lshaft.length0

DLtShaft "n/a" IncludeShaft 1if

DShaft0

3/19/2026 SpanOverheadSignOT-1.xmcd Page 29/34 dLtLongReinf "n/a" IncludeShaft 1if

NumBars num2str Numbar0 concat NumBars " No. 11 bars evenly spaced"( )

CheckLtMassConcrete "n/a" IncludeShaft 1if

CheckMassConcrete0 otherwise

#SpacesLtStirrup "n/a" IncludeShaft 1if

Num_Spaces_DD otherwise

SpacingLtShearStirrup "n/a" IncludeShaft 1if

SpacingStirrup0 fceil a( ) ceil a( ) floor a( ) ceil a( ) a 0.99if

#Spaces_DF fceil

3 ft Num_Spaces_DD SpacingStirrup0

#Spaces_DF 9

CheckSpacingLtLongReinf "n/a"return IncludeShaft 1if msg "OK" CheckReinfClearSpacingleft "OK"=if

ClearSpc num2str round ReinfClearSpacing0 msg concat "Say OK (" ClearSpc " in)"( )

ReinfClearSpacing0 5.85 inif msg "N.G. Try decreasing shaft diameter (DB)." otherwise otherwise msgreturn

3/19/2026 SpanOverheadSignOT-1.xmcd Page 30/34

CheckCapacityLtLongReinf "n/a"return IncludeShaft 1if msg "OK" CheckLongReinfshr.tor.left "OK"=if msg "N.G. Try increasing shaft diameter and/or decreasing stirrup spacing

CheckShearTorsionCombLt "n/a"return IncludeShaft 1if msg "OK" CheckShearTorsionleft "OK"=if msg "N.G. Try increasing number of stirrup spaces (DD), decreasing stirru

CheckMaxSpacingLtStirrup "n/a"return IncludeShaft 1if msg "OK" CheckMaxSpacingTransvReinfleft "OK"=if msg "N.G. Try decreasing shaft diameter (DB)." otherwise

Right Drilled Shaft Output

LRtShaft "n/a" IncludeShaft 1if

Lshaft.length1

DRtShaft "n/a" IncludeShaft 1if

DShaft1 dRtLongReinf "n/a" IncludeShaft 1if

NumBars num2str Numbar1

CheckRtMassConcrete "n/a" IncludeShaft 1if

CheckMassConcrete1 otherwise

#SpacesRtStirrup "n/a" IncludeShaft 1if

Num_Spaces_FD otherwise

3/19/2026 SpanOverheadSignOT-1.xmcd Page 31/34

SpacingRtShearStirrup "n/a" IncludeShaft 1if

SpacingStirrup1

CheckSpacingRtLongReinf "n/a"return IncludeShaft 1if msg "OK" CheckReinfClearSpacingright "OK"=if

ClearSpc num2str round ReinfClearSpacing1

ReinfClearSpacing1 5.9 inif msg "N.G. Try decreasing shaft diameter (FB)." otherwise otherwise

CheckCapacityRtLongReinf "n/a"return IncludeShaft 1if msg "OK" CheckLongReinfshr.tor.right "OK"=if msg "N.G. Try increasing shaft diameter and/or decreasing stirrup spacing

CheckShearTorsionCombRt "n/a"return IncludeShaft 1if msg "OK" CheckShearTorsionright "OK"=if msg "N.G. Try increasing number of stirrup spaces (FD), decreasing stirru

CheckMaxSpacingRtStirrup "n/a"return IncludeShaft 1if msg "OK" CheckMaxSpacingTransvReinfright "OK"=if msg "N.G. Try decreasing shaft diameter (FB)." otherwise

Drilled Shaft Calculations

Anchor Bolt Calculations

3/19/2026 SpanOverheadSignOT-1.xmcd Page 32/34

Drilled Shaft Design

Left Drilled Shaft Design Checks

CheckLtMassConcrete "OK"

CheckSpacingLtLongReinf "OK"

CheckCapacityLtLongReinf "OK"

CheckShearTorsionCombLt "OK"

CheckMaxSpacingLtStirrup "OK"

Left Drilled Shaft Dimensions/Reinforcing

(DA) LLtShaft 19.0 ft

(DB) DLtShaft 5.0 ft

(DC) dLtLongReinf "19 No. 11 bars evenly spaced"

(DD) #SpacesLtStirrup 11

(DE) SpacingLtShearStirrup 8.00 in

Right Drilled Shaft Design Checks

CheckRtMassConcrete "OK"

CheckSpacingRtLongReinf "OK"

CheckCapacityRtLongReinf "OK"

CheckShearTorsionCombRt "OK"

CheckMaxSpacingRtStirrup "OK"

Right Drilled Shaft Dimensions/Reinforcing

(FA) LRtShaft 18.0 ft

(FB) DRtShaft 5.0 ft

(FC) dRtLongReinf "19 No. 11 bars evenly spaced"

(FD) #SpacesRtStirrup 11

(FE) SpacingRtShearStirrup 8.00 in

Anchor Bolt Design

Anchor Bolt Lengths

(DF) LLtAnchorEmbed 40 in

(FF) LRtAnchorEmbed 40 in

Additional Anchor Bolt Checks

CheckCapacityLtAnchor "OK" CheckCapacityRtAnchor "OK"

CheckBreakoutLtAnchor "OK" CheckBreakoutRtAnchor "OK"

ClearSpacingbar.to.bar 6.1 in should be ~6" for concrete to flow from inside to outside of the reinforcing cage should be >=2" for anchorage placement inside the reinforcement cage

ClearSpacingbar.to.bolt.left 4.1 in Checkclear.bar.to.bolt

ClearSpacingbar.to.bolt.right 4.1 in

3/19/2026 SpanOverheadSignOT-1.xmcd Page 33/34

Create MicroStation File

MicroStation Data

Create MicroStation Text File

File Name

MicroStation Table Directions

1. Open the text menu and select "TableData" on the menu. This sets the text font for correct placement in the table.

2. Open the key‐in dialog box and type in “include” and then add the full path to the text file.

3. Place the text using the text node provided in the Table. Some minor adjustment may be necessary to center the text.

Check All

CheckAll_Results "All checks are OK"

Checks_Not_OK "none"

Use same name as current data file

ECD_OT-1.txt

3/19/2026 SpanOverheadSignOT-1.xmcd Page 34/34

Span Overhead Sign Program LRFD v1.5

© 2021 Florida Department of Transportation

User manual including Program Changes

FDOT

Design Specifications & References:

[LRFD LTS] AASHTO LRFD Specifications for Structural Supports for Highway Signs, Luminaires & Traffic Signals [AASHTO] AASHTO LRFD Bridge Design Specifications.

[SMn] - FDOT Structures Manual. n=1: Structures Design Guidelines; n=3: FDOT Modifications to Standard Specifications for Structural Supports for Highway Signs, Luminaires and Traffic Signals (LRFDLTS).

[Index] - FDOT Standard Plans.

[AISC} Steel Construction Manual.

Reference:J:\PROJECTS\T202502 - CFTOD C006779 GEC Services\TWO No. 1_ECD OH Truss Design\Project Data\Structures\Task 2

Change Folder Data Files Folder

J:\PROJECTS\T202502 - CFTOD C006779 GEC Services\TWO No. 1_ECD OH Truss Design\Project Data\Structures\Task 2 - OH Signs\Design\OH Sign Structures\MathCad Files\OverheadSign-SpanV1.5\Data\

Open Existing Data File (optional)

Sign Number

ECD_OT-1.dat ECD_OT-2.dat Ex1 - Static Sign Panels (Typical).dat Ex2 - Static Sign Panels Front and Back.dat Ex3 - Long Span Structure.dat Ex4 - Walk-In DMS with Walkway.dat Ex5 - Front-Access DMS with Static Signs.dat Ex6 - Walk-In and Front-Access DMS.dat

Station

Project Data

Project Name

CFTOD C006779Project No.

3/18/26Designed by Date

JFM 3/19/26Checked by Date

Sign Structure Data

DMW

ECD TRUSS REPLACEMENT

OT-2

25+82.76

Refresh List

Open File

Page 1 of 34 Printed: 3/19/2026 10:04 AM

Material Properties Data Upright and Chords: ASTM A500, Web Angles: ASTM A709 Grade 36

Vertical Clearance

58Fy of Upright ksi Fu of Upright ksi ft

58Fy of Web ksi Fu of Web ksi

58Fy of Chord ksi Fu of Chord ksi

Truss Data

Truss Length ft ft

Left Truss Height ft

Right Truss Height

No. of Truss Panels

Vert. Truss Depth ft

Wind Load Data Standard Plans and

Instructions Index 700-041Design Wind Speed mph

34Wind Height ft

75.00

23.483

24.433

18.583

3/19/2026 SpanOverheadSignOT-2.xmcd Page 2/34

Load Data

Reset Load Data

Show Panels 11-20Sign Panels

Sign Panel

Back-side Mounted?

Walkways

Width

Number of Hangers

(plf)

Attachments

Attachment

Projected Area

(sq. ft)

Drag Coeff., Cd

Attached to Which Chord Member?

(Top / Bottom / Back)

Horizontal

* Vertical offsets are input as negative values when element centroid is below the truss centerline.

Attachment

(lb)

DMS Panels

DMS Panel

Depth

2.13 1.08 -6.5429.0 5

23.0 12.0 47.5 0.0 5

2.13 1.08 41.5 -6.54 5

2.13 1.08 -6.54 5

53.0

23.01 12.0 23.5 0.0 5

3/19/2026 SpanOverheadSignOT-2.xmcd Page 3/34

Member Data

Member Properties

Chord Size Design Properties

Nominal Weight

5.56Outside Diameter ( D ) in

0.349Wall Thickness ( t ) in

5.72Area ( A ) in2

19.5Moment of Inertia ( I ) in4

1.85Radius of Gyration ( r ) in

39Torsional Constant ( J ) in4

20.8Nominal Weight plf

Web Size Design Properties plf

4Leg Length ( b ) in

0.5Leg Thickness ( t ) in

3.75Area ( A ) in2

1.18Dist. to Centroid ( x

) in

5.52X Moment of Inertia ( Ix ) in4

1.21X Rad. of Gyration ( rx ) in

0.776Z Rad. of Gyration ( rz ) in

12.8Nominal Weight plf

Left Upright Size Design Properties

Outside Diameter ( D ) in

Wall Thickness ( t ) in

Area ( A ) in2

Moment of Inertia ( I ) in4

Radius of Gyration ( r ) in

Torsional Constant ( J ) in4

Nominal Weight plf

Right Upright Size Design Properties

Outside Diameter ( D ) in

Wall Thickness ( t ) in

Area ( A ) in2

Moment of Inertia ( I ) in4

Radius of Gyration ( r ) in

Torsional Constant ( J ) in4

41.4

140.8

8.29

0.562

41.4

140.8

8.29

0.562

3.50" O.D. Pipe, 0.216" Wall 4.00" O.D. Pipe, 0.226" Wall 4.50" O.D. Pipe, 0.237" Wall 4.50" O.D. Pipe, 0.337" Wall 5.563" O.D. Pipe, 0.258" Wall 5.563" O.D. Pipe, 0.375" Wall 6.625" O.D. Pipe, 0.432" Wall 8.625" O.D. Pipe, 0.500" Wall

CUSTOM

Angle 2-1/2" x 2-1/2" x 1/4" Angle 3" x 3" x 1/4" Angle 3" x 3" x 5/16" Angle 3-1/2" x 3-1/2" x 5/16" Angle 3-1/2" x 3-1/2" x 3/8" Angle 4" x 4" x 3/8" Angle 4" x 4" x 1/2" Angle 5" x 5" x 1/2"

CUSTOM

12.75" O.D. Pipe, 0.375" Wall 14" O.D. Pipe, 0.375" Wall 16" O.D. Pipe, 0.375" Wall 18" O.D. Pipe, 0.438" Wall 20" O.D. Pipe, 0.500" Wall 24" O.D. Pipe, 0.375" Wall 24" O.D. Pipe, 0.562" Wall 24" O.D. Pipe, 0.750" Wall 30" O.D. Pipe, 0.500" Wall 30" O.D. Pipe, 0.625" Wall 30" O.D. Pipe, 0.750" Wall

12.75" O.D. Pipe, 0.375" Wall 14" O.D. Pipe, 0.375" Wall 16" O.D. Pipe, 0.375" Wall 18" O.D. Pipe, 0.438" Wall 20" O.D. Pipe, 0.500" Wall 24" O.D. Pipe, 0.375" Wall 24" O.D. Pipe, 0.562" Wall 24" O.D. Pipe, 0.750" Wall 30" O.D. Pipe, 0.500" Wall 30" O.D. Pipe, 0.625" Wall 30" O.D. Pipe, 0.750" Wall

3/19/2026 SpanOverheadSignOT-2.xmcd Page 4/34

Connection Data

Splice

3/4'' 7/8'' 1''

Splice Bolt Diameter

Number of Splice Bolts

Gusset Plates

5/8'' 3/4'' 7/8'' 1'' 1-1/4''

3/8'' 1/2'' 5/8'' 3/4'' 7/8'' 1''

Min. Gusset Bolt Diameter

Min. Gusset Plate Thickness

Truss Connections

7/8'' 1''

7/8'' 1''

Left Truss Bolt Diameter

Right Truss Bolt Diameter

Number of Left Truss Bolts

Number of Right Truss Bolts

1/2'' 5/8'' 3/4'' 7/8'' 1''

1/2'' 5/8'' 3/4'' 7/8'' 1''

Min. Horizontal Plate Thickness

Min. Vertical Plate Thickness

Base Connection

1'' 1-1/2'' 1-3/4'' 2'' 2-1/4'' 2-1/2''

Left Anchor Bolt Diameter

Left Number of Anchor Bolts

1'' 1-1/2'' 1-3/4'' 2'' 2-1/4'' 2-1/2''

Right Anchor Bolts Diameter

Right Number of Anchor Bolts

1'' 1-1/4'' 1-1/2'' 1-3/4'' 2''

3/8'' 1/2'' 5/8'' 3/4'' 7/8'' 1''

Min. Base Plate Thickness

Min. Stiffener Plate Thickness

3/19/2026 SpanOverheadSignOT-2.xmcd Page 5/34

Foundation Data

Drilled Shafts None

Foundation Type

Left Drilled Shaft Data

Sand Clay

Soil Type

55Soil Density, soil pcf

32Friction Angle, deg

20SPT Number (Nblows)

Shear Strength, c ksf

5.0Shaft Diameter (DB) ft

2Ground to Top of Shaft Offset ft

11Number of Stirrup Spaces (DD)

8Stirrup Spacing (DE) in

Right Drilled Shaft Data

Sand Clay

Soil Type

45Soil Density, soil pcf

29Friction Angle, deg

7SPT Number (Nblows)

Shear Strength, c ksf

5.0Shaft Diameter (FB) ft

2Ground to Top of Shaft Offset ft

11Number of Stirrup Spaces (FD)

8Stirrup Spacing (FE) in

3/19/2026 SpanOverheadSignOT-2.xmcd Page 6/34

Save Data

Save Data File (optional)

File Name

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

Data Initialization

Geometry Check Calculations

Preliminary Geometry Checks

CheckLengtTrussPanel "OK"

CheckClearanceWeb "OK"

CheckLayoutSignPanel "OK"

CheckOverlapPanel "OK"

CheckDMS "n/a"

Member Slenderness Checks

CheckSlendernessChord "OK" KLrChord 60.811

CheckSlendernessWeb "OK" KLrWeb 163.715

CheckClassification.chord "OK" SectionClassification.local.buckling.chord "Compact"

CheckClassification.web "OK" SectionClassification.local.buckling.web "Compact"

3D Model Data and Wireframe Diagram

Design Forces Fatigue Forces and Total Forces

Truss Diagram Data

Save Data

Use current input file

ECD_OT-2.dat

3/19/2026 SpanOverheadSignOT-2.xmcd Page 7/34

Truss Diagram

Note: Use your mouse and keyboard to zoom in, zoom out or rotate the 3D plot above.

(See "Rotating, Spinning, or Zooming a 3D Plot" in Mathcad Help for instructions.)

3D Structural Analysis

Note: A new analysis MUST be run after any change in program input.

PC-SAP Output Data and Design Check Calculations Maximum Reactions and Results Output

Run Analysis

3/19/2026 SpanOverheadSignOT-2.xmcd Page 8/34

ProjectName "ECD TRUSS REPLACEMENT"

SignName "OT-2"

SignStation "25+82.76" vwind 150 mph

Results

Sign Structure Geometry Standard Plans Index 700-041

(A) LTruss 75 ft

(B) HLeft.Truss 23.483 ft

(C) HRight.Truss 24.433 ft

(D) #TrussPanels "8 @ 9' 4-1/2" ( Total_Length = 75 ft. )"

(E) DVerticalTruss 60 in

DHorzTruss 51.962 in

Sign Structure Members CFIChord "0.697 OK"(F) ChordMember "5.563" O.D. Pipe, 0.375" Wall" CFIWeb "0.334 OK"(G) WebMember "Angle 4" x 4" x 1/2"" CFILtUpright "0.521 OK"(H) UprightMemberLeft "24" O.D. Pipe, 0.562" Wall" CFIRtUpright "0.582 OK"(J) UprightMemberRight "24" O.D. Pipe, 0.562" Wall"

(K) Camber "3/4""

Additional Design Checks

CheckSignHangers "OK"

CheckTrussDeflection "OK"

Max. Reactions at Base of Left Upright

LongMomLt 475.5 kip ft

LongShearLt 20.3 kip

TransMomLt 51.3 kip ft

TransShearLt 5.1 kip

AxialLt 11.5 kip

TorqueLt 10.2 kip ft

Max. Reactions at Base of Right Upright

LongMomRt 531.1 kip ft

LongShearRt 22.1 kip

TransMomRt 53.1 kip ft

TransShearRt 5.0 kip

AxialRt 11.8 kip

TorqueRt 10.2 kip ft

3/19/2026 SpanOverheadSignOT-2.xmcd Page 9/34

Splice Calculations

Gusset Plate Calculations

Truss Connection Calculations Base Plate Calculations

Connection Output

Connection Values Note: All truss bolted connections use A325 bolts anchor bolts are ASTM F1554.

All welds are sized assuming E70xx electrodes.

Splice Connection

(SA) SizeAngle "Angle 5" x 5" x 1/2""

(SB) #BoltsReqd.in.Splice "6"

(SC) dBoltReqd.for.Splice "7/8" Dia."

CheckSpacing "OK"

CheckBoltSplice "OK"

Alternate Flange Splice Connection

(PA) tFlange "1-3/8""

(PB) OffsetBolt "2""

(PC) WeldInside "5/16""

(PD) WeldOutside "3/8""

(PE) dBolt "1""

(PF) #Bolts "9"

Gusset Plates

(GA) tGus "1/2""

(GB) dGusBolt "7/8" Dia."

(GC) LBackChordGus "1' 8-3/4""

(GD) HBackChordGus "8""

(GE) LFrontChordGus "1' 5-1/4""

(GF) HFrontChordGus "6-1/2""

(GG) LCenterFrontGus "2' 9-1/2""

(GH) LBackTrussEnd "1' 3/4""

(GJ) HBackTrussEnd "8-1/4""

(GK) LFrontTrussEnd "1' 1-3/4""

(GL) WeldGusset.To.Chord "3/16""

CheckThicknessGusset "OK"

3/19/2026 SpanOverheadSignOT-2.xmcd Page 10/34

Left Truss Connection

(LA) dLtBolt "7/8" Dia."

(LB) #BoltsLt "6"

(LC) tLtHorzConnPL "1/2""

(LD) tLtVertConnPL "1/2""

(LE) WeldLtHorzPLtoUpright "3/16""

(LF) WeldLtVertPLtoUpright "3/16""

(LG) WeldLtConnPLtoChord "3/16""

(LH) WeldLtVertPLtoHorzPL "3/16""

Additional Left Truss Connection Checks

CheckBoltLtTruss.Alter "OK"

CheckBoltLtTruss "OK"

CheckThicknessLtHorz.Plate "OK"

CheckThicknessLtVert.Plate "OK"

CheckThicknessLtConn.Plate "OK"

CheckThicknessLtHorz.Vert "OK"

CheckLtHorzPL "OK"

CheckLtVertPL "OK"

CheckLtUpright "OK"

Right Truss Connection

(RA) dRtBolt "7/8" Dia."

(RB) #BoltsRt "6"

(RC) tRtHorzConnPL "1/2""

(RD) tRtVertConnPL "1/2""

(RE) WeldRtHorzPLtoUpright "3/16""

(RF) WeldRtVertPLtoUpright "3/16""

(RG) WeldRtConnPLtoChord "3/16""

(RH) WeldRtVertPLtoHorzPL "3/16""

Additional Right Truss Connection Checks

CheckBoltRtTruss.Alter "OK"

CheckBoltRtTruss "OK"

CheckThicknessRtHorz.Plate "OK"

CheckThicknessRtVert.Plate "OK"

CheckThicknessRtConn.Plate "OK"

CheckThicknessRtHorz.Vert "OK"

CheckRtHorzPL "OK"

CheckRtVertPL "OK"

CheckRtUpright "OK"

3/19/2026 SpanOverheadSignOT-2.xmcd Page 11/34

Left Base Connection

(BA) dLtAnchor "2" Dia."

(BB) #AnchorLt 10

(BC) tLtBase "2""

(BD) tLtStiff "5/8""

(BE) HLtStiff "2' 3-1/4""

(BF) WeldLtBaseInside "5/16""

(BG) WeldLtBaseOutside "5/16""

(BH) WeldLtStifftoBase "5/16""

(BJ) WeldLtStifftoUpright "1/4""

Right Base Connection

(CA) dRtAnchor "2" Dia."

(CB) #AnchorRt 10

(CC) tRtBase "2""

(CD) tRtStiff "5/8""

(CE) HRtStiff "2' 3-1/4""

(CF) WeldRtBaseInside "5/16""

(CG) WeldRtBaseOutside "5/16""

(CH) WeldRtStifftoBase "5/16""

(CJ) WeldRtStifftoUpright "1/4""

Additional Base Connection Checks

CheckThicknessRatioLtStiff.to.Upright "OK"

CheckThicknessRatioRtStiff.to.Upright "OK"

CheckWeldSizeLimitLtBaseUpright.in "OK"

CheckWeldSizeLimitLtBaseUpright.out "OK"

CheckWeldSizeLimitRtBaseUpright.in "OK"

CheckWeldSizeLimitRtBaseUpright.out "OK"

CheckWeldSizeLimitLtStiffBase "OK"

CheckWeldSizeLimitRtStiffBase "OK"

CheckWeldSizeLimitLtStiffUpright "OK"

CheckWeldSizeLimitRtStiffUpright "OK"

CheckSpacingLtStiff "OK"

CheckSpacingRtStiff "OK"

3/19/2026 SpanOverheadSignOT-2.xmcd Page 12/34

Fatigue Calculations

Fatigue Design Checks

Left Base Connection

CheckFatigueLtUpright "OK (2.37 ksi < 7 ksi)"

CheckFatigueLtBase "OK (1.16 ksi < 2.81 ksi)"

CheckFatigueLtAnchor "OK (0.26 ksi < 7 ksi)"

Right Base Connection

CheckFatigueRtUpright "OK (2.63 ksi < 7 ksi)"

CheckFatigueRtBase "OK (1.28 ksi < 2.81 ksi)"

CheckFatigueRtAnchor "OK (0.29 ksi < 7 ksi)"

Chord Member and Connections

CheckFatigueChordTruss "OK (2 ksi < 4.5 ksi)"

CheckFatigueChordSplice "OK (2.31 ksi < 7 ksi)"

CheckFatigueChordSlot "OK (0.35 ksi < 2.6 ksi)"

CheckFatigueHalfChord "OK (0.18 ksi < 2.6 ksi)"

CheckFatigueLtTrussBolt "OK (0.03 ksi < 7 ksi)"

CheckFatigueRtTrussBolt "OK (0.03 ksi < 7 ksi)"

Gusset Plates

CheckFatigueBackPlate "OK (0.04 ksi < 1.2 ksi)"

CheckFatigueBackEndPlate "OK (0.19 ksi < 1.2 ksi)"

CheckFatigueFrontPlate "OK (0.03 ksi < 1.2 ksi)"

CheckFatigueFrontEndPlate "OK (0.04 ksi < 1.2 ksi)"

CheckFatigueTopCenterPlate "OK (0.07 ksi < 1.2 ksi)"

CheckFatigueBotCenterPlate "OK (0.01 ksi < 1.2 ksi)"

Web Members

CheckFatigueWeb "OK (0.51 ksi < 7 ksi)"

Drilled Shaft Calculations

FDOT

Drilled Shaft Foundation for Sign & Signal Structures

FDOT

Drilled Shaft Design Input

3/19/2026 SpanOverheadSignOT-2.xmcd Page 13/34 left drilled shaft (typ) TypeSoil right drilled shaft (typ) γsoil γSoil pcf soil density (typical design value 45 to 50 pcf) ϕsoil ϕSoil deg soil friction angle (sand)

Nblows #Blows number of blows per foot csoil.user cSoil ksf soil shear strength (clay) ϕot 0.6 Resistance Factor against Overturning

SM Vol-3 13.6 ϕtor 0.9 Resistance Factor against Torsion SM Vol-3 13.6 b DShaft ft shaft diameter

Offset OffsetShaft ft groundline to top of foundation ii 0 1

CheckMassConcreteii if DShaftii 6ft "Mass Concrete Plan required" "OK"

CheckMassConcrete

Applied Loads

Mx

TransMomLt

TransMomRt

51.3

53.1

LongMomLt

LongMomRt

475.5

531.1

3/19/2026 SpanOverheadSignOT-2.xmcd Page 14/34

Vx

LongShearLt

LongShearRt

20.3

22.1

TransShearLt

TransShearRt

5.1

5.0

Axial AxialLt

AxialRt

11.5

11.8

TorqueLt

TorqueRt

10.2

Drilled Shaft Design Length

Compute Shaft Depth Required to Resist Overturning

Mtotal Mx

478.3

533.7

Ptotal Vx

21.0

22.6 short free-head pile in cohesionless soil using Broms method

Kp tan 45 deg ϕsoil

3.3

2.9 esand Offset

Guess value LotSand.init ϕot γsoil b LotSand.init

Kp

Ptotal esand LotSand.init Mtotal

LotSand.req Find LotSand.init 14.5

17.1

3/19/2026 SpanOverheadSignOT-2.xmcd Page 15/34

LotSand ceil LotSand.req short free-head pile in cohesive soil using Modified Broms method for L < 3b (see reference file for derivation) csoil csoili

0.1 ksf csoil.useri

0 ksf=if csoil.useri csoilreturn

Slope 8

3 b eclay

Ptotal Offset

24.8

25.6 nforce M N( ) Slope 2 M N( ) 2 csoil N mforce M( ) 2 csoil M Slope M m_arm M( ) eclay M

2 M Slope csoil csoil

M Slope 2 csoil n_arm M N( ) eclay M N

2 N Slope M Slope csoil M Slope csoil

Slope 2 M N( ) 2 csoil

Guess values Minit ft Ninit

Ptotal ϕot nforce Minit Ninit ϕot mforce Minit =

3/19/2026 SpanOverheadSignOT-2.xmcd Page 16/34 mforce Minit m_arm Minit nforce Minit Ninit n_arm Minit Ninit

Mfinal

Nfinal

Find Minit Ninit

Lot1Clay.req Mfinal Nfinal 15.2

15.7

Lot1Clay ceil Lot1Clay.req fclay

Ptotal

9 ϕot csoil b

0.8

0.8

Mmaxtemp Ptotal eclay 1.5 b 0.5 fclay gclay

Mmaxtemp

2.25 ϕot csoil b

10.1

10.6

Lot2Clay.req 1.5 b fclay gclay 18.4

18.9

Lot2Clay ceil Lot2Clay.req ot < 3b, use Modified Broms method

LotClay

LotClayi Lot1Clayi

Lot1Clayi

3. biif

Lot2Clayi

LotClayreturn

LotClay

3/19/2026 SpanOverheadSignOT-2.xmcd Page 17/34

Therefore, the required length to resist overturning is:

LreqdOT

LreqdOTi LotSandi

TypeSoili "Sand"=if

LotClayi

LreqdOTreturn

LreqdOT

Compute Shaft Depth Required to Resist Torsion

NOTE:ωfdot is based upon concrete/soil interaction. This torsion methodology is not to be used with permanent casing.

SM Vol-9 13.6 load transfer ratio; if 5<N<15, ωfdot is reduced by a factor of

Nblows ωfdot ωfdoti 0 Nblowsi

5if

1.5 Nblowsi

15if

1.5

Nblowsi ωfdotreturn

1.5

0.7

CohesionFactor 0.55 fse CohesionFactor csoil short free-head pile in cohesionless soil

Guess value LtorSand.init LreqdOT

3/19/2026 SpanOverheadSignOT-2.xmcd Page 18/34

Torsion ϕtor π b LtorSand.init γsoil LtorSand.init

LtorSand.req Find LtorSand.init 2.6

4.3

LtorSand ceil LtorSand.req short free-head pile in cohesive soil

Guess value LtorClay.init LreqdOT

Given fse π b( ) LtorClay.init 1.5 ft fse π ϕtor

LtorClay.req Find LtorClay.init 1.2

1.2

LtorClay ceil LtorClay.req

Therefore, the required length to resist torsion is:

LreqdTor

LreqdTori LtorSandi

TypeSoili "Sand"=if

LtorClayi

LreqdTorreturn

LreqdTor

3/19/2026 SpanOverheadSignOT-2.xmcd Page 19/34

Therefore, the required shaft length is:

Lembedded

Lembeddedi max LreqdTori

LreqdOTi

Lembeddedreturn

Lshaft.length Round Lembedded Offset 1 in

Compute Unfactored Maximum Moment in Shaft short free-head pile in cohesionless soil using Broms method fsand

2 Ptotal

3 ϕot γsoil b Kp

5.10

6.23

MmaxSand Ptotal esand fsand Ptotal fsand

591.5

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

Guess value fmod.init

Ptotal fmod.init b

2 ϕot csoil ϕot fmod.init Slope fmod Find fmod.init 3.6

3.8

MmodBroms Ptotal eclay fmod ϕot csoil b fmod ϕot b fmod

Slope

563.8

628.8

3/19/2026 SpanOverheadSignOT-2.xmcd Page 20/34

MBroms Ptotal eclay 1.5 b 0.5 fclay 685.5

758.3 ot < 3b, use Modified Broms method

MmaxClay

MmaxClayi MmodBromsi

Lot1Clayi

3. biif

MBromsi

MmaxClayreturn

MmaxClay 685.5

758.3

Mmaxi MmaxSandi

TypeSoili "Sand"=if

MmaxClayi

Mmaxreturn

591.5

673.0 kip ft (Service moment)

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 in longitudinal bar area (#11 bar) dbar 1.41 in longitudinal bar diameter (#11 bar)

Av.bar 0.31 in stirrup area (#5 bar) SM Vol-9 13.6.2 dv.bar 0.625 in stirrup diameter(#5 bar)

3/19/2026 SpanOverheadSignOT-2.xmcd Page 21/34 sv1 4 in stirrup spacing, depth = 0 ft-2 ft SM Vol-9 13.6.2 sv2 SpacingStirrup in stirrup spacing, depth = 2 ft-depth.stir sv3 12 in stirrup spacing, depth > depth.stir

Num_Spaces_DD min #Spaces0 floor

Lshaft.length0 sv20

Num_Spaces_FD min #Spaces1 floor

Lshaft.length1 sv21

Num_Spaces_xD Num_Spaces_DD

Num_Spaces_FD stirrup depth, see s.v2 and s.v3 above depthstir 2 ft Num_Spaces_xD sv2

Numbar.eq1 0.01

Abar

LRFD 5.7.4.2

Numbar.eq2 0.135

Abar Fy.rebar

Numbari ceil Numbar.eq1i

Numbar.eq1i Numbar.eq2i ceil Numbar.eq2i

Numbarreturn number of longitudinal bars

ReinfClearSpacing b 2 cover dv.bar

3/19/2026 SpanOverheadSignOT-2.xmcd Page 22/34

CheckReinfClearSpacingleft if ReinfClearSpacing0 6in "OK" "No Good" SDG 3.6.10

CheckReinfClearSpacingleft "OK"

CheckReinfClearSpacingright if ReinfClearSpacing1 6in "OK" "No Good" SDG 3.6.10

CheckReinfClearSpacingright "OK"

Check Shear and Torsion ϕshr 0.90 Shear Resistance Factor LRFD 5.5.4.2.1 ϕtor 0.90 Torsion Resistance Factor LRFD 5.5.4.2.1

Vu Vx

21.0

Tu Torsion

Area and perimeter of concrete cross-section

Acp π pcp 2 π

Diameter, perimeter and area enclosed by the centerline of the outermost closed transverse torsion reinforcement doh b 2 cover dv.bar in ph π doh

Aoh π doh

Ao 0.85 Aoh

Effective shear depth

Dr b 2 cover dv.bar

3/19/2026 SpanOverheadSignOT-2.xmcd Page 23/34

LRFD C5.8.2.1

de b

Dr dvi max 0.9 dei

0.72 bi dvreturn

Check Shear Strength

LRFD Eqn 5.8.3.3-3 Vc 0.0316 2.0( ) ksi kip LRFD 5.8.3.4.1

ACI 11.3.3

sv.shear sv.sheari max sv1 sv2i sv.shearreturn sv.shear

Vs

Av.bar Fy.rebar dv sv.shear kip LRFD Eqn 5.8.3.3-4 ϕshr 0.9 Vu

ShearRatioi max

Vui ϕshr Vci ϕshr Vsi

ShearRatioreturn

3/19/2026 SpanOverheadSignOT-2.xmcd Page 24/34

Check Torsion Strength

LRFD Eqn 5.8.3.6.2-1 Tn1

2 Ao Av.bar Fy.rebar sv1

Tn2

2 Ao Av.bar Fy.rebar sv2

Tn3

2 Ao Av.bar Fy.rebar sv3 ϕtor 0.9 Tu kip ft LreqdTor

Tor2sandi Tui max π bi 2 ft Offseti γsoili

2 ft Offseti

Tor2sandreturn

Tor3sandi Tui max π bi depthstiri γsoili depthstiri

Tor3sandreturn

76.9

23.1

Tor2clayi Tui max fsei π bi 2.0 ft Offseti 1.5 ft bi

Tor2clayreturn

3/19/2026 SpanOverheadSignOT-2.xmcd Page 25/34

Tor3clayi Tui max fsei π bi depthstiri

Offseti 1.5 ft

Tor3clayreturn

115.8

115.8

Tor2i Tor2sandi TypeSoili

"Sand"=if

Tor2clayi

Tor2return

Tor3i Tor3sandi TypeSoili

"Sand"=if

Tor3clayi

Tor3return

76.9

23.1

TorRation1

Tu ϕtor Tn1

0.010

0.010

TorRation2 ϕtor Tn2

0.019

TorRation3 ϕtor Tn3

0.221

0.066

3/19/2026 SpanOverheadSignOT-2.xmcd Page 26/34

TorRatioi max TorRation1i TorRation2i TorRation3i

TorRatioreturn

Tcr 0.125 ksi

Acp pcp in kip in kip ft LRFD Eqn 5.8.2.1-4

TorsionRatioi TorRatioi Tui

0.25 ϕtor Tcri

0 otherwise

TorsionRatioreturn

LRFD Eqn 5.8.2.1-3

CheckShearTorsionleft if ShearRatio0 TorsionRatio0 1 "OK" "No Good" "OK"

CheckShearTorsionleft "OK"

CheckShearTorsionright if ShearRatio1 TorsionRatio1 1 "OK" "No Good" "OK"

CheckShearTorsionright "OK"

Check Maximum Spacing Transverse Reinforcement vu Vu ϕshr b dv ksi 0.125 fc 0.5 ksi LRFD Eqn 5.8.2.9-1 smax1i min 0.8 dvi

24 in smax1return in LRFD Eqn 5.8.2.7-1

3/19/2026 SpanOverheadSignOT-2.xmcd Page 27/34 smax2i min 0.4 dvi smax2return in LRFD Eqn 5.8.2.7-2 smaxi smax1i vui 0.125 fcif smax2i smaxreturn

CheckMaxSpacingTransvReinfleft if max sv1 sv20

CheckMaxSpacingTransvReinfleft "OK"

CheckMaxSpacingTransvReinfright if max sv1 sv20

CheckMaxSpacingTransvReinfright "OK"

C heck Longitudinal Reinforcement for Combined Shear and Torsion

LRFD Eqn 5.8.3.6.3-1 Mu Mx

478.3

533.7

Vtemp

Vtempi max

Vui ϕshr

0.5 Vsi

lbf

LongReinfshr.tor

Mu ϕtor dv

0.45 ph Tu

2 Ao ϕtor kip

Fy.rebar

2.51

2.80

3/19/2026 SpanOverheadSignOT-2.xmcd Page 28/34

Numbar Abar

CheckLongReinfshr.tor.left if Numbar0 Abar LongReinfshr.tor0

CheckLongReinfshr.tor.left "OK"

CheckLongReinfshr.tor.right if Numbar1 Abar LongReinfshr.tor1

CheckLongReinfshr.tor.right "OK"

FDOT

References

LRFD = AASHTO LRFD Bridge Design Specifications

LRFD LTS = AASHTO Luminaire, Traffic Signal, and Sign Structure Specifications.

SM = FDOT Structures Manual

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

FDOT

Left Drilled Shaft Output

LLtShaft "n/a" IncludeShaft 1if

DLtShaft "n/a" IncludeShaft 1if

DShaft0

3/19/2026 SpanOverheadSignOT-2.xmcd Page 29/34 dLtLongReinf "n/a" IncludeShaft 1if

NumBars num2str Numbar0

CheckLtMassConcrete "n/a" IncludeShaft 1if

CheckMassConcrete0 otherwise

#SpacesLtStirrup "n/a" IncludeShaft 1if

Num_Spaces_DD otherwise

SpacingLtShearStirrup "n/a" IncludeShaft 1if

SpacingStirrup0 fceil a( ) ceil a( ) floor a( ) ceil a( ) a 0.99if

#Spaces_DF fceil

3 ft Num_Spaces_DD SpacingStirrup0

#Spaces_DF 7

CheckSpacingLtLongReinf "n/a"return IncludeShaft 1if msg "OK" CheckReinfClearSpacingleft "OK"=if

ClearSpc num2str round ReinfClearSpacing0

ReinfClearSpacing0 5.85 inif msg "N.G. Try decreasing shaft diameter (DB)." otherwise otherwise

3/19/2026 SpanOverheadSignOT-2.xmcd Page 30/34

CheckCapacityLtLongReinf "n/a"return IncludeShaft 1if msg "OK" CheckLongReinfshr.tor.left "OK"=if msg "N.G. Try increasing shaft diameter and/or decreasing stirrup spacing

CheckShearTorsionCombLt "n/a"return IncludeShaft 1if msg "OK" CheckShearTorsionleft "OK"=if msg "N.G. Try increasing number of stirrup spaces (DD), decreasing stirru

CheckMaxSpacingLtStirrup "n/a"return IncludeShaft 1if msg "OK" CheckMaxSpacingTransvReinfleft "OK"=if msg "N.G. Try decreasing shaft diameter (DB)." otherwise

Right Drilled Shaft Output

LRtShaft "n/a" IncludeShaft 1if

Lshaft.length1

DRtShaft "n/a" IncludeShaft 1if

DShaft1 dRtLongReinf "n/a" IncludeShaft 1if

NumBars num2str Numbar1

CheckRtMassConcrete "n/a" IncludeShaft 1if

CheckMassConcrete1 otherwise

#SpacesRtStirrup "n/a" IncludeShaft 1if

Num_Spaces_FD otherwise

3/19/2026 SpanOverheadSignOT-2.xmcd Page 31/34

SpacingRtShearStirrup "n/a" IncludeShaft 1if

SpacingStirrup1

CheckSpacingRtLongReinf "n/a"return IncludeShaft 1if msg "OK" CheckReinfClearSpacingright "OK"=if

ClearSpc num2str round ReinfClearSpacing1

ReinfClearSpacing1 5.9 inif msg "N.G. Try decreasing shaft diameter (FB)." otherwise otherwise

CheckCapacityRtLongReinf "n/a"return IncludeShaft 1if msg "OK" CheckLongReinfshr.tor.right "OK"=if msg "N.G. Try increasing shaft diameter and/or decreasing stirrup spacing

CheckShearTorsionCombRt "n/a"return IncludeShaft 1if msg "OK" CheckShearTorsionright "OK"=if msg "N.G. Try increasing number of stirrup spaces (FD), decreasing stirru

CheckMaxSpacingRtStirrup "n/a"return IncludeShaft 1if msg "OK" CheckMaxSpacingTransvReinfright "OK"=if msg "N.G. Try decreasing shaft diameter (FB)." otherwise

Drilled Shaft Calculations

Anchor Bolt Calculations

3/19/2026 SpanOverheadSignOT-2.xmcd Page 32/34

Drill…

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