24-8265_Exhibit_L-5_-_Structures_Calcs_S&S.pdf

Collier County Transportation Management Services Department FPID No. 451283-1-58-01

16th Street NE Bridge

Structures Calculations Book

This item has been digitally signed and sealed by:

on the date adjacent to the seal. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies.

Prepared for:

Collier County Transportation Management Services Department

Prepared by:

Kisinger Campo & Associates, Corp.

13461 Parker Commons Blvd.

Suite 104 Fort Myers, FL 33912

FPID No. 451283-1 Structures Calculations Book

Table of Contents

1.0 Geometry ............................................................................................ iv

1.1 Horizontal Geometry ............................................................................................. v

1.2 Vertical Geometry .................................................................................................vi

1.3 Wingwall Length ................................................................................................... vii

1.4 Vertical Clearance ............................................................................................... viii

1.5 Substructure Elevations ........................................................................................ix

1.6 Finished Grade Elevations .................................................................................... x

2.0 Superstructure ................................................................................... xi

2.1 FSB Layout .......................................................................................................... xii

2.2 Beam Design ...................................................................................................... xiii

2.2.1 FSB 15x60, Interior ...................................................................................... xiv

2.2.2 FSB 15x60, Exterior ......................................................................................xv

2.2.3 FSB 15x57, Exterior ..................................................................................... xvi

2.3 Build-Up and Deflection ..................................................................................... xvii

2.4 Bearing Pad Design .......................................................................................... xviii

2.5 Expansion Join Design........................................................................................ xix

3.0 Substructure ..................................................................................... xx

3.1 End Bent Design ................................................................................................. xxi

3.1.1 End Bent Loads .......................................................................................... xxii

3.1.2 End Bent Design ........................................................................................ xxiii

3.1.3 Wingwall Design ........................................................................................ xxiv

3.2 Intermediate Bent Design ................................................................................... xxv

3.2.1 Intermediate Bent Loads ............................................................................ xxvi

3.2.2 Intermediate Bent Design ......................................................................... xxvii

4.0 Foundation ................................................................................... xxviii

4.1 FB-Pier Loads ................................................................................................... xxix

4.2 Intermediate Bent Factored Design Load........................................................... xxx

4.3 Intermediate Bent Minimum Tip Analysis .......................................................... xxxi

4.4 End Bent Factored Design Load ...................................................................... xxxii

4.5 End Bent Minimum Tip Analysis ..................................................................... xxxiii

5.0 Rebar ............................................................................................ xxxiv

6.0 Quantities and Estimates ............................................................. xxxv

6.1 Quantities ........................................................................................................ xxxvi

6.2 Engineer’s Estimate ....................................................................................... xxxvii

7.0 Strain Pole .................................................................................. xxxviii

FPID No. 451283-1 iii Structures Calculations Book

1.0 Geometry

FPID No. 451283-1 iv Structures Calculations Book

1.1 Horizontal Geometry

HORIZONTAL GEOMETRY DSG: BAH 03/23

16TH ST NE BRIDGE

Copyright: (c) 2013 Bentley Systems, Incorporated. All rights reserved.

Project:

Subject:

Job No. 01 Operator: ST

Date: Tuesday March 14, 2023 10:46 am

SYSTEM FIX 4 ASEC 2 BEAR PRI 0 RED NE STA 4 FILE: '16THST_ALIGN'

* 1 $ 16TH ST NE BRIDGE

* 2 $ HORIZONTAL ALIGNMENTS

* 3 $ PRINTED BY BAH 03/13/23

* 4 $

* 5 $

* 6 $ ============================================================

* 7 $ CL CONST. 16TH ST.

* 8 $ ============================================================

* 9 $

* 10 DESCRIBE CHA CL_16TH_ST

Chain CL_16TH_ST contains:

1001 1003 1005 1007 1009 1010

Beginning chain CL_16TH_ST description

Description: CURRENT USE

Point 1001 N 689,581.7178 E 467,941.0724 Sta 1000+00.0000

Course from 1001 to 1003 N 0° 28' 38.85" W Dist 5,491.9112

Point 1003 N 695,073.4383 E 467,895.3076 Sta 1054+91.9112

Course from 1003 to 1005 N 2° 28' 38.85" W Dist 544.4205

Point 1005 N 695,617.3499 E 467,871.7742 Sta 1060+36.3316

Course from 1005 to 1007 N 0° 28' 38.85" W Dist 253.0000

Point 1007 N 695,870.3411 E 467,869.6660 Sta 1062+89.3316

Course from 1007 to 1009 N 1° 31' 21.15" E Dist 544.4205

Point 1009 N 696,414.5694 E 467,884.1313 Sta 1068+33.7521

Course from 1009 to 1010 N 0° 28' 38.85" W Dist 10,866.2479

Point 1010 N 707,280.4400 E 467,793.5814 Sta 1177+00.0000

HORIZONTAL GEOMETRY DSG: BAH 03/23

Ending chain CL_16TH_ST description

* 11 $

* 12 $ ============================================================

* 13 $ BL SURVEY 16TH ST.

* 14 $ ============================================================

* 15 $

* 16 DESCRIBE CHA BL_SURV_16TH

Chain BL_SURV_16TH contains:

154 155

Beginning chain BL_SURV_16TH description

Point 154 N 689,781.5525 E 467,920.4064 Sta 100+00.0000

Course from 154 to 155 N 0° 28' 38.85" W Dist 17,290.0000

Point 155 N 707,070.9522 E 467,776.3265 Sta 272+90.0000

Ending chain BL_SURV_16TH description

* 17 $

* 18 END

CHK: LM 03/2023

FPID No. 451283-1 v Structures Calculations Book

1.2 Vertical Geometry

VERTICAL GEOMETRY DSG: BAH 03/23

Copyright: (c) 2013 Bentley Systems, Incorporated. All rights reserved.

Project:

Subject:

Job No. 01 Operator: ST

Date: Tuesday March 14, 2023 10:47 am

SYSTEM FIX 4 ASEC 2 BEAR PRI 0 RED NE STA 4 FILE: '16THST_PROF'

* 1 $ 16TH ST NE BRIDGE

* 2 $ VERTICAL PROFILES

* 3 $ PRINTED BY BAH 03/13/23

* 4 $

* 5 $

* 6 $ ============================================================

* 7 $ CL CONST. 16TH ST.

* 8 $ ============================================================

* 9 $

* 10 PRINT PROFILE PR_16TH_ST

Beginning profile PR_16TH_ST description:

STATION ELEV GRADE TOTAL L BACK L AHEAD L

VPI 1 1054+91.9100 12.8947

VPC 1058+70.0000 12.8947 0.0000 K = 43.3

VPI 2 1059+25.0000 12.8947 110.0000 55.0000 55.0000

VPT 1059+80.0000 14.2923 2.5411

VPC 1060+95.0000 17.2146 2.5411 K = 30.7 SSD = 287.1

High Point 1061+73.0510 18.2062

VPI 3 1061+75.0000 19.2475 160.0000 80.0000 80.0000

VPT 1062+55.0000 17.1130 -2.6680

VPC 1063+70.0000 14.0448 -2.6680 K = 41.2

VPI 4 1064+25.0000 12.5774 110.0000 55.0000 55.0000

VPT 1064+80.0000 12.5774 0.0000

VPI 5 1068+33.7500 12.5774 0.0000

VPI 6 1068+90.0000 12.5774 0.0000

VPI 7 1069+35.0000 12.3346 -0.5395

VERTICAL GEOMETRY DSG: BAH 03/23

VPI 8 1069+81.8700 12.3346 0.0000

Ending profile PR_16TH_ST description

* 11 $

* 12 END

CHK: LM 03/2023

FPID No. 451283-1 vi Structures Calculations Book

1.3 Wingwall Length

KISINGER CAMPO & ASSOCIATES

COLLIER COUNTY

16TH STREET NE BRIDGE

WINGWALL LENGTH

DSG: BAH 02/23

CHK: BAH 02/23

Ver�cal Alignment:

VPC Sta�on: PCSta 106095ft:= VPC Eleva�on: PCEL 17.215ft:=

VPI Sta�on: PISta 106175ft:= VPI Eleva�on: PIEL 19.248ft:=

VPT Sta�on: PTSta 106255ft:= VPT Eleva�on: PTEL 17.113ft:=

Grade 1: g1 PIEL PCEL-( ) PISta PCSta-( ):= g1 2.541 %=

Grade 2: g2 PTEL PIEL-( ) PTSta PISta-( ):= g2 2.669- %=

Length of Profile: LVC PTSta PCSta-:= LVC 160 ft=

Ver�cal Profile Eqn.:

PGL x( ) PCEL x PCSta-( ) g1+ x PCStaif

PCEL x PCSta-( ) g1+ g2 g1-

2 LVC

x PCSta-( )2 + PCSta x< PTStaif

PTEL x PTSta-( ) g2+ otherwise

Bridge Geometry - Abutment 1

Begin Bridge Sta�on: Stabb 106096.75ft:=

PGL Eleva�on at Beg. Bridge: ELbb PGL Stabb( ):= ELbb 17.259 ft=

Length of front Berm: (Start slope at F.F. of Cap) berm 0ft:=

Width of Bent Cap: bcap 3.5ft:=

Width of Back Wall (Approach Slab): bbw 1ft:=

Offset to Le? Coping: offLt 25ft 1in+:=

Offset to Right Coping: offRt 25ft 4in+:=

Cross slope: xs 2%:=

Skew: ϕ 0deg:=

Sidewalk Curb Height (Le? Only): hcurb 6in:=

Sidewalk Width: bsw 6ft:=

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LM 03/2023

COLLIER COUNTY

CHK: BAH 02/23

Bridge Geometry - Abutment 1..Cont'd

Sidewalk Height at Le?

Coping:

hsw hcurb 2 xs bsw+:= hsw 0.740 ft=

End Bent 1 BoBom of Cap

Eleva�on at Le? Coping:

(See Substructure Eleva�ons) Elbotcap1 11.860ft:=

End Bent 1 BoBom of Cap

Eleva�on at Right Coping:

(See Substructure Eleva�ons) Elbotcap2 11.855ft:=

Design Wingwall Length - Abutment 1 Le0:

Eleva�on of Point 'A': ELA Elbotcap1 1ft+:= ELA 12.860 ft=

Dimension 'C': C bcap bbw-:= C 2.500 ft=

Ini�al Guess: x Stabb 4ft-:=

Given PGL x offLt tan ϕ( )-( ) offLt xs- hsw+ ELA

Stabb C+ berm+ x-( )+=

Loca�on of Point 'B': StaB Find x( ):= StaB 106090.30 ft=

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COLLIER COUNTY

CHK: BAH 02/23

Design Wingwall Length - Abutment 1 Le0...Cont'd

Eleva�on at Point 'B': ELB ELA

Stabb C+ berm+ StaB-( )+:= ELB 17.334 ft=

Change in Eleva�on: ∆h ELB ELA-:= ∆h 4.474 ft=

Dimension 'L': L 2 ∆h C- berm-:= L 6.448 ft=

Design Wingwall Length: Ldes

Ceil L in 12+ 1, ( ) in:= Ldes

7.5 ft=

Design Wingwall Length - Abutment 1 Right:

Eleva�on of Point 'A': ELA Elbotcap2 1ft+:= ELA 12.855 ft=

Ini�al Guess: x Stabb 4ft-:=

Given PGL x offRt tan ϕ( )-( ) offRt xs- ELA

Stabb C+ berm+ x-( )+=

Loca�on of Point 'B': StaB Find x( ):= StaB 106091.71 ft=

Eleva�on at Point 'B': ELB ELA

Stabb C+ berm+ StaB-( )+:= ELB 16.625 ft=

Change in Eleva�on: ∆h ELB ELA-:= ∆h 3.770 ft=

Dimension 'L': L 2 ∆h C- berm-:= L 5.039 ft=

Design Wingwall Length: Ldes

Ceil L in 12+ 1, ( ) in:= Ldes

6.083 ft=

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COLLIER COUNTY

CHK: BAH 02/23

Bridge Geometry - Abutment 4

End Bridge Sta�on: Staeb 106243.79ft:=

PGL Eleva�on at End. Bridge: ELeb PGL Staeb( ):= ELeb 17.392 ft=

End Bent 4 BoBom of Cap

Eleva�on at Le? Coping:

(See Substructure Eleva�ons) Elbotcap3 11.993ft:=

End Bent 4 BoBom of Cap

Eleva�on at Right Coping:

(See Substructure Eleva�ons) Elbotcap4 11.988ft:=

Design Wingwall Length - Abutment 4 Le0:

Eleva�on of Point 'A': ELA Elbotcap3 1ft+:= ELA 12.993 ft=

Ini�al Guess: x Staeb 4ft+:=

Given PGL x offLt tan ϕ( )-( ) offLt xs- hsw+ ELA x Staeb C- berm-( )- +=

StaB Find x( ):= StaB 106250.25 ft=

Eleva�on at Point 'B': ELB ELA

StaB Staeb C- berm-( )- +:= ELB 17.474 ft=

Change in Eleva�on: ∆h ELB ELA-:= ∆h 4.481 ft=

Dimension 'L': L 2 ∆h C- berm-:= L 6.463 ft=

Design Wingwall Length: Ldes

Ceil L in 12+ 1, ( ) in:= Ldes

7.5 ft=

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COLLIER COUNTY

CHK: BAH 02/23

Design Wingwall Length - Abutment 4 Right:

Eleva�on of Point 'A': ELA Elbotcap4 1ft+:= ELA 12.988 ft=

Ini�al Guess: x Staeb 4ft+:=

Given PGL x offRt tan ϕ( )-( ) offRt xs- ELA x Staeb C- berm-( )- +=

StaB Find x( ):= StaB 106248.84 ft=

Eleva�on at Point 'B': ELB ELA

StaB Staeb C- berm-( )- +:= ELB 16.764 ft=

Change in Eleva�on: ∆h ELB ELA-:= ∆h 3.776 ft=

Dimension 'L': L 2 ∆h C- berm-:= L 5.053 ft=

Design Wingwall Length: Ldes

Ceil L in 12+ 1, ( ) in:= Ldes

6.083 ft=

Design Wingwall Length:

Design Wingwall Length: Ldes T

7.5 6.083 7.5 6.083( ) ft=

Ldes max Ldes( ):= Ldes 7.5 ft=

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FPID No. 451283-1 vii Structures Calculations Book

1.4 Vertical Clearance

COLLIER COUNTY

GEOMETRY

VERTICAL CLEARANCE

CALCULATION QUALITY CONTROL

RESPONSIBLE PROFESSIONAL / ORIGINATOR INITIALS: BAH DATE: 03/23

QUALITY REVIEWER INITIALS: DATE:

SUMMARY OF SECTION

The Low Member Elevation (LME)of the bridge is calculated in accordance with SDG Figure 1.1.3-1. LME is compared to the Design High Water Elevation (DHW) to ensure compliance with vertical clearance criteria.

FDM 260.8.1 gives vertical clearance criteria for bridges over waterways. For non-navigable waterways, a minimum of two feet vertical clearance from the design flood stage to the LME of the bridge is required to allow debris to pass under the bridge in a storm event.

The South Florida Water Management District (SFWMD) Right of Way Criteria Manual imposes additional requirements for bridges over their waterways. The 16th Street NE Bridge crosses over the Golden Gate

Main Canal, which is part of the Big Cypress Basin. For this waterway, SFWMD calls for a vertical clearance of four feet above DHW.

Due to profile constraints, a waiver is required for the vertical clearance criteria which will allow for the bridge to be built with a two-foot clearance between the LME and DHW.

BAH 03/23

Description: Vertical Clearance

Station Elevation Grade 1 = 2.54%

PC 1060+95.00 17.215 Grade 2 = -2.67%

PI 1061+75.00 19.248 G2-G1= -5.21%

PT 1062+55.00 17.113 LVC = 160.00'

25.333

2.00%

3.500

1.208

3.667

1.125

Beam Type Deck (in.) Build-Up (in.) Beam (in.) Total (ft.)

15" FSB 6.500 1.000 15.000 1.875

Location Station Brng. Sta. PGL at CL Brng. Bot. of Bm. El. Sta. FF of Cap LME

Begin Bridge 1060+96.75 1060+97.96 17.288 14.907 1060+99.25 14.928

Int. Bent 2 Bk. 1061+45.79 1061+44.67 18.075 15.693 1061+43.96 15.682

Int. Bent 2 Ah. 1061+45.79 1061+46.92 18.095 15.713 1061+47.63 15.714

Int. Bent 3 Bk. 1061+94.75 1061+93.63 18.137 15.756 1061+92.92 15.755

Int. Bent 3 Ah. 1061+94.75 1061+95.88 18.121 15.740 1061+96.58 15.729

End Bridge 1062+43.79 1062+42.58 17.419 15.038 1062+41.29 15.057

Location LME DHW El. Vertical Clr.

Begin Bridge 14.928 12.640 2.288

2'-3 1/2"

Vertical Clearance

COLLIER COUNTY

16TH STREET NE BRIDGE

VERTICAL CLEARANCE

Vertical Clearance =

Vertical Alignment

Low Member Elevation

Superstructure Depth

DESIGNED BY:

CHECKED BY:

X-Slope

Max. Coping Offset (ft.)

Bridge Geometry

End Bent Cap Width (ft.)

End Bent Brng. Distance (ft.)

Int. Bent Cap Width (ft.)

Int. Bent Brng. Distance (ft.)

Vertical Clearance LME.xlsx 1 of 1

FPID No. 451283-1 viii Structures Calculations Book

1.5 Substructure Elevations

Description: End Bent 1 Elevations

L = 160.00'

Station Elevation Grade Out 3.000'

PT 1060+95.00 17.215 2.54% 3.500'

PI 1061+75.00 19.248 -2.67% 1.792'

PC 1062+55.00 17.113 - 0.083'

-25.083'

25.333'

Station Elevation Skew 1.000'

Beg. Bridge 1060+96.75 17.259 00.00° 7.500'

Int. Bent 2 1061+45.79 18.085 00.00° 7.500'

Int. Bent 3 1061+94.75 18.130 00.00° 11.375'

End Bridge 1062+43.79 17.392 00.00° 0.500'

6.000'

Point Length

From FFAS Offset Station PGL Elev. Elevation

A 0.000' 0.000' 1060+96.75 17.259' 15.384'

B 0.000' -25.167' 1060+96.75 17.259' 14.880'

C 0.000' 25.417' 1060+96.75 17.259' 14.875'

D 0.000' -26.167' 1060+96.75 17.259' 11.860'

E 0.000' 0.000' 1060+96.75 17.259' 12.384'

F 0.000' 26.417' 1060+96.75 17.259' 11.855'

G 2.500' -25.083' 1060+99.25 17.320' 17.558'

H -7.500' -25.083' 1060+89.25 17.068' 17.307'

J 2.500' 25.333' 1060+99.25 17.320' 16.813'

K -7.500' 25.333' 1060+89.25 17.068' 16.562'

Top of Cap at CL Const.

Location

End Bent 1 Table of Elevations

Bottom of Cap, Rt. Coping

Bottom of Cap, CL Const.

Bottom of Cap, Lt. Coping

Top of Cap, Rt. Coping

Top of Cap, Lt. Coping

El. A - hcap

PGL Elev. - 0.02 x Offset - tslab - tbrng - hcap

Top of W.W., Rt. Cop., End W.W.

Top of W.W., Rt. Cop., F.F. Cap

Top of W.W., Lt. Cop., End W.W.

Top of W.W, Lt. Cop., F.F. Cap

PGL Elev. - 0.02 x Offset

PGL Elev. - 0.02 x Offset

PGL Elev. - 0.02 x Offset + hcurb + 0.04 x bsw

PGL Elev. - 0.02 x Offset + hcurb + 0.04 x bsw

Slab + Buildup, tslab

PGL Elev. - 0.02 x Offset - tslab - tbrng - hcap

PGL Elev. - 0.02 x Offset - tslab - tbrng

Curb Height, hcurb

Sidewalk Width, bsw

Wingwall Width, bww

DESIGNED BY:

CHECKED BY:

Cap Height, hcap

Additional Geometry

COLLIER COUNTY

16TH STREET NE BRIDGE

SUBSTRUCTURE ELEVATIONS

PGL Elev. - 0.02 x Offset - tslab - tbrng

Wingwall Length Lt., Lwwlt

Off. Coping Rt., Offcopingrt

Off. Coping Lt., Offcopinglt

Bearing Height, tbrng

Wingwall Length Rt., Lwwrt

Pile Spacing, spapile

Vertical Alignment

Bridge Geometry

Cap Width, bcap

Equation

PGL Elev. - tslab - tbrng

C:\PW\KCA\Collier Co 16th St NE Bridge 22-7944\60212.1\Structures\eng_data\01_Geometry\

SubstructureElevations_JHJ.xlsx 1 of 8

Description: End Bent 1 Elevations

DESIGNED BY:

CHECKED BY:

COLLIER COUNTY

16TH STREET NE BRIDGE

SUBSTRUCTURE ELEVATIONS

Pile No.

Length

From FFAS Offset Station PGL Elev. Elevation

1 0.000' -22.625' 1060+96.75 17.259' 12.931'

2 0.000' -11.250' 1060+96.75 17.259' 13.159'

3 0.000' 0.125' 1060+96.75 17.259' 13.381'

4 0.000' 11.500' 1060+96.75 17.259' 13.154'

5 0.000' 22.875' 1060+96.75 17.259' 12.926'

El. E - 0.02 x Offset + 1ft.

El. E - 0.02 x Offset + 1ft.

Equation

El. E - 0.02 x Offset + 1ft.

Pile Cutoff Elevations

El. E - 0.02 x Offset + 1ft.

El. E - 0.02 x Offset + 1ft.

C:\PW\KCA\Collier Co 16th St NE Bridge 22-7944\60212.1\Structures\eng_data\01_Geometry\

SubstructureElevations_JHJ.xlsx 2 of 8

JHJ 11/23

Description: Intermediate Bent 2 Elevations

L = 160.00'

Station Elevation Grade Out 3.000'

PT 1060+95.00 17.215 2.54% 3.667'

PI 1061+75.00 19.248 -2.67% 1.792'

PC 1062+55.00 17.113 - 0.083'

-25.083'

25.333'

Station Elevation Skew 7.583'

Beg. Bridge 1060+96.75 17.259 00.00°

Int. Bent 2 1061+45.79 18.085 00.00°

Int. Bent 3 1061+94.75 18.130 00.00°

End Bridge 1062+43.79 17.392 00.00°

Point

Length

From CL

Cap

Offset Station PGL Elev. Elevation

A 0.000' 0.000' 1061+45.79 18.085' 16.210'

B 0.000' -25.167' 1061+45.79 18.085' 15.707'

C 0.000' 25.417' 1061+45.79 18.085' 15.702'

D 0.000' -25.167' 1061+45.79 18.085' 12.707'

E 0.000' 0.000' 1061+45.79 18.085' 13.210'

F 0.000' 25.417' 1061+45.79 18.085' 12.702'

PGL Elev. - 0.02 x Offset - tslab - tbrng - hcap

El. A - hcap

PGL Elev. - 0.02 x Offset - tslab - tbrng - hcap

Pile Spacing, spapile

Equation

Intermediate Bent 2 Table of Elevations

Location

Bottom of Cap, Rt. Coping

Bottom of Cap, CL Const.

Bottom of Cap, Lt. Coping

Top of Cap, Rt. Coping

Top of Cap, Lt. Coping

Top of Cap at CL Const.

Slab + Buildup, tslab

COLLIER COUNTY

16TH STREET NE BRIDGE

SUBSTRUCTURE ELEVATIONS

DESIGNED BY:

CHECKED BY:

Additional Geometry

Cap Height, hcap

Cap Width, bcap

PGL Elev. - tslab - tbrng

PGL Elev. - 0.02 x Offset - tslab - tbrng

PGL Elev. - 0.02 x Offset - tslab - tbrng

Bearing Height, tbrng

Off. Coping Lt., Offcopinglt

Off. Coping Rt., OffcopingrtBridge Geometry

Vertical Alignment

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SubstructureElevations_JHJ.xlsx 3 of 8

LM 11/2023

JHJ 11/23

Description: Intermediate Bent 2 Elevations

COLLIER COUNTY

16TH STREET NE BRIDGE

SUBSTRUCTURE ELEVATIONS

DESIGNED BY:

CHECKED BY:

Pile No.

Length

From CL

Cap

Offset Station PGL Elev. Elevation

1 0.000' -22.625' 1061+45.79 18.085' 13.758'

2 0.000' -15.042' 1061+45.79 18.085' 13.909'

3 0.000' -7.458' 1061+45.79 18.085' 14.061'

4 0.000' 0.125' 1061+45.79 18.085' 14.208'

5 0.000' 7.708' 1061+45.79 18.085' 14.056'

6 0.000' 15.292' 1061+45.79 18.085' 13.904'

7 0.000' 22.875' 1061+45.79 18.085' 13.753'

El. E - 0.02 x Offset + 1ft.

El. E - 0.02 x Offset + 1ft.

Pile Cutoff Elevations

Equation

El. E - 0.02 x Offset + 1ft.

El. E - 0.02 x Offset + 1ft.

El. E - 0.02 x Offset + 1ft.

El. E - 0.02 x Offset + 1ft.

El. E - 0.02 x Offset + 1ft.

C:\PW\KCA\Collier Co 16th St NE Bridge 22-7944\60212.1\Structures\eng_data\01_Geometry\

SubstructureElevations_JHJ.xlsx 4 of 8

Description: Intermediate Bent 3 Elevations

L = 160.00'

Station Elevation Grade Out 3.000'

PT 1060+95.00 17.215 2.54% 3.667'

PI 1061+75.00 19.248 -2.67% 1.792'

PC 1062+55.00 17.113 - 0.083'

-25.083'

25.333'

Station Elevation Skew 7.583'

Beg. Bridge 1060+96.75 17.259 00.00°

Int. Bent 2 1061+45.79 18.085 00.00°

Int. Bent 3 1061+94.75 18.130 00.00°

End Bridge 1062+43.79 17.392 00.00°

Point

Length

From CL

Cap

Offset Station PGL Elev. Elevation

A 0.000' 0.000' 1061+94.75 18.130' 16.255'

B 0.000' -25.167' 1061+94.75 18.130' 15.751'

C 0.000' 25.417' 1061+94.75 18.130' 15.746'

D 0.000' -25.167' 1061+94.75 18.130' 12.751'

E 0.000' 0.000' 1061+94.75 18.130' 13.255'

F 0.000' 25.417' 1061+94.75 18.130' 12.746'

Intermediate Bent 3 Table of Elevations

Top of Cap at CL Const.

Top of Cap, Lt. Coping

Top of Cap, Rt. Coping

PGL Elev. - 0.02 x Offset - tslab - tbrng - hcap

PGL Elev. - tslab - tbrng

PGL Elev. - 0.02 x Offset - tslab - tbrng

PGL Elev. - 0.02 x Offset - tslab - tbrng

PGL Elev. - 0.02 x Offset - tslab - tbrng - hcap

El. A - hcap

Bottom of Cap, Lt. Coping

Bottom of Cap, CL Const.

Bottom of Cap, Rt. Coping

LocationEquation

COLLIER COUNTY

16TH STREET NE BRIDGE

SUBSTRUCTURE ELEVATIONS

DESIGNED BY:

CHECKED BY:

Additional Geometry

Cap Height, hcap

Cap Width, bcap

Slab + Buildup, tslab

Bearing Height, tbrng

Off. Coping Lt., Offcopinglt

Off. Coping Rt., Offcopingrt

Pile Spacing, spapile

Vertical Alignment

Bridge Geometry

C:\PW\KCA\Collier Co 16th St NE Bridge 22-7944\60212.1\Structures\eng_data\01_Geometry\

SubstructureElevations_JHJ.xlsx 5 of 8

Description: Intermediate Bent 3 Elevations

COLLIER COUNTY

16TH STREET NE BRIDGE

SUBSTRUCTURE ELEVATIONS

DESIGNED BY:

CHECKED BY:

Pile No.

Length

From CL

Cap

Offset Station PGL Elev. Elevation

1 0.000' -22.625' 1061+94.75 18.130' 13.802'

2 0.000' -15.042' 1061+94.75 18.130' 13.954'

3 0.000' -7.458' 1061+94.75 18.130' 14.105'

4 0.000' 0.125' 1061+94.75 18.130' 14.252'

5 0.000' 7.708' 1061+94.75 18.130' 14.100'

6 0.000' 15.292' 1061+94.75 18.130' 13.949'

7 0.000' 22.875' 1061+94.75 18.130' 13.797'

El. E - 0.02 x Offset + 1ft.

Pile Cutoff Elevations

Equation

El. E - 0.02 x Offset + 1ft.

El. E - 0.02 x Offset + 1ft.

El. E - 0.02 x Offset + 1ft.

El. E - 0.02 x Offset + 1ft.

El. E - 0.02 x Offset + 1ft.

El. E - 0.02 x Offset + 1ft.

C:\PW\KCA\Collier Co 16th St NE Bridge 22-7944\60212.1\Structures\eng_data\01_Geometry\

SubstructureElevations_JHJ.xlsx 6 of 8

Description: End Bent 4 Elevations

L = 160.00'

Station Elevation Grade Out 3.000'

PT 1060+95.00 17.215 2.54% 3.500'

PI 1061+75.00 19.248 -2.67% 1.792'

PC 1062+55.00 17.113 - 0.083'

-25.083'

25.333'

Station Elevation Skew 1.000'

Beg. Bridge 1060+96.75 17.259 00.00° 7.500'

Int. Bent 2 1061+45.79 18.085 00.00° 7.500'

Int. Bent 3 1061+94.75 18.130 00.00° 11.375'

End Bridge 1062+43.79 17.392 00.00° 0.500'

6.000'

Point Length

From FFAS Offset Station PGL Elev. Elevation

A 0.000' 0.000' 1062+43.79 17.392' 15.517'

B 0.000' -25.167' 1062+43.79 17.392' 15.013'

C 0.000' 25.417' 1062+43.79 17.392' 15.008'

D 0.000' -26.167' 1062+43.79 17.392' 11.993'

E 0.000' 0.000' 1062+43.79 17.392' 12.517'

F 0.000' 26.417' 1062+43.79 17.392' 11.988'

G -2.500' -25.083' 1062+41.29 17.448' 17.686'

H 7.500' -25.083' 1062+51.29 17.210' 17.448'

J -2.500' 25.333' 1062+41.29 17.448' 16.941'

K 7.500' 25.333' 1062+51.29 17.210' 16.703'

Location

Top of Cap at CL Const.

Top of W.W., Rt. Cop., End W.W.

Top of W.W., Rt. Cop., F.F. Cap

Top of W.W., Lt. Cop., End W.W.

Top of W.W, Lt. Cop., F.F. Cap

Bottom of Cap, Rt. Coping

Bottom of Cap, CL Const.

Bottom of Cap, Lt. Coping

Top of Cap, Rt. Coping

Top of Cap, Lt. Coping

Bridge Geometry

PGL Elev. - 0.02 x Offset

PGL Elev. - 0.02 x Offset

Pile Spacing, spapile

Equation

PGL Elev. - tslab - tbrng

PGL Elev. - 0.02 x Offset + hcurb + 0.04 x bsw

Curb Height, hcurb

Sidewalk Width, bsw

End Bent 4 Table of Elevations

PGL Elev. - 0.02 x Offset + hcurb + 0.04 x bsw

Wingwall Length Rt., Lwwrt

PGL Elev. - 0.02 x Offset - tslab - tbrng

PGL Elev. - 0.02 x Offset - tslab - tbrng - hcap

El. A - hcap

PGL Elev. - 0.02 x Offset - tslab - tbrng - hcap

PGL Elev. - 0.02 x Offset - tslab - tbrng

COLLIER COUNTY

16TH STREET NE BRIDGE

SUBSTRUCTURE ELEVATIONS

DESIGNED BY:

CHECKED BY:

Additional Geometry

Cap Height, hcap

Cap Width, bcap

Vertical Alignment

Wingwall Length Lt., Lwwlt

Slab + Buildup, tslab

Bearing Height, tbrng

Off. Coping Lt., Offcopinglt

Off. Coping Rt., Offcopingrt

Wingwall Width, bww

C:\PW\KCA\Collier Co 16th St NE Bridge 22-7944\60212.1\Structures\eng_data\01_Geometry\

SubstructureElevations_JHJ.xlsx 7 of 8

Description: End Bent 4 Elevations

COLLIER COUNTY

16TH STREET NE BRIDGE

SUBSTRUCTURE ELEVATIONS

DESIGNED BY:

CHECKED BY:

Pile No.

Length

From FFAS Offset Station PGL Elev. Elevation

1 0.000' -22.625' 1062+43.79 17.392' 13.064'

2 0.000' -11.250' 1062+43.79 17.392' 13.292'

3 0.000' 0.125' 1062+43.79 17.392' 13.514'

4 0.000' 11.500' 1062+43.79 17.392' 13.287'

5 0.000' 22.875' 1062+43.79 17.392' 13.059'

El. E - 0.02 x Offset + 1ft.

El. E - 0.02 x Offset + 1ft.

Pile Cutoff Elevations

Equation

El. E - 0.02 x Offset + 1ft.

El. E - 0.02 x Offset + 1ft.

El. E - 0.02 x Offset + 1ft.

C:\PW\KCA\Collier Co 16th St NE Bridge 22-7944\60212.1\Structures\eng_data\01_Geometry\

SubstructureElevations_JHJ.xlsx 8 of 8

FPID No. 451283-1 ix Structures Calculations Book

1.6 Finished Grade Elevations

KISINGER CAMPO & ASSOCIATES, CORP.

YT 06/23

Finished Grade Elevations

Station Elevation Grade 1 = 0.000% Station Elevation Grade 1 = 2.541% Station Elevation Grade 1 = -2.668%

PVC 1058+70.00 12.895 Grade 2 = 2.541% PVC 1060+95.00 17.215 Grade 2 = -2.668% PVC 1063+70.00 14.045 Grade 2 = 0.000%

PVI 1059+25.00 12.895 G2-G1 = 2.541% PVI 1061+75.00 19.248 G2-G1= -5.209% PVI 1064+25.00 12.577 G2-G1 = 2.668%

PVT 1059+80.00 14.292 L = 110.00 PVT 1062+55.00 17.113 L= 160.00 PVT 1064+80.00 12.577 L = 110.00

Begin A.S. 1 T-1 T-2 Begin Bridge

Station 1060+66.75 1060+76.75 1060+86.75 1060+96.75

FGE 16.497 16.751 17.005 17.259

Offset X-Slope Begin A.S. 1 T-1 T-2 Begin Bridge

-25.083 0.02 15.995 16.249 16.503 16.757

-24.000 0.02 16.017 16.271 16.525 16.779

-18.000 0.02 16.137 16.391 16.645 16.899

0.000 0.00 16.497 16.751 17.005 17.259

24.000 -0.02 16.017 16.271 16.525 16.779

25.333 -0.02 15.990 16.244 16.498 16.752

Left Front Face of Barrier

Right Coping

Approach Slab 1

Right Gutter Line

CL Const. 16th St. & PGL

Left Gutter Line

COLLIER COUNTY

16TH STREET NE BRIDGE

Vertical Alignment Along CL_16TH_ST

Left Coping

Location

16TH STREET NE OVER GOLDEN GATE MAIN CANAL

Vertical Alignment Along CL_16TH_ST

DESIGNED BY:

CHECKED BY:

Vertical Alignment Along CL_16TH_ST

Information Along T-Lines

C:\PW\KCA\Collier Co 16th St NE Bridge 22-7944\60212.1\Structures\eng_data\01_Geometry\Finished_Grade_Elev_16.xlsx Page 1 of 5 Printed 7/3/2023

JHJ 06/23

T-Line Information and Elevations Checked Independently

KISINGER CAMPO & ASSOCIATES, CORP.

YT 06/23

Finished Grade Elevations

Station Elevation Grade 1 = 0.000% Station Elevation Grade 1 = 2.541% Station Elevation Grade 1 = -2.668%

PVC 1058+70.00 12.895 Grade 2 = 2.541% PVC 1060+95.00 17.215 Grade 2 = -2.668% PVC 1063+70.00 14.045 Grade 2 = 0.000%

PVI 1059+25.00 12.895 G2-G1 = 2.541% PVI 1061+75.00 19.248 G2-G1= -5.209% PVI 1064+25.00 12.577 G2-G1 = 2.668%

PVT 1059+80.00 14.292 L = 110.00 PVT 1062+55.00 17.113 L= 160.00 PVT 1064+80.00 12.577 L = 110.00

COLLIER COUNTY

16TH STREET NE BRIDGE

Vertical Alignment Along CL_16TH_ST

16TH STREET NE OVER GOLDEN GATE MAIN CANAL

Vertical Alignment Along CL_16TH_ST

DESIGNED BY:

CHECKED BY:

Vertical Alignment Along CL_16TH_ST

End Bridge T-1 T-2 End A.S. 2

Station 1062+43.79 1062+53.79 1062+63.79 1062+73.79

FGE 17.392 17.145 16.878 16.612

Offset X-Slope End Bridge T-1 T-2 End A.S. 2

-25.083 0.02 16.890 16.644 16.377 16.110

-24.000 0.02 16.912 16.665 16.398 16.132

-18.000 0.02 17.032 16.785 16.518 16.252

0.000 0.00 17.392 17.145 16.878 16.612

24.000 -0.02 16.912 16.665 16.398 16.132

25.333 -0.02 16.885 16.639 16.372 16.105

Location

Left Coping

Right Gutter Line

Right Coping

Approach Slab 2

Information Along T-Lines

Left Gutter Line

CL Const. 16th St. & PGL

Left Front Face of Barrier

C:\PW\KCA\Collier Co 16th St NE Bridge 22-7944\60212.1\Structures\eng_data\01_Geometry\Finished_Grade_Elev_16.xlsx Page 2 of 5 Printed 7/3/2023

Information Along T-Lines

Begin Bridge CL Exp. Joint T-1 T-2 T-3 T-4 T-5 CL Int. Bent

Station 1060+96.75 1060+96.83 1061+04.92 1061+13.10 1061+21.27 1061+29.44 1061+37.62 1061+45.79

FGE 17.259 17.261 17.451 17.621 17.770 17.897 18.002 18.085

Span 1

Location Offset X-Slope Begin Bridge CL Exp. Joint T-1 T-2 T-3 T-4 T-5 CL Int. Bent

Left Coping -25.083 0.02 16.757 16.760 16.949 17.119 17.268 17.395 17.500 17.584

Left Front Face of Barrier -24.000 0.02 16.779 16.781 16.971 17.141 17.290 17.417 17.522 17.605

CL Beam 1 -22.750 0.02 16.804 16.806 16.996 17.166 17.315 17.442 17.547 17.630

Left Gutter Line -18.000 0.02 16.899 16.901 17.091 17.261 17.410 17.537 17.642 17.725

CL Beam 2 -17.792 0.02 16.903 16.905 17.095 17.265 17.414 17.541 17.646 17.729

CL Beam 3 -12.708 0.02 17.005 17.007 17.197 17.367 17.516 17.643 17.748 17.831

CL Beam 4 -7.625 0.02 17.107 17.109 17.298 17.469 17.617 17.744 17.849 17.933

CL Beam 5 -2.542 0.02 17.208 17.210 17.400 17.570 17.719 17.846 17.951 18.034

CL Const. 16th St. & PGL 0.000 0.00 17.259 17.261 17.451 17.621 17.770 17.897 18.002 18.085

CL Beam 6 2.542 -0.02 17.208 17.210 17.400 17.570 17.719 17.846 17.951 18.034

CL Beam 7 7.625 -0.02 17.107 17.109 17.298 17.469 17.617 17.744 17.849 17.933

CL Beam 8 12.708 -0.02 17.005 17.007 17.197 17.367 17.516 17.643 17.748 17.831

CL Beam 9 17.792 -0.02 16.903 16.905 17.095 17.265 17.414 17.541 17.646 17.729

CL Beam 10 22.875 -0.02 16.802 16.804 16.993 17.164 17.312 17.439 17.544 17.628

Right Gutter Line 24.000 -0.02 16.779 16.781 16.971 17.141 17.290 17.417 17.522 17.605

Right Coping 25.333 -0.02 16.752 16.755 16.944 17.114 17.263 17.390 17.495 17.579

KISINGER CAMPO & ASSOCIATES, CORP.

COLLIER COUNTY

16TH STREET NE BRIDGE

DESIGNED BY:

CHECKED BY:

YT 08/23

Finished Grade Elevations

16TH STREET NE OVER GOLDEN GATE MAIN CANAL

Vertical Alignment Along CL_16TH_ST Vertical Alignment Along CL_16TH_ST Vertical Alignment Along CL_16TH_ST

Station Elevation Grade 1 = 0.000% Station Elevation Grade 1 = 2.541% Station Elevation Grade 1 = -2.668%

PVC 1058+70.00 12.895 Grade 2 = 2.541% PVC 1060+95.00 17.215 Grade 2 = -2.668% PVC 1063+70.00 14.045 Grade 2 = 0.000%

PVI 1059+25.00 12.895 G2-G1 = 2.541% PVI 1061+75.00 19.248 G2-G1= -5.209% PVI 1064+25.00 12.577 G2-G1 = 2.668%

PVT 1059+80.00 14.292 L = 110.00 PVT 1062+55.00 17.113 L= 160.00 PVT 1064+80.00 12.577 L = 110.00

Finished_Grade_Elev_16.xlsx Page 3 of 5 Printed 8/9/2023

JHJ 08/23

CL Int. Bent

T-1 T-2 T-3 T-4 T-5 CL Int. Bent

Station 1061+45.79 1061+53.95 1061+62.11 1061+70.27 1061+78.43 1061+86.59 1061+94.75

FGE 18.085 18.147 18.187 18.205 18.202 18.176 18.130

Span 2

Location Offset X-Slope CL Int. Bent

T-1 T-2 T-3 T-4 T-5

CL Int. Bent

Left Coping -25.083 0.02 17.584 17.645 17.685 17.703 17.700 17.675 17.628

Left Front Face of Barrier -24.000 0.02 17.605 17.667 17.707 17.725 17.722 17.696 17.650

CL Beam 1 -22.750 0.02 17.630 17.692 17.732 17.750 17.747 17.721 17.675

Left Gutter Line -18.000 0.02 17.725 17.787 17.827 17.845 17.842 17.816 17.770

CL Beam 2 -17.792 0.02 17.729 17.791 17.831 17.849 17.846 17.821 17.774

CL Beam 3 -12.708 0.02 17.831 17.893 17.933 17.951 17.947 17.922 17.875

CL Beam 4 -7.625 0.02 17.933 17.994 18.034 18.053 18.049 18.024 17.977

CL Beam 5 -2.542 0.02 18.034 18.096 18.136 18.154 18.151 18.126 18.079

CL Const. 16th St. & PGL 0.000 0.00 18.085 18.147 18.187 18.205 18.202 18.176 18.130

CL Beam 6 2.542 -0.02 18.034 18.096 18.136 18.154 18.151 18.126 18.079

CL Beam 7 7.625 -0.02 17.933 17.994 18.034 18.053 18.049 18.024 17.977

CL Beam 8 12.708 -0.02 17.831 17.893 17.933 17.951 17.947 17.922 17.875

CL Beam 9 17.792 -0.02 17.729 17.791 17.831 17.849 17.846 17.821 17.774

CL Beam 10 22.875 -0.02 17.628 17.689 17.729 17.748 17.744 17.719 17.672

Right Gutter Line 24.000 -0.02 17.605 17.667 17.707 17.725 17.722 17.696 17.650

Right Coping 25.333 -0.02 17.579 17.640 17.680 17.698 17.695 17.670 17.623

KISINGER CAMPO & ASSOCIATES, CORP.

COLLIER COUNTY

16TH STREET NE BRIDGE

DESIGNED BY:

CHECKED BY:

YT 08/23

Finished Grade Elevations

16TH STREET NE OVER GOLDEN GATE MAIN CANAL

Vertical Alignment Along CL_16TH_ST Vertical Alignment Along CL_16TH_ST Vertical Alignment Along CL_16TH_ST

Station Elevation Grade 1 = 0.000% Station Elevation Grade 1 = 2.541% Station Elevation Grade 1 = -2.668%

PVC 1058+70.00 12.895 Grade 2 = 2.541% PVC 1060+95.00 17.215 Grade 2 = -2.668% PVC 1063+70.00 14.045 Grade 2 = 0.000%

PVI 1059+25.00 12.895 G2-G1 = 2.541% PVI 1061+75.00 19.248 G2-G1= -5.209% PVI 1064+25.00 12.577 G2-G1 = 2.668%

PVT 1059+80.00 14.292 L = 110.00 PVT 1062+55.00 17.113 L= 160.00 PVT 1064+80.00 12.577 L = 110.00

Finished_Grade_Elev_16.xlsx Page 4 of 5 Printed 8/9/2023

JHJ 08/23

CL Int. Bent

T-1 T-2 T-3 T-4 T-5 CL Exp. Joint End Bridge

Station 1061+94.75 1062+02.92 1062+11.10 1062+19.27 1062+27.44 1062+35.62 1062+43.71 1062+43.79

FGE 18.130 18.061 17.971 17.858 17.725 17.569 17.394 17.392

Span 3

Location Offset X-Slope CL Int. Bent

T-1 T-2 T-3 T-4 T-5 CL Exp. Joint End Bridge

Left Coping -25.083 0.02 17.628 17.559 17.469 17.357 17.223 17.067 16.892 16.890

Left Front Face of Barrier -24.000 0.02 17.650 17.581 17.491 17.378 17.245 17.089 16.914 16.912

CL Beam 1 -22.750 0.02 17.675 17.606 17.516 17.403 17.270 17.114 16.939 16.937

Left Gutter Line -18.000 0.02 17.770 17.701 17.611 17.498 17.365 17.209 17.034 17.032

CL Beam 2 -17.792 0.02 17.774 17.705 17.615 17.503 17.369 17.213 17.038 17.036

CL Beam 3 -12.708 0.02 17.875 17.807 17.716 17.604 17.470 17.315 17.139 17.137

CL Beam 4 -7.625 0.02 17.977 17.908 17.818 17.706 17.572 17.417 17.241 17.239

CL Beam 5 -2.542 0.02 18.079 18.010 17.920 17.808 17.674 17.518 17.343 17.341

CL Const. 16th St. & PGL 0.000 0.00 18.130 18.061 17.971 17.858 17.725 17.569 17.394 17.392

CL Beam 6 2.542 -0.02 18.079 18.010 17.920 17.808 17.674 17.518 17.343 17.341

CL Beam 7 7.625 -0.02 17.977 17.908 17.818 17.706 17.572 17.417 17.241 17.239

CL Beam 8 12.708 -0.02 17.875 17.807 17.716 17.604 17.470 17.315 17.139 17.137

CL Beam 9 17.792 -0.02 17.774 17.705 17.615 17.503 17.369 17.213 17.038 17.036

CL Beam 10 22.875 -0.02 17.672 17.603 17.513 17.401 17.267 17.112 16.936 16.934

Right Gutter Line 24.000 -0.02 17.650 17.581 17.491 17.378 17.245 17.089 16.914 16.912

Right Coping 25.333 -0.02 17.623 17.554 17.464 17.352 17.218 17.062 16.887 16.885

KISINGER CAMPO & ASSOCIATES, CORP.

COLLIER COUNTY

16TH STREET NE BRIDGE

DESIGNED BY:

CHECKED BY:

YT 08/23

Finished Grade Elevations

16TH STREET NE OVER GOLDEN GATE MAIN CANAL

Vertical Alignment Along CL_16TH_ST Vertical Alignment Along CL_16TH_ST Vertical Alignment Along CL_16TH_ST

Station Elevation Grade 1 = 0.000% Station Elevation Grade 1 = 2.541% Station Elevation Grade 1 = -2.668%

PVC 1058+70.00 12.895 Grade 2 = 2.541% PVC 1060+95.00 17.215 Grade 2 = -2.668% PVC 1063+70.00 14.045 Grade 2 = 0.000%

PVI 1059+25.00 12.895 G2-G1 = 2.541% PVI 1061+75.00 19.248 G2-G1= -5.209% PVI 1064+25.00 12.577 G2-G1 = 2.668%

PVT 1059+80.00 14.292 L = 110.00 PVT 1062+55.00 17.113 L= 160.00 PVT 1064+80.00 12.577 L = 110.00

Finished_Grade_Elev_16.xlsx Page 5 of 5 Printed 8/9/2023

FPID No. 451283-1 x Structures Calculations Book

2.0 Superstructure

FPID No. 451283-1 xi Structures Calculations Book

2.1 FSB Layout

COLLIER COUNTY

FSB LAYOUT

DSG: BAH 03/23

CHK: BAH 03/23

References

FSB Layout

Bridge Geometry

Lane Width: Lane 12ft:=

Number of Lanes: NoLane 2:=

Shoulder Width: ShldrLT 6ft:=

ShldrRT 12ft:=

Sidewalk Width: SW 6ft:=

Barrier Width: (Ver�cal Face) BarrierLT 1ft 1in+:=

Barrier Width: (Single-Slope) BarrierRT 1ft 4in+:=

Cross slope: XS 0.02:=

Le1 Coping Offset: offC_LT Lane ShldrLT+ SW+ BarrierLT+:= offC_LT 25.083 ft=

Right Coping Offset: offC_RT Lane ShldrRT+ BarrierRT+:= offC_RT 25.333 ft=

Bridge Width (coping to coping):

WC offC_LT offC_RT+:= WC 50.417 ft=

FSB Layout

Beam Width (working

pt. to working pt.):

(FDOT IDS 450-450) WFSB_1 4ft 9in+:=

WFSB_2 5ft 0in+:=

Number of Beams: NoFSB_1 1:=

NoFSB_2 9:= NoFSB NoFSB_1 NoFSB_2+:=

Width of Gap Between

FSBs:

WG

WC 1in+( ) 1 XS

+ NoFSB_1 WFSB_1 NoFSB_2 WFSB_2+( )-

NoFSB 1- := WG 1.013 in=

Spacing of FSBs: SFSB_1 WFSB_1 WFSB_2+( ) 2 WG+ cos atan XS( )( ):= SFSB_1 4.958ft=

SFSB_2 WFSB_2 WG+( ) cos atan XS( )( ):= SFSB_2 5.083ft=

FSBLayout.xmcd 1 of 1

FPID No. 451283-1 xii Structures Calculations Book

2.2 Beam Design

13461 Parker Commons Blvd., Suite 104 | Ft. Myers 33912 | Phone: 239.278.5999 | Fax: 239.278.1776 | www.kisingercampo.com

SUPERSTRUCTURE DESIGN

BEAM DESIGN

CALCULATION QUALITY CONTROL

RESPONSIBLE PROFESSIONAL / ORIGINATOR INITIALS: JHJ DATE: 06/23

QUALITY REVIEWER INITIALS: DATE:

SUMMARY OF SECTION

Three beam designs consider the two different Florida Slab Beam (FSB) sizes necessary to accommodate the bridge width with interior and exterior distribution factors. Beam designs apply to all three spans due to matching span length and build-up geometry. All beam designs are in accordance with FDOT Standard

Plans Index 450-451.

Included in this section:

FSB 15x60, Interior

FSB 15x60, Exterior

FSB 15x57, Exterior

The bridge has a 6 ½” -inch deck, including a ½” sacrificial thickness, and a 2% cross-slope on both sides of the centerline. Design of these beams has been completed utilizing the FDOT LRFD Prestressed Beam

Program and AASHTO approximate distribution factors. All loads are generated within the program.

Composite loads on the bridge include the weight of a 32” Vertical Shape Traffic Railing with

Pedestrian/Bicycle Bullet Railing, a 6’-0” raised sidewalk, and a 36” Single-Slope Traffic Railing. The total composite load of these components is applied as a single barrier load in the program.

BAH 07/23

13461 Parker Commons Blvd., Suite 104 | Ft. Myers 33912 | Phone: 239.278.5999 | Fax: 239.278.1776 | www.kisingercampo.com

Beam Strand Pattern The same strand patterns was used for all beams.

Strand Pattern:

Beam Stirrup Spacing:

The shear reinforcement considered for design was utilizing only the 4k stirrups. The number of spaces and spacing for A1, A2, A3, S1, S2, S3 shall be taken as S1, and the calculated number of spaces and spacing for S4 shall be taken as S2. The plans will show a more conservative spacing schedule to satisfy FDOT

Standard Index 450-450.

4K Variable Bar Spacing (Calculation)

Location Number of Spaces Spacing (in.)

S1 1 18

S2 1 18

4K Variable Bar Spacing (Plans)

Location Number of Spaces Spacing (in.)

S1 5 12

S2 12 18

13461 Parker Commons Blvd., Suite 104 | Ft. Myers 33912 | Phone: 239.278.5999 | Fax: 239.278.1776 | www.kisingercampo.com

Bearing Pad Design Data:

Beam Line:

All

Spans

Live Load Reaction (kip) 38.38

Dead Load Reaction (kip) 38.6

Temperature Load Reaction (kip) 4.38

Pad Width (in.) 48.0

FSB Dimension Data:

Spans 1 through 3:

Interior/Exterior Change in L @ Top

@ 120 days (in)

Change in L @ Bot.

@ 120 days (in) Dimension “R”

Exterior (15x57) -0.22 -0.64 0-3/8”

Exterior (15x60) -0.23 -0.60 0-3/8”

Interior (15x60) -0.23 -0.60 0-3/8”

Elastic and time dependent shortening effects (Dimension “R”) at mid-height of beam @ 120 days may be taken as the average of the calculated values for the top and bottom of the beam (Index 450-450).

Build-Up & Deflection Design Data:

Dead Load Deflection

@ 120 days (in)

Camber @ 120 days

(in)

Spans 1 through 3 Ext.

(15x57)

0.810 1.420

Spans 1 through 3 Ext.

(15x60)

0.810 1.230

Spans 1 through 3 Int.

(15x60)

0.840 1.230

KISINGER CAMPO AND ASSOCIATES

Beam Design Data

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

1 2.00 48.00 8.00 0.000 1.208 1.125 2.875 3.500

2 2.00 48.00 8.00 0.000 1.125 1.125 3.583 3.667

3 2.00 48.00 8.00 0.000 1.125 1.208 2.875 3.500 ft ft ft % ft ft

1 49.04 47.79 46.71 1.77% 1.21 1.13

2 48.96 47.79 46.71 0.10% 1.13 1.13

3 49.04 47.79 46.71 -1.58% 1.13 1.21

28 Day Release End 1 End 2

1 FSB 15x57 VI 8.5 6.8 1 1 1 90 90 4.75 4'-9" 47.83 47'-10" 0.4300 0'-0 3/8"

2 thru 9 FSB 15x60 VI 8.5 6.8 1 1 1 90 90 5.00 5'-0" 47.83 47'-9 7/8" 0.4150 0'-0 3/8"

10 FSB 15x60 VI 8.5 6.8 1 1 1 90 90 5.00 5'-0" 47.83 47'-10" 0.4150 0'-0 3/8"

* "DIM L" accounts for length increase due to beam grade and "DIM R" accounts for elastic and time dependent shortening effects.

5E Spacing

≥4" & ≤10"

4K Spacing

≤V2/2

(in) No. DIM C DIM D DIM D No. DIM D No. DIM E No. DIM E DIM Y DIM Y No. S1 S2 V1 V2 (in) (in)

1 6.5 49 52.5 28.5 28.5 44 28.5 - - 95 53.5 40.5 40.5 148 5 12 12 18 5.01 GOOD 4.51

2 thru 9 6.5 49 55.5 30.0 30.0 44 30.0 95 58.0 - - 43.5 43.5 148 5 12 12 18 4.96 GOOD 4.46

10 6.5 49 55.5 30.0 30.0 44 30.0 - - 95 56.5 43.5 43.5 148 5 12 12 18 4.99 GOOD 4.49

* Spacing at center of beam

(in)

Beam Dimensions

DIM L * DIM R

(ft) (ft)

DIM W

Class

Location

Beam

No.

Beam TypeSpan

No.

COLLIER COUNTY

16TH STREET NE BRIDGE

DESIGNED BY:

CHECKED BY:

Expansion

Joint Width

Bearing pad width

Bearing pad length

Beam skew

Begin K1

Min Bent

Width

Bent Width

Used Span

No.

K2

Bearing Dimensions

ALL

Beam

No.

3C 4D1 4D2Span

No.

Length Beam

End to S1

ALL

Location

Beam Data Table

Reinforcing Steel

Check Bar Spacing

6Y1 4K4D3 5E1 5E2 6Y2 No. of Bar Spaces Bar Spacing* 4D Spacing

≤12"

Beam Geometry

Bearing 2

Angle

Span

No.

Bridge Span Beam Length Bearing 1Design Span Beam Grade

Strengths (ksi) End 1 End 2

Beam Data Table

Concrete Properties Stnd Ptrn

Type

Plan View Case

C:\PW\KCA\Collier Co 16th St NE Bridge 22-7944\60212.1\Structures\eng_data\02_Superstructure\Copy of Beam_Table_JHJ.xlsx 1 of 1

BAH 07/23

FPID No. 451283-1 xiii Structures Calculations Book

2.2.1 FSB 15x60, Interior

FDOT

Structure No.

FDOT LRFD Prestressed Beam Program v6.2

© 2022 Florida Department of Transportation

Select Beam Data Folder

I-Beam

FSB

FUB

FlatSlab

InvertedT

DoubleT

Category and Beams

I-Beams: Florida I-Beams (FIBs) and formerly used Florida Bulb Tee and AASHTO Beams

Slab Beams: Florida Slab Beams (FSBs)

U-Beams: Florida U-Beams (FUBs)

Flat Slab Previously used Florida Flat Slab Beams, superceded by FSBs

Inverted Tee: Former FDOT Standard Inverted Tee Beams

Double Tee: Former FDOT Standard Double Tee Beams from the 1990's

Data Files Folder

Change FolderC:\PW\KCA\Collier Co 16th St NE Bridge 22-7944\60212.1\Structures\eng_data\02_Superstructure\Beam Program\DataFiles-FSB

Open Existing Data File (required). To save New Data Files, enter new data name at the end of Section IX.

Refresh List16thStNE_FSB15x57_Ext.dat

16thStNE_FSB15x60_Ext.dat

16thStNE_FSB15x60_Int.dat

FSB-40ftSpan-12inx53inBeam .dat

FSB-50ftSpan-15inx53inBeam.dat

FSB-60ftSpan-18inx53inBeam.dat

Open File Reset All Data

InputDataFile "16thStNE_FSB15x60_Int.dat"=

Project Information

Project Information

16th Street NE BridgeProject Name

FPID No. 451283-1Project No.

BAH 03/23Designed by Date

Checked by Date

FSB15x60 IntStructure Name

3/27/2023 PrestressedBeamV6.2.xmcd 1

Plan, Elevation, and Cross Section Data

Note: All dimensions shown in Beam Elevation measured along centerline of beam (requiring adjustment for a skew)

Note: The top of the precast beam is the location of the origin for the coordinate system.

Superstructure Data InputDataFile "16thStNE_FSB15x60_Int.dat"=

FSB12

FSB15

FSB18

Beam Type Beam Types are the designations found in FDOT standards. The user can also create a coordinate file for a custom shape. Top of the beam is at the y=0 ordinate.

BMPfile concat substr inpBeamType 0, strlen inpBeamType( ), ( ) ".bmp", ( ):=

BMPfile "FSB15.bmp"=

47.7917Lbeam ft See Beam Elevation above.

6.5Bearing Distance in See Beam Elevation above.

8Pad Width in Width of the bearing pad, see Beam Elevation above.

5.0833Beam Spacing ft Measured from beam centerline to centerline.

2.4583Overhang ft Measured from centerline of exterior beam.

6Deck Thickness in Not including sacrificial thickness.

0.5 Sacrificial thickness cast with the deck (used

for DL only, not section properties).

tsacrificial in

(0" for BridgeLengths 100 ft , SDG 4.2.2)

1.125de ft Front face of barrier to centerline of exterior beam (3 ft max). (LRFD 4.6.2.2.1)

Interior

Exterior Beam Position Use either "interior" or "exterior" .

0Weightfuture.ws kip/ft

Future wearing surface. ( 0.015ksf for BridgeLengths 100 ft , SDG Table 2.1)

1.4925Weightbarrier kip/ft Weight of single barrier. ( 0.43 klf for 36" single slope barrier , SDG Table 2-2.1)

1Number of Barriers Number of barriers in x-section (multiplies single barrier weight).

10Number of Beams Number of beams in the span cross section. (LRFD 4.6.2.2.1)

0Skew deg measured from the perpendicular to the longitudinal axis in bridge plan view.

3/27/2023 PrestressedBeamV6.2.xmcd 2

JHJ 03/23

okay

Dimensions Specific to Certain Beam Categories

I-Beams, U-Beams and Inverted-T Beams hbuildup in Buildup or haunch is the concrete between the bottom of deck and top of beam.

Slab-Beams (Florida Slab Beams. Flat Slab Beams)

60Slab Beam Width in Width of the slab unit (not including Gap width)

15Slab BeamThickness in Thickness of the slab unit.

maximum additional deck thickness over support to accommodate camber, used for additional DL only.

tdeck.delta in

1Gap in Gap distance between slab beams.(Beam Spacing - Slab Beam Width)

Double Tee Beams

Width Double-T ft Width of the Double-T unit.

Depthflange in Depth of the flange of the Double-T unit, See Beam Cross Section above.

Concrete Mat erial Properties

Slightly

Moderately

Extremely

FDOT Environmental

Classification Environmental Classification determines the Allawable Tension Stress

4.5f `c of deck or WS ksi Strength of deck or wearing surface concrete.

8.5 Help - Conc. Strengthf `c of beam or slab ksi 28 day concrete strength of beam or slab.

6.8f `ci of beam or slab ksi Release concrete strength of beam or slab.

Permit Truck Axle Loads and Spacings

Reset Permit Truck Data

Default value for the permit truck is the FL-120 truck

3Number of Permit Axles Number of wheel loads that comprise the permit truck

0 Help - Permit TruckPermit Uniform LL kip/ft Permit Uniform Live Load coincident with truck load

Axle Number

1 2 3 4 5 6 7 8 9 10 11

13.33 53.33 53.33 0 0 0 0 0 0 0 0 Load (kips) n/a 14 14 0 0 0 0 0 0 0 0 Spacing (ft)

3/27/2023 PrestressedBeamV6.2.xmcd 3

Custom Beam Coordinates, Initialize Data, Section Properties and Dead Loads

LRFD Live Load Distribution Factors, User Defined Live Load Distribution Factors and Section Properties

Section View: Beam, Deck and Effective Deck Slab

0 20 40 60

40-

20-

Beam

Deck

Eff. Deck

Beam, Total Beck and Effective Deck Slab BeamType "FSB15"= tdeck 6 in= hbuildup 0 in= hbeam 15 in=

BeamSpacing 60 in= be 61 in= effective slab width

Additional Dead Load Data:

Uniform Dead Loads

0.034 Additional Uniform

Noncomposite DL wdeck 0.57 kip ft = wbeam 0.79 kip ft = wforms 0.00 kip ft =kip ft

Additional Uniform

Composite DL wfuture.ws 0 kip ft = wbarrier 0.15 kip ft =kip ft

Diaphragms (Point) Dead Loads Lbeam 47.79 ft=

End Diaphragms or Point Loads over bearing included in bearing reaction calculation only.

Intermediate Diaphragms or Point Loads included in shear, moment, and bearing reaction calculations

Diaphragm (Point) Dead Loads and Location

Begin Int. 1 Int. 2 Int. 3 End

0.683 0 0 0 0.683 Load (kips)

0 0 0 0 46.708 Distance (ft)

Distance measured from CL Bearing at begin bridge

Dead Loads, DL Moment, DL Shears

3/27/2023 PrestressedBeamV6.2.xmcd 4

Release Dead Load Moments and Shears Lspan 46.71 ft=

0 10 20 30 40

20-

10-

Release Moment

Release Shear

Release DL, Moment (kip-ft) & Shear (kip)

Location (feet)

M o m en t

(k ip fe et

S h ea r (k ip s) max Vrelease( ) 19.0 kip= max Mrelease( ) 226.5 kip ft= min Vrelease( ) 19.0- kip=

Noncomposite Dead Load Moments and Shears

0 10 20 30 40 100-

40-

20-

Non-composite DL Moment

Non-composite DL Shear

Non-composite DL, Moment (kip-ft) & Shear (kip)

Location (feet)

M o m en t

(k ip fe et

S h ea r (k ip s) max Vdl.non.comp( ) 32.5 kip= max Mdl.non.comp( ) 379.9 kip ft= min Vdl.non.comp( ) 32.5- kip=

Composite Dead Load Moments and Shear

0 10 20 30 40 10-

4-

2-

Composite DL Moment

Composite DL Shear

Composite DL, Moment (kip-ft) & Shear (kip)

Location (feet)

M o m en t

(k ip fe et

S h ea r (k ip s) max Vdl.comp( ) 3.5 kip= max Mdl.comp( ) 40.7 kip ft= min Vdl.comp( ) 3.5- kip=

3/27/2023 PrestressedBeamV6.2.xmcd 5

Live Load Moments and Shears

Distributed Live Load Moments and Shears Lspan 46.71 ft= BeamSpacing 5 ft= Skew 0 deg=

Live Load Shear Distribution Correction Factor for Skewed Bridges: CorrectionFactor 1.00=

Final Live Load Distribution Factors: gmom 0.35= gmom.fatigue 0.19= gshear 0.64=

0 10 20 30 40 100-

100-

50-

Distributed LL, Moment (kip-ft) & Shear (kip)

Location (feet)

M o m en t

(k ip ft

S h ea r (k ip s)

Mdist.live.pos n kip ft

Mdist.live.neg n kip ft

Mshrdist.live.pos n kip ft

Mshrdist.live.neg n kip ft

Vdist.live.pos n kip

Vdist.live.neg n kip

Locationn ft max Vdist.live.pos( ) 58.9 kip= max Mdist.live.pos( ) 329.2 kip ft= min Vdist.live.neg( ) 58.9- kip=

ReactionLL 59.9 kip= min Mdist.live.neg( ) 8.2- kip ft=

ReactionDL 37.6 kip= max Mshrdist.live.pos( ) 290 kip ft=

Beam End Reactions...

with IM factor only

3/27/2023 PrestressedBeamV6.2.xmcd 6

Reinforcement Properties InputDataFile "16thStNE_FSB15x60_Int.dat"=

Carbon Steel - Grade 60

Stainless Steel - Grade 60

Glass Fiber Reinforced Polymer

Carbon Steel - Grade 80

Stainless Steel - Grade 75

Help on Mild Reinforcement Types Mild Reinforcement Type:

Help on Longitudinal Mild and Partial PS Reinforcement Longitudinal Mild and

Partial PS Reinforcement:

Excel Table of Standard FDOT

Prestressed Beam Mild and Partial

PS Longitudinal Reinforcement

Mild Reinforcement Partial PS (Dormant) Strand

Deck Bottom of Beam

Beam End:

Top

Beam End:

Bottom

Top of BeamLocation

Location 3/8 inch

1/2 inch0.4133 0 0 0 Diameter(in)

Area (in^2) *1

2.8125 0 2Distance (in) *2 *3 Distance (in)

0 0 4Length (ft) # Strands

5 0 0 10 Force per

Strand (kip) Bar Size *4 *4 *4

*1 - Area of longitudinal deck reinf. per unit width of deck, both layers combined. Typically one #5 Bar top & bottom for 8" decks.

*2 - Distance measured from top of deck to centroid of deck longitudinal reinforcement, positive value.

*3 - Distance measured from top of beam, positive value.

*4 - Size of bars used to create As.long needed to calculate development length.

Prestressing Tendons:

75Humidity % % relative humidity (75% typical)

0.75Time: jacking to transfer days Time in days between jacking and transfer.

Carbon Steel - Low Lax

Carbon Steel - Stress Relieved

Stainless Steel

Carbon Fiber Reinforced Polymer

Help on Prestress Reinforcement Types Prestress Strand Type

0.6 in.

0.5 in.

0.5 in. Special

9/16 in.

0.7 in.

Prestress Strand Size

Help on Strand Generator Help on Strand Debonding

Strand Pattern

Generator…