24-8265_Exhibit_L-6_-_Structures_Load_Rating_Signed.pdf
PDF 2 MB Posted
- Attached to
- 16th Street NE Bridge Project (LAP) GRANT FUNDED
- Solicitation number
- 24-8265
- Issued by
- Collier County, Florida
About this file
This document is a Bridge Load Rating Analysis for Bridge No. 034186, prepared by Kisinger Campo & Associates for the Florida Department of Transportation (FDOT) in Collier County. The analysis covers a three-span, 147 ft. 0.5-inch long by 50 ft. 5-inch wide prestressed concrete Florida Slab Beam (FSB) bridge located 1.1 miles north of Golden Gate Boulevard. The bridge will carry 16th Street NE over the Golden Gate Main Canal and consists of one 15-inch deep by 57-inch wide FSB and nine 15-inch deep by 60-inch wide FSBs, with a 6.5-inch cast-in-place topping used as the riding surface.
The load rating analysis was performed using Load and Resistance Factor (LRFR) methodology, following AASHTO Load and Resistance Factor Design Bridge Design Specifications, the AASHTO Manual for Bridge Evaluation, and the FDOT Bridge Load Rating Manual. The analysis utilized the FDOT LRFD Prestressed Beam Program V6.2 and Mathcad v15.0 to evaluate the bridge's structural capacity. The detailed report includes comprehensive calculations for dead loads, live loads, moment resistance, shear resistance, and various design checks, with all critical sections passing the required structural performance criteria. The bridge was designed to support HL-93 loading standards and permit vehicle loads, with a focus on ensuring safe and reliable performance.
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Text version
Bridge No.
Location
Description
Level Vehicle Weight Member Type Limit DC LL LLDF RF RATING
Inventory HL93 36 Service 1.00 0.80 0.380 1.410 50.8
Operating HL93 36 Strength, Moment 1.25/0.90 1.35 0.380 2.110 76.0
Permit FL120 60 Strength, Moment 1.25/0.90 1.35 0.380 1.560 93.6
Permit Max
Span
FL120 60
Strength, Moment 1.25/0.90 1.35 0.380 1.560 93.6
SU2 17 Limit Test NA NA -1
SU3 33 Limit Test NA NA -1
SU4 35 Limit Test NA NA -1
C3 28 Limit Test NA NA -1
C4 36.7 Limit Test NA NA -1
C5 40 Limit Test NA NA -1
ST5 40 Limit Test NA NA -1
EV2 28.75 Limit Test NA NA -1
EV3 43 Limit Test NA NA -1
Date: 08/01/23
Date: 08/01/23
This 01-01-2022 summary follows the FDOT Bridge Load Rating Manual (BLRM), and the FDOT BMS Coding Guide.
No
Member Type
Member Type
451283-1-58-01 New Bridge
Segmental Bridge?
Plans Status
Project No. & Reason
99 (tons)
No fdot.gov/maintenance/LoadRating.shtm *Recommended SU Posting levels for Florida SU trucks adequately restricts AASHTO SU trucks; see BLRM Chapter 7.
Owner
Location Neither interstate traffic nor within 1 mile reasonable access to an interstate
02 County Highway Agency
No. EV posting is not recommended. The
FAST Act does not apply
LRFR-LRFD
Member Type
Member TypeLegal
Member Type
Beam 1-10, 0.48L
Governing Location
Beam 1-10, 0.52LPrestressed
Prestressed
Emergency
Vehicle
(EV)
Original Design Load
Rating Type, Analysis
Member Type
John Johnson
Checked by: Brian Horrnik
HL93
Member Type
Prestressed
Prestressed
Rating Type Rating Type
Beam 1-10, 0.48L
Beam 1-10, 0.48L
Member Type
LRFR-LRFDAnalysis Method:034186
Rating Factor RF∙Weight
(tons)
Span No. - Girder No., Interior/Exterior, %Span Length
FDOT Bridge Load Rating Summary
Form (Page 1 of 1)
Gross Axle
Weight
(tons)
Dead Load
Factor
Live Load
Factor
Live Load
Distrib.
Factor
(axles)
Moment/Shear/Service
16th St. NE over Golden Gate Main Canal
147ft. ½in. Three-Span FSB Bridge
Performed by:
Minimum Span Length 46.7
Design
EV Posting
(tons)
At/Above legal loads. Posting Not Required.
(feet)
Recommended Posting
Recommended SU Posting
Recommended C Posting
Recommended ST5 Posting
Floor Beam Present?
(tons)
Member Type
33.0% lmartinez@kcaeng.com
Comments: See Load Rating Narrative
This item has been digitally signed and sealed by Distribution Method AASHTO Formula
Impact Factor
FL120 Gov. Span Length (feet)46.7
(axle loading) 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.
Kisinger Campo & Associates, Corp.
13461 Parker Commons Blvd., Suite
Fort Myers, FL 33912
Certificate of Authorization: 02317
STATE OF
R E
E
NI
G
NE LANOI
S S
E
F O
R P
E
SNECI
L
A
DIRO
L F
No. 82380
ZENIT
RAM OIC
U
L
Bridge Load Rating Analysis Bridge No. 034186
August 2023 4 Collier County
Table of Contents
Load Rating Summary Sheet
Table of Contents
Load Rating Narrative
Load Rating Assumptions
Proposed Bridge Plans
FSB 15x60 Interior Beam
FSB 15x60 Exterior Beam
FSB 15x57 Exterior Beam
Quick Check
August 2023 5 Collier County
Load Rating Narrative
Bridge No. 034186 will be constructed as a three (3) span, 147ft. 0-½in. long by 50ft. 5in. wide prestressed concrete Florida Slab Beam (FSB) bridge. The bridge will consist of one (1) 15in. deep by 57in. wide
FSB and nine (9) 15in. deep by 60in. wide FSBs, with a 6-½in. cast-in-place topping to be used as the riding surface. Each span will be simply supported, supported by reinforced concrete bent caps, founded on square prestressed concrete piles. The bridge, when constructed, will carry 16th Street NE over
Golden Gate Main Canal. The bridge will be located 1.1 miles north of Golden Gate Boulevard in Collier
County, Florida.
This load rating analysis has been performed in accordance with Load and Resistance Factor (LRFR) methodology and is founded on design plans from FPID 451283-1-58-01.
This load rating analysis has been performed in accordance with the American Association of State
Highway Transportation Officials (AASHTO) Load and Resistance Factor Design Bridge Design
Specifications (LRFD), 9th Edition, the AASHTO Manual for Bridge Evaluation (MBE), 3rd Edition, and the
Florida Department of Transportation (FDOT) Bridge Load Rating Manual (BLRM), January 2023 Edition, and complies with FDOT Structures Design Guidelines (SDG), January 2023 Edition. All applicable interims of the above noted codes are also incorporated. The load rating analysis has been performed utilizing the FDOT LRFD Prestressed Beam Program V6.2 and Mathcad v15.0.
August 2023 6 Collier County
Load Rating Assumptions
Controlling Member: The controlling member could not be determined by inspection. The beam length and design span length for all beams are equal. Beam runs for the interior FSB 15x60, exterior FSB
15x60, and exterior FSB 15x57 were conducted to determine the controlling load rating member.
Prestressing Strands: The number of prestressing strands in each beam is equal. Each beam will utilize
21 0.6in. diameter, grade 270, low relaxation carbon steel strands stressed at 43.94 kips each.
August 2023 14 Collier County
Proposed Bridge Plans
[Note: Final plans will be placed here upon Final Submittal.]
August 2023 15 Collier County
FSB 15x60 Interior Beam
[Note: The remainder of this page is intentionally left blank.]
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 for Entering
Prestressing Strand
Layout
Double click the icon to open the 'Strand Pattern Generator'. Specify the location and debonding of strands. When finished, press the 'Continue' button. Then press 'Read Strand Data' button below.
Read Strand Data
Press 'Read Strand Data'
Button.to Read in Strand
Generator Data Press 'Read Strand Data' button to Read in Strand Generator Data.
3/27/2023 PrestressedBeamV6.2.xmcd 7
Material Properties
Strand Data, Pattern, and Properties
Section Properties, Strand Profile Properties, and Service I and III Beam Stresses and Limits
Service I and III Stresses and Limits and Tendon Layout Summary tension (+), compression (--)
Final Stresses
0 10 20 30 40
6-
4-
2-
6-
4-
2-
Top Beam Stress Service Ia
Top Deck Stress Service Ib
Top Beam Stress Service Ib
Bot.Beam Stress Service III
Top Beam Stress Fatigue I
Allow.Compression Service 1a
Allow. Compression Service Ib
Allow. Compression Fatigue I
Allow Tension Service III
Final Stresses (ksi) Top, Bottom, & Allowable
Location (feet)
S tr es s
(k si
0 10 20 30 40
6-
4-
2-
Top Beam Stress
Bottom Beam Stress
Allowable Tension Stress
Allowable Compression Stress
Release Stresses (ksi) Top, Bottom, & Allowable
Location (feet)
S tr es s
(k si
Release Stresses
3/27/2023 PrestressedBeamV6.2.xmcd 8
Stress Checks at Service Limit States
Release tension Check_ftension.rel "OK"= max DC_ftension.rel( ) 0.73=
Release compression Check_fcomp.rel "OK"= max DC_fcomp.rel( ) 0.61=
Service III , PS+DL+0.8*LL Check_ftension.ServiceIII "OK"= max DC_ftension.ServiceIII( ) 0.86=
Service Ia , PS+DL Check_fcomp.ServiceIa "OK"= max DC_fcomp.ServiceIa( ) 0.50=
Service Ib , PS+DL+LL Check_fcomp.ServiceIb "OK"= max DC_fcomp.ServiceIb( ) 0.46=
Fatigue I , (PS + DL)*0.5
+1.5 Fatigue Truck Check_fcomp.FatigueI "OK"= max DC_fcomp.FatigueI( ) 0.34=
StressChecks
"StressCheck"
"Tension @ Release"
"Compression @ Release"
"Tension @ ServiceIII"
"CompressionIa @ ServiceI"
"CompressionIb @ ServiceI"
"Compression @ FatigueI"
"Location(ft)"
2.88
3.34
24.83
23.90
24.36
23.90
"Stress(ksi)"
0.23
2.70-
0.20
1.93-
2.37-
1.15-
"AllowableStress(ksi)"
0.63
4.42-
0.55
3.83-
5.10-
3.40-
CheckBeamEndTopLongReinf "OK"=
Strand Pattern Checks
The number of strands debonded per row shall not exceed 45 percent of the strands provided in that row.1.
Debonding shall not be terminated for more than six strands in any given section. When a total of ten or fewer strands are2.
debonded, debonding shall not be terminated for more than four strands in any given section
Longitudinal spacing of debonding termination locations shall be at least 60db apart.3.
Alternate bonded and debonded strand locations both horizontally and vertically.4.
For simple span precast, pretensioned girders, debonding length from the beam end should be limited to 20 percent of the span5.
length or one half the span length minus the development length, whichever is less.
CheckPattern
"OK"
"OK"
"OK"
"OK"
For single-web flanged sections (I-beams, bulbtees, and inverted-tees):
1. Bond all strands within the horizontal limits of the web
2. Bond the outer-most strands in all rows located within the full-width section of the flange.
3. Position debonded strands furthest from the vertical centerline.
For multi-web sections having bottom flanges (voided slab, box beams and U-beams):
1. Strands shall be bonded within 1.0 times the web width projection.
2. Bond the outer-most strands within the section.
3. Uniformly distribute debonded strands between webs.
BeamType "FSB15"= CheckWebPattern
3/27/2023 PrestressedBeamV6.2.xmcd 9
Tendon Layout
0 20 40 60
60-
40-
20-
Debonded
Full Length
Draped
Beam
Bottom Half of Beam with Tendon Layout
BeamType "FSB15"= hbeam 15 in=
Astrand 0.217 in
#Strands 23=
Prestress Losses Summary fpj 202.5 ksi= Check_fpt "OK"=
Note: Elastic shortening losses are zero in concrete stress calculations when using transformed section properties per∆fpES 0 ksi=
LRFD 5.9.3.2.3
∆fpT 18- ksi= ∆fpT fpj
8.78- %= fpe 185 ksi= fpe fpj
91.22 %=
0.8 fpy 194 ksi= Check_fpe "OK"=
3/27/2023 PrestressedBeamV6.2.xmcd 10
Moments at Service Limit States
0 11.948 23.896 35.844 47.792
200-
Service I and Service III Moments (kip-ft)
Mpos.Ser1 n kip ft
Mpos.Ser3 n kip ft
Locationn ft max Mpos.Ser1( ) 749 kip ft= max Mpos.Ser3( ) 683 kip ft=
Summary of Values at Midspan
Stresses
"Stage"
"1"
"2"
"4"
"6"
"8"
"Top of Beam (ksi)"
0.84-
0.90-
0.83-
1.87-
2.37-
"Bottom of Beam (ksi)"
1.76-
1.50-
1.56-
0.64-
0.19
PrestressForce
"Time"
"@Release"
"@Final (about composite centroid)"
"Axial (kip)"
1051-
958-
"Moment (kip*ft)"
316-
278-
Properties
"Section"
"Net Beam"
"Transformed Beam (initial)"
"Transformed Beam (final)"
"Composite Section"
"Area (in^2) "
756.6
787.7
785.5
1211.2
"Inertia (in^4) "
14564
15073
15038
43778
"Top of Beam to Centroid (in)"
7.8-
8-
8-
4.9-
ServiceMoments
"Load Type "
"Release Dead Load"
"Non-Composite DL (incl. beam wt.)"
"Composite Dead Load"
"Distributed Live Load"
"Moment (kip*ft)"
Stage 1 ---> At release with span length equal to length of the beam. Prestress losses are elastic shortening and overnight relax
Stage 2 ---> At final, starting with Stage 1 and adding the remaining prestress losses applied to the transformed beam
Stage 4 ---> Starting with Stage 2 and changing the support locations from the end of the beam to the bearing locations
Stage 6 ---> Starting with Stage 4 and adding non-composite dead load (excluding beam wt included in Stage 1)
Stage 8 ---> Starting with Stage 6 and adding composite dead load and distributed live loads applied to the composite section
Camber at Release, Short Term Camber, & Summary of Slope Data
3/27/2023 PrestressedBeamV6.2.xmcd 11
Camber at Different Stages and Deflection due to Dead Load and Live Load Lspan 46.71 ft=
0 10 20 30 40
1-
Camber @ release
Camber @ 30 days
Camber @ 60 days
Camber @ 90 days
Camber @ 120 days
Camber @ 240 days
Deflection:Non-composite DL
Deflection: Composite DL
Deflection: Live load
Camber & Deflection
Location (feet)
D ef le ct io n in ch es
Slope&Defl
"Stage"
"Release"
"30 Days"
"60 Days"
"90 Days"
"120 Days"
"240 Days"
"Non-comp DL"
"Comp DL"
"LL"
"∆L @ Beam Top (in)"
0.05-
0.16-
0.19-
0.21-
0.23-
0.25-
0.08-
0.00-
0.02-
"∆L @ Beam Bot. (in)"
0.24-
0.46-
0.54-
0.58-
0.60-
0.65-
0.07
0.01
0.04
"Slope at End (deg)"
0.28
0.47
0.54
0.58
0.60
0.64
0.27-
0.02-
0.12-
"Midspan Defl (in)"
0.55
0.96
1.11
1.19
1.23
1.31
0.84-
0.07-
0.35-
Check net camber at end of construction (120 day) SDG 4.3.2.D & 4.4.3.A
NetCamber max Defl120day( ) min Defldl.nc( )+ min Defldl.c( )+ 0.33 in=:=
CheckNetCamber if NetCamber 0> "OK", "No Good", ( ):= CheckNetCamber "OK"=
Moment Resistance
3/27/2023 PrestressedBeamV6.2.xmcd 12
Moment Resistance
Moments and Moment Resistance at StrengthI and StrengthII Limit State
Values at midspan
LimitStateForMoment
"Strength II"= max MStrength( ) 1126 kip ft=
IsSectionNonCompControlled?
"Yes"= Mminimum
1143 kip ft= Mreqd
1143 kip ft=
StrandType "Carbon Steel - Low Lax"= ϕmom
1.00= ϕmom
Mn 51( ) 1539 kip ft=
FailureMode
"N.A."= CheckMinSSLimit "N.A."=
0 10 20 30 40
ΦMn
M minimum
M Strength I
M Strength II
M required ϕMn, Mcr, and Mu (StrengthI & II) (kip-ft) min Ld( ) ft
Lbeam min Ld( )-ft min Ld( ) 9.6 ft= Lbeam min Ld( )- 38.2 ft=
Demand/Capacity Ratio at locations where all strands are fully developedDCmoment mn
Mreqd mn ϕmom mn
Mn mn( )
:= max DCmoment( ) 0.80=
CheckMomentCapacity if max DCmoment( ) 1.0< "OK", "No Good!", ( ) "OK"=:=
FSB only - Design Check of Transverse Reinforcing Bars E
FSB only - Design Check of Bottom Transverse Reinforcing Bars E
Spacing of Bars E is checked per Control of Cracking by Distribution of Reinforcement [LRFD 5.6.7 or AASHTO GFRP 2.6.7].
The Service I moment in transverse direction is calculated based on the ratio to the longitudinal moment per LRFD 9.7.3.2.
s 700 γe βs fss 2 dc- The maximum spacing of the mild steel reinforcement for control of cracking at the service limit state shall satisfy
[LRFD 5.6.7]
γe 1.00:=
3/27/2023 PrestressedBeamV6.2.xmcd 13 s min 1.15 Cb Ef w ffs
2.5cc- 0.92 Cb Ef w ffs
[AASHTO GFRP 2.6.7-1]
[AASHTO GFRP Eq. 2.6.7-2]
Cb 0.83:= GFRP bars bond coefficient wmax 0.028in:= limiting crack width
ABarsE 0.31in
:= Area of Bars E sBarsE 6in:= Typical Spacing of Bars E sBarsE.NearEnds 12in:= Spacing of Bars E near ends of span nBarsE.NearEnds 1:= Number of spaces of Bars E near ends of span
BarsESize 5:= Size of Bars E cc 1.5in:= clear cover
Area and spacing of Bars E per location (up to half span) hs 0 last Location( )
1-..:=
ABarsE.prov hs
ABarsE sBarsE.NearEnds
Location hs nBarsE.NearEnds sBarsE.NearEndsif
ABarsE sBarsE otherwise substr BeamType 0, 3, ( ) "FSB"=if
0 otherwise sBarsE.prov hs sBarsE.NearEnds Location hs nBarsE.NearEnds sBarsE.NearEndsif sBarsE otherwise substr BeamType 0, 3, ( ) "FSB"=if
0 otherwise ratio
Lspan ft
LRFD 9.7.3.2
3/27/2023 PrestressedBeamV6.2.xmcd 14 ratio if ratio 0.5 ratio, 0.5, ( ):= ratio 0.15=
Mtransverse.pos.Ser1 ratio Mdist.live.pos Mdl.comp+ be
1 ft:= max Mtransverse.pos.Ser1( ) 10.64 kip ft= per foot width
Note: there is no stress induced in Bars E from the self-weight of the FSB's or the CIP deck overlay.
dc cc 0.5 BarsESize in+ 1.81 in=:= Distance from extreme tension fiber to center of closest bar h tdeck Heightpocket+ 17 in=:= Overall thickness or depth of the component ds h dc- 15.19 in=:= βs 1 dc
0.7 h dc-( ) + 1.17=:=
Ec.deck 120000 K1 wc.deck ft kip fc.deck ksi
0.33 ksi 4145 ksi=:= ns
Es
Ec.deck
7=:= Modular ratio ρ hs
ABarsE.prov hs ds
Reinforcement ratio kk hs
2 ρ hs ns ρ hs ns( )2 + ρ hs ns-:= j hs kk hs fr.pocket 0.24 fc.deck ksi:= fr.pocket 0.51 ksi=
Spocket
12 in h
:= Spocket 578 in γ1 1.6:= Flexural cracking variability factor γ3 0.67:= Ratio of specified minimum yield strength to ultimate tensile strength of the reinforcement
(0.67 for ASTM A615, Grade 60 reinforcing steel per SDG 1.4.1)
Mcr.pocket γ1 γ3 fr.pocket Spocket:= Mcr.pocket 26.29 kip ft= per feet width
3/27/2023 PrestressedBeamV6.2.xmcd 15 fss.Ser1 hs
0 Mtransverse.pos.Ser1 hs
0if
Mtransverse.pos.Ser1 hs
ABarsE.prov hs
1 ft j hs ds otherwise substr BeamType 0, 3, ( ) "FSB"=if
0 otherwise
Stress in Bars E
(if moment is negative, stress in bottom steel is set to 0)
Required reinforcement spacing
SpaBarsE.reqd hs
10000in fss.Ser1 hs
0if
700 γe in βs fss.Ser1 hs
2 dc-
MildReinfType "Carbon Steel"=( ) MildReinfType "Stainless Steel"=( )+if min 1.15 Cb Ef wmax fss.Ser1 hs
2.5 cc- 0.92 Cb Ef wmax fss.Ser1
MildReinfType "Glass Fiber Reinforced Polymer"=if otherwise substr BeamType 0, 3, ( ) "FSB"=if
0 otherwise
CriticalSpaBarsE.reqd min SpaBarsE.reqd( ) 37.62 in=:= The most critical spacing along cap sections
DCBarsE hs sBarsE.prov hs
SpaBarsE.reqd hs max DCBarsE( ) 0.16= dc.max hs dcmax 10000in fss.Ser1 hs
0if ζ hs h kk hs ds-ds kk ds-dcmax Cb Ef wmax
2 fss.Ser1 hs ζ substr BeamType 0, 3, ( ) "FSB"=if dcmax 0 otherwise dcmax
:= limiting d.c value
[AASHTO GFRP Eq. 2.6.7-2] min dc.max( ) 4.54 in= dc 1.81 in= fs.max if fy 75ksi< 0.8 fy, 0.6 fy, ( ) 48 ksi=:= [SDG 4.1.8]
3/27/2023 PrestressedBeamV6.2.xmcd 16
CheckFSB.BarsE
"OK" max DCBarsE( ) 1 max fss.Ser1( ) fs.max MildReinfType "Carbon Steel"=( ) MildReinfType(+if
"OK" max DCBarsE( ) 1 dc min dc.max( ) MildReinfType "Glass Fiber Reinforced Polymer"=if
"No Good" otherwise substr BeamType 0, 3, ( ) "FSB"=if
"N/A" otherwise
CheckFSB.BarsE "OK"=
ABarsE.reqd hs if substr BeamType 0, 3, ( ) "FSB"= ABarsE
SpaBarsE.reqd
, 0, 0 20 40
0.2
0.4
0.6
0.8
FSB Transverse Reinforcing Bars E Required vs. Provided
ABarsE.reqd hs in ft
ABarsE.prov hs in ft
Locationhs ft
FSB only - Design Check of Transverse Reinforcing Bars E
Shear Loads
3/27/2023 PrestressedBeamV6.2.xmcd 17
Shear and Corresponding Moments: max Vpos.StrengthI( ) max Vpos.StrengthII( ) kip=
"HL93"
"Permit Vehicle"
Calcultions use the greater of Strength I or Strength II Limit State
Shear (kip) & Corresponding Moment (kip-ft)
Vu.Strength n kip
Mshru.Strength n kip ft
Locationn ft max Vu.Strength( ) 146.7 kip= ControllingShearLimitState "Strength II"= max Mshru.Strength( ) 1089 kip ft=
Shear Resistance
Stirrup Size and Spacings (values are for one half of the beam)
6.5 End Stirrup Space in Distance from end of beam to the centerline of first stirrup or stirrup bundle.
Help on Stirrup DesignationsHelp on Stirrup Design Iteration Reset Load Data0 Table of FDOT Standard
Prestressed Beam End
Reinforcement used for
GFRP Bars GFRP Stirrup Bar #
Stirrup Design - see Stirrup Layout
A1 A2 A3 S1 S2 S3 S4 Designation
18 18 18 18 18 18 18 Spacing (in)
8 1 1 1 1 1 Calculated# of Spaces
0.8 0.8 0.8 0.8 0.8 0.8 0.8 Area (in^2)
1 1 1 1 1 1 1Interface Factor
Save and Initialize Data
Shear Demand/Capacity and Longitudinal Steel Demand/Capacity
3/27/2023 PrestressedBeamV6.2.xmcd 18
CheckShearCapacity "OK"=
CheckStirArea "OK"= CheckMaxShearStress "OK"=
CheckMinStirArea "OK"= CheckMaxStirSpacing "OK"=
0 10 20 30
0.2
0.4
0.6
0.8 Av required (in^2/ft)
Av provided (in^2/ft)
Av location and area
Shear Reinforcement: Required vs. Provided
Beam Length (feet)
S ti rr u p A re a in
/f o o t)
Locationishear ft
Lend.anchorage ft
Location ishear
2.41 ft= gfedcb Use current input file Save Data File
16thStNE_FSB15x60_Int.dat Save DataFile Name
DataFileFolder "C:\PW\KCA\Collier Co 16th St NE Bridge 22-7944\60212.1\Structures\eng_data\02_Superstructure\Beam Program\DataFiles-FSB"= Note: Select an output folder by using the "Change Folder" option on page 1.
0 10 20 30
Vu Strength
Φ(Vs+Vc+Vps)
ΦVs
ΦVc
ΦVps
ΦVn max
Shear: Demand vs. Capacity
Beam Length (feet)
S h ea r (k ip s)
Locationishear fCheckD/CShear "CheckType"
"Shear"
"Location(ft)"
2.41
"Vu (kip)"
146.66
"Vr (kip)"
493.74
= max D/Cshear( ) 0.30=
3/27/2023 PrestressedBeamV6.2.xmcd 19
Botom Longitudinal Reinf. (LRFD 5.7.3.5)
Longitutinal Reinforcement:
0 10 20 30
Bottom Longitudinal Reinforcement: Required vs. Provided
Vlong.reqd hs kip
Vlong.prov hs kip
Locationhs ft
CheckD/CLong "CheckType"
"Longitudinal Reinf."
"Location(ft)"
21.1
"V long Req'd (kip)"
871.1
"V long Prov (kip)"
1214.4 max D/CLongReinf( ) 0.72= CheckLongReinf "OK"=
(LRFD 6.7.3.5)
Interface Shear Reinforcement
Interface Shear:
0 10 20 30
0.2
0.4
Interface Steel: Required vs Provided
Avf.required hs in ft
Avf.provided hs in ft
Locationhs ft
TotalAvf.required 0 in
= TotalAvf.provided 12.35 in
= DCInterfaceReinf 0= CheckInterfaceReinf "OK"=
Typically shear reinforcement is extended up into the deck slab.
These calculations are based on shear reinforcement functioning as interface reinforcing.
The interface_factor can be used to adjust this assumption.
If max(Avf.min) or max(Avf.des) is greater than 0 in2/ft, interface reinforcement is required.max Avf.min.required( ) 0.000 in ft = max Avf.des( ) 0.000 in ft
3/27/2023 PrestressedBeamV6.2.xmcd 20
CheckInterfaceSpacing "OK"=
Pricipal Tensile Stresses in Webs - LRFD 5.9.2.3.3 and Splitting Resistance
Principal Stresses:
0 10 20 30 40
0.1
0.2
0.3
0.4
Principal tensile stress in the web (ksi) fmax.all n ksi fmax.stage6 n ksi fmax.SerIII n ksi
Locationishear ft
Lbeam Locationishear-ft
Locationn ft
Crital Location for Principal Stress: Location ishear
28.9 in= max DC_fmax.web( ) 0.1= Check_fmax.web "OK"=
Note: The check for pricipal tensile stresses in webs is only required for pretensioned girders with a compressive strength of concrete for use in design greater than 10 ksi per AASHTO BDS Article 5.9.2.3.3. The check is displayed for all concrete strengths for consideration when optimizing the strands design.
Splitting Reinforcement:
FDOT Splitting Rein Demand/Capacity Ratio and Check for FDOT Standard Beam End Reinforcement
Pr.standard 1460 kip= Pprestress 1011 kip= D/Csplitting.FDOT 0.69=
CheckD/Csplitting "OK"=
Confinement Bars:
TotalNoConfineBars 8=
3/27/2023 PrestressedBeamV6.2.xmcd 21
Summary of Design Checks check
"OK":= check
CheckMinStirArea "OK"=:= check
CheckDeflectionOrSpanToDepth "OK"=:= check
CheckMaxStirSpacing "OK"=:= check
CheckStrandFit "OK"=:= check
CheckLongReinf "OK"=:= check
Check_fpt "OK"=:= check
CheckInterfaceSpacing "OK"=:= check
Check_fpe "OK"=:= check
CheckInterfaceReinf "OK"=:= check
Check_ftension.rel "OK"=:= check
"OK":=
check
Check_fcomp.rel "OK"=:= check
CheckD/Csplitting "OK"=:= check
Check_ftension.ServiceIII "OK"=:= check
CheckPattern
"OK"=:=
check
Check_fcomp.ServiceIa "OK"=:= check
CheckPattern
"OK"=:=
check
Check_fcomp.ServiceIb "OK"=:= check
CheckPattern
"OK"=:=
check
Check_fcomp.FatigueI "OK"=:= check
CheckPattern
"OK"=:=
check
CheckMomentCapacity "OK"=:= check
CheckPattern
"OK"=:=
check
CheckMaxCapacity "OK"=:= check
CheckWebPattern
"OK"=:=
check
CheckStirArea "OK"=:= check
CheckWebPattern
"OK"=:=
check
CheckShearCapacity "OK"=:= check
CheckBeamEndTopLongReinf "OK"=:=
All Beam Checks check T 0 1 2 3 4 5 6 7 8 9 10
0 0 "OK" "OK" "OK" "OK" "OK" "OK" "OK" "OK" "OK" ...
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 TotalCheck "OK"=
3/27/2023 PrestressedBeamV6.2.xmcd 22
Load Rating Analysis: Load and Resistance Factor Rating (LRFR) ref.: Maintenance Office FDOT Bridge Load Rating Manual
Load Rating Computations
Moment (Strength) or Stress (Service) Shear (Strength)
LRFRloadrating
"Limit State"
"Strength I (Inv)"
"Strength I (Op)"
"Service III (Inv)"
"Service III (Op)"
"Strength II"
"DF"
0.35
0.35
0.35
0.35
0.35
"Rating"
1.76
2.29
1.49
1.68
1.69
"Tons"
"N/A"
"N/A"
"N/A"
"N/A"
101.32
"Dim(ft)"
22.42
24.29
24.29
22.42
22.42
"DF"
0.64
0.64
"N/A"
"N/A"
0.64
"Rating"
4.66
6.05
"N/A"
"N/A"
4.30
"Tons"
"N/A"
"N/A"
"N/A"
"N/A"
258.19
"Dim(ft)"
1.87
1.87
"N/A"
"N/A"
1.87
HL-93
HL-93
HL-93
HL-93*
Permit**
Notes:
* Not applicable for prestressed beams in good condition.
** FDOT Permit Rating truck is the FL120 .
"Dim(ft)"is measured from the centerline of bearings
Longitudinal Reinforcement Check:
DCLongReinf.HL93 0.67= DCLongReinf.Permit 0.72= CheckLongReinfloadrating "OK"=
QUICK CHECK: Factored Components of the Rating Factor Equation for the Design Operating Moment and Shear Ratings
HL93Operating.Moment
"φC"
"γDL"
"γLL"
"RF"
2.29
"factored resistance (kip-ft)...."
"factored dead load (kip-ft)...."
"factored live load (kip-ft)......."
"HL93 operating rating factor"
HL93Operating.Shear
"φC"
"γDL"
"γLL"
"RF"
495.5
41.4
75.1
6.05
"factored resistance (kip)........"
"factored dead load (kip)......."
"factored live load (kip).........."
3/27/2023 PrestressedBeamV6.2.xmcd 23
August 2023 17 Collier County
FSB 15x60 Exterior Beam
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_Ext.dat"=
Project Information
Project Information
16th Street NE BridgeProject Name
FPID No. 451283-1Project No.
BAH 03/23Designed by Date
Checked by Date
FSB15x60 ExtStructure 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_Ext.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 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
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 60 in= effective slab width
Additional Dead Load Data:
Uniform Dead Loads
0.032 Additional Uniform
Noncomposite DL wdeck 0.55 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
0.672 0 0 0 0.672 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
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( ) 32.1 kip= max Mdl.non.comp( ) 374.3 kip ft= min Vdl.non.comp( ) 32.1- 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 0.38= gmom.fatigue 0.22= gshear 0.68=
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( ) 62.3 kip= max Mdist.live.pos( ) 357.2 kip ft= min Vdist.live.neg( ) 62.3- kip=
ReactionLL 63.3 kip= min Mdist.live.neg( ) 8.9- kip ft=
ReactionDL 37.1 kip= max Mshrdist.live.pos( ) 314 kip ft=
Beam End Reactions...
with IM factor only
Reinforcement Properties InputDataFile "16thStNE_FSB15x60_Ext.dat"=
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 for Entering
Prestressing Strand
Layout
Double click the icon to open the 'Strand Pattern Generator'. Specify the location and debonding of strands. When finished, press the 'Continue' button. Then press 'Read Strand Data' button below.
Read Strand Data
Press 'Read Strand Data'
Button.to Read in Strand
Strand Data, Pattern, and Properties
Section Properties, Strand Profile Properties, and Service I and III Beam Stresses and Limits
Service I and III Stresses and Limits and Tendon Layout Summary tension (+), compression (--)
Final Stresses
0 10 20 30 40
6-
4-
2-
6-
4-
2-
Top Beam Stress Service Ia
Top Deck Stress Service Ib
Top Beam Stress Service Ib
Bot.Beam Stress Service III
Top Beam Stress Fatigue I
Allow.Compression Service 1a
Allow. Compression Service Ib
Allow. Compression Fatigue I
Allow Tension Service III
Final Stresses (ksi) Top, Bottom, & Allowable
Location (feet)
S tr es s
(k si
0 10 20 30 40
6-
4-
2-
Top Beam Stress
Bottom Beam Stress
Allowable Tension Stress
Allowable Compression Stress
Release Stresses (ksi) Top, Bottom, & Allowable
Location (feet)
S tr es s
(k si
Release Stresses
Release tension Check_ftension.rel "OK"= max DC_ftension.rel( ) 0.73=
Release compression Check_fcomp.rel "OK"= max DC_fcomp.rel( ) 0.61=
Service III , PS+DL+0.8*LL Check_ftension.ServiceIII "OK"= max DC_ftension.ServiceIII( ) 0.88=
Service Ia , PS+DL Check_fcomp.ServiceIa "OK"= max DC_fcomp.ServiceIa( ) 0.49=
Service Ib , PS+DL+LL Check_fcomp.ServiceIb "OK"= max DC_fcomp.ServiceIb( ) 0.47=
Fatigue I , (PS + DL)*0.5
+1.5 Fatigue Truck Check_fcomp.FatigueI "OK"= max DC_fcomp.FatigueI( ) 0.34=
StressChecks
"StressCheck"
"Tension @ Release"
"Compression @ Release"
"Tension @ ServiceIII"
"CompressionIa @ ServiceI"
"CompressionIb @ ServiceI"
"Compression @ FatigueI"
"Location(ft)"
2.88
3.34
24.83
23.90
24.36
24.36
"Stress(ksi)"
0.23
2.70-
0.23
1.89-
2.38-
1.16-
"AllowableStress(ksi)"
0.63
4.42-
0.55
3.83-
Strand Pattern Checks
The number of strands debonded per row shall not exceed 45 percent of the strands provided in that row.1.
Debonding shall not be terminated for more than six strands in any given section. When a total of ten or fewer strands are2.
debonded, debonding shall not be terminated for more than four strands in any given section
Longitudinal spacing of debonding termination locations shall be at least 60db apart.3.
Alternate bonded and debonded strand locations both horizontally and vertically.4.
For simple span precast, pretensioned girders, debonding length from the beam end should be limited to 20 percent of the span5.
length or one half the span length minus the development length, whichever is less.
CheckPattern
"OK"
"OK"
"OK"
1. Bond all strands within the horizontal limits of the web
2. Bond the outer-most strands in all rows located within the full-width section of the flange.
3. Position debonded strands furthest from the vertical centerline.
For multi-web sections having bottom flanges (voided slab, box beams and U-beams):
1. Strands shall be bonded within 1.0 times the web width projection.
2. Bond the outer-most strands within the section.
3. Uniformly distribute debonded strands between webs.
BeamType "FSB15"= CheckWebPattern
Tendon Layout
0 20 40 60
60-
40-
20-
Debonded
Full Length
Draped
Beam
Bottom Half of Beam with Tendon Layout
BeamType "FSB15"= hbeam 15 in=
Astrand 0.217 in
#Strands 23=
Prestress Losses Summary fpj 202.5 ksi= Check_fpt "OK"=
Note: Elastic shortening losses are zero in concrete stress calculations when using transformed section properties per∆fpES 0 ksi=
LRFD 5.9.3.2.3
∆fpT 18- ksi= ∆fpT fpj
8.78- %= fpe 185 ksi= fpe fpj
91.22 %=
0.8 fpy 194 ksi= Check_fpe "OK"=
200-
Service I and Service III Moments (kip-ft)
Mpos.Ser1 n kip ft
Mpos.Ser3 n kip ft
Locationn ft max Mpos.Ser1( ) 771 kip ft= max Mpos.Ser3( ) 700 kip ft=
Summary of Values at Midspan
Stresses
"Stage"
"1"
"2"
"4"
"6"
"8"
"Top of Beam (ksi)"
0.84-
0.90-
0.83-
1.84-
2.38-
"Bottom of Beam (ksi)"
1.76-
1.50-
1.56-
0.67-
0.23
"Time"
"@Release"
"@Final (about composite centroid)"
"Axial (kip)"
1051-
958-
"Moment (kip*ft)"
316-
278-
"Section"
"Net Beam"
"Transformed Beam (initial)"
"Transformed Beam (final)"
"Composite Section"
"Area (in^2) "
756.6
787.7
785.5
1197.2
"Inertia (in^4) "
14564
15073
15038
43353
"Top of Beam to Centroid (in)"
7.8-
8-
5-
"Load Type "
"Release Dead Load"
"Non-Composite DL (incl. beam wt.)"
"Composite Dead Load"
"Distributed Live Load"
"Moment (kip*ft)"
Stage 1 ---> At release with span length equal to length of the beam. Prestress losses are elastic shortening and overnight relax
Stage 2 ---> At final, starting with Stage 1 and adding the remaining prestress losses applied to the transformed beam
Stage 4 ---> Starting with Stage 2 and changing the support locations from the end of the beam to the bearing locations
Stage 6 ---> Starting with Stage 4 and adding non-composite dead load (excluding beam wt included in Stage 1)
Stage 8 ---> Starting with Stage 6 and adding composite dead load and distributed live loads applied to the composite section
Camber at Release, Short Term Camber, & Summary of Slope Data
3/27/2023 PrestressedBeamV6.2.xmcd 11
Camber at Different Stages and Deflection due to Dead Load and Live Load Lspan 46.71 ft=
0 10 20 30 40
1-
Camber @ release
Camber @ 30 days
Camber @ 60 days
Camber @ 90 days
Camber @ 120 days
Camber @ 240 days
Deflection:Non-composite DL
Deflection: Composite DL
Deflection: Live load
Camber & Deflection
Location (feet)
D ef le ct io n in ch es
Slope&Defl
"Stage"
"Release"
"30 Days"
"60 Days"
"90 Days"
"120 Days"
"240 Days"
"Non-comp DL"
"Comp DL"
"LL"
"∆L @ Beam Top (in)"
0.05-
0.16-
0.19-
0.21-
0.23-
0.25-
0.07-
0.00-
0.02-
"∆L @ Beam Bot. (in)"
0.24-
0.46-
0.54-
0.58-
0.60-
0.65-
0.06
0.01
0.04
"Slope at End (deg)"
0.28
0.47
0.54
0.58
0.60
0.64
0.26-
0.02-
0.12-
"Midspan Defl (in)"
0.55
0.96
1.11
1.19
1.23
1.31
0.81-
0.07-
0.35-
NetCamber max Defl120day( ) min Defldl.nc( )+ min Defldl.c( )+ 0.35 in=:=
CheckNetCamber if NetCamber 0> "OK", "No Good", ( ):= CheckNetCamber "OK"=
Moment Resistance
Values at midspan
LimitStateForMoment
"Strength II"= max MStrength( ) 1170 kip ft=
IsSectionNonCompControlled?
"Yes"= Mminimum
1144 kip ft= Mreqd
1164 kip ft=
StrandType "Carbon Steel - Low Lax"= ϕmom
1.00= ϕmom
Mn 51( ) 1534 kip ft=
FailureMode
"N.A."= CheckMinSSLimit "N.A."=
0 10 20 30 40
ΦMn
M minimum
M Strength I
M Strength II
M required ϕMn, Mcr, and Mu (StrengthI & II) (kip-ft) min Ld( ) ft
Lbeam min Ld( )-ft min Ld( ) 9.6 ft= Lbeam min Ld( )- 38.2 ft=
Demand/Capacity Ratio at locations where all strands are fully developedDCmoment mn
Mreqd mn ϕmom mn
Mn mn( )
:= max DCmoment( ) 0.80=
CheckMomentCapacity if max DCmoment( ) 1.0< "OK", "No Good!", ( ) "OK"=:=
FSB only - Design Check of Transverse Reinforcing Bars E
FSB only - Design Check of Bottom Transverse Reinforcing Bars E
Spacing of Bars E is checked per Control of Cracking by Distribution of Reinforcement [LRFD 5.6.7 or AASHTO GFRP 2.6.7].
The Service I moment in transverse direction is calculated based on the ratio to the longitudinal moment per LRFD 9.7.3.2.
s 700 γe βs fss 2 dc- The maximum spacing of the mild steel reinforcement for control of cracking at the service limit state shall satisfy
[LRFD 5.6.7]
γe 1.00:=
3/27/2023 PrestressedBeamV6.2.xmcd 13 s min 1.15 Cb Ef w ffs
2.5cc- 0.92 Cb Ef w
Cb 0.83:= GFRP bars bond coefficient wmax 0.028in:= limiting crack width
ABarsE 0.31in
:= Area of Bars E sBarsE 6in:= Typical Spacing of Bars E sBarsE.NearEnds 12in:= Spacing of Bars E near ends of span nBarsE.NearEnds 1:= Number of spaces of Bars E near ends of span
BarsESize 5:= Size of Bars E cc 1.5in:= clear cover
Area and spacing of Bars E per location (up to half span) hs 0 last Location( )
1-..:=
ABarsE.prov hs
ABarsE sBarsE.NearEnds
Location hs nBarsE.NearEnds sBarsE.NearEndsif
ABarsE sBarsE otherwise substr BeamType 0, 3, ( ) "FSB"=if
0 otherwise sBarsE.prov hs sBarsE.NearEnds Location hs nBarsE.NearEnds sBarsE.NearEndsif sBarsE otherwise substr BeamType 0, 3, ( ) "FSB"=if
0 otherwise ratio
Lspan ft
LRFD 9.7.3.2
Mdist.live.pos Mdl.comp+ be
1 ft:= max Mtransverse.pos.Ser1( ) 11.63 kip ft= per foot width
Note: there is no stress induced in Bars E from the self-weight of the FSB's or the CIP deck overlay.
dc cc 0.5 BarsESize in+ 1.81 in=:= Distance from extreme tension fiber to center of closest bar h tdeck Heightpocket+ 17 in=:= Overall thickness or depth of the component ds h dc- 15.19 in=:= βs 1 dc
0.7 h dc-( ) + 1.17=:=
Ec.deck 120000 K1 wc.deck ft ns
Es
Ec.deck
7=:= Modular ratio ρ hs
ABarsE.prov hs ds
Reinforcement ratio kk hs
2 ρ hs ns ρ hs ns( )2 + ρ hs ns-:= j hs kk hs fr.pocket 0.24 fc.deck ksi:= fr.pocket 0.51 ksi=
Spocket
12 in h
:= Spocket 578 in γ1 1.6:= Flexural cracking variability factor γ3 0.67:= Ratio of specified minimum yield strength to ultimate tensile strength of the reinforcement
(0.67 for ASTM A615, Grade 60 reinforcing steel per SDG 1.4.1)
Mcr.pocket γ1 γ3 fr.pocket Spocket:= Mcr.pocket 26.29 kip ft= per feet width
3/27/2023 PrestressedBeamV6.2.xmcd 15 fss.Ser1 hs
0 Mtransverse.pos.Ser1 hs
0if
Mtransverse.pos.Ser1 hs
ABarsE.prov hs
1 ft j hs ds otherwise substr BeamType 0, 3, ( ) "FSB"=if
0 otherwise
Stress in Bars E
(if moment is negative, stress in bottom steel is set to 0)
Required reinforcement spacing
SpaBarsE.reqd hs
10000in fss.Ser1 hs
0if
700 γe
Cb Ef wmax fss.Ser1 hs
2.5 cc- 0.92 Cb Ef wmax fss.Ser1 substr BeamType 0, 3, ( ) "FSB"=if
0 otherwise
CriticalSpaBarsE.reqd min SpaBarsE.reqd( ) 34.09 in=:= The most critical spacing along cap sections
DCBarsE hs sBarsE.prov hs
SpaBarsE.reqd hs max DCBarsE( ) 0.18= dc.max hs dcmax 10000in fss.Ser1 hs
0if ζ hs h kk hs ds-ds kk
2 fss.Ser1 hs dcmax 0 otherwise dcmax
:= limiting d.c value
[AASHTO GFRP Eq. 2.6.7-2] min dc.max( ) 4.15 in= dc 1.81 in= fs.max if fy 75ksi< 0.8 fy, 0.6 fy, ( ) 48 ksi=:= [SDG 4.1.8]
"OK" max DCBarsE( ) 1 dc min dc.max( ) MildReinfType "Glass Fiber Reinforced Polymer"=if
"No Good" otherwise substr BeamType 0, 3, ( ) "FSB"=if
"N/A" otherwise
CheckFSB.BarsE "OK"=
ABarsE.reqd hs if substr BeamType 0, 3, ( ) "FSB"= ABarsE
SpaBarsE.reqd
0.2
0.4
0.6
0.8
FSB Transverse Reinforcing Bars E Required vs. Provided
ABarsE.reqd hs in ft
ABarsE.prov hs in ft
Locationhs ft
FSB only - Design Check of Transverse…
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