txdot application of partial depth precast concrete deck...
TRANSCRIPT
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September 26, 2018
TxDOT 0-6816: Applications of Partial Depth Precast Concrete Deck Panels on Horizontally Curved Bridges
Graduate Research Assistants: Colter Roskos, Paul Biju-Duval, John Kitz, and Victoria McGammon
Supervisors: Todd Helwig, Mike Engelhardt, Ozzie Bayrak, Tricia Clayton, and Eric Williamson
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Fundamental Questions • Can Partial Depth Precast Concrete Deck Panels
(PCPs) be used on horizontally curved bridges? • Can the PCPs be relied up for bracing?
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Outline • Background • Experiments
‒ Shear Frame ‒Twin I-Girder ‒Tub Girder
• Parametric FEA Study • Unconnected PCP Study • UT Bridge • Conclusions
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Background
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Background – Steel Girder Bracing
Curved I-Girder Bridge Curved Tub Girder Bridge
K-Frame
Top Lateral Bracing
External Frame
Cross-Frames
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Background – Steel Girder Bracing
Curved I-Girder Bridge Curved Tub Girder Bridge
Formwork Wet Concrete
Cross-Frame
Shear Studs
Top Lateral Bracing K-Frame
Formwork Wet Concrete Shear Studs
Can We Use Formwork as Shear Diaphragm Bracing?
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Background – I-Girder Torsion
Top Flange
Bottom Flange
Torsion
Warping Permitted
Top Flange
Bottom Flange
Torsion
Warping Restrained
• Saint-Venant Stiffness vs Warping Stiffness
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𝐽𝐽 =4𝐴𝐴𝑜𝑜2
∫ 𝑑𝑑𝑑𝑑𝑡𝑡
𝐿𝐿0 0
Background – Tub Girder Torsion
Open Section Closed Section
𝐽𝐽 = �𝑏𝑏𝑡𝑡3
3
Ao
• Open Section Stiffness vs Closed Section Stiffness
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Open Section Closed Section
𝑱𝑱 = 𝟒𝟒.𝟎𝟎 𝐢𝐢𝐢𝐢𝟒𝟒
3’-10”
3’-0
”
5’-3”
3’-10”
3’-0
”
5’-3”
1’-0”
𝑱𝑱 = 𝟑𝟑𝟑𝟑,𝟖𝟖𝟎𝟎𝟎𝟎 𝐢𝐢𝐢𝐢𝟒𝟒
Background – Tub Girder Torsion • Open Section Stiffness vs Closed Section Stiffness
Girder Tested in Laboratory
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Background – Steel Girder Bracing • Simply Supported Girder System w/ Shear Diaphragm Bracing
Plan View
Top Flange Shear Diaphragm
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Background – Steel Girder Bracing • Simply Supported Girder System w/ Shear Diaphragm Bracing
Large Warping No Warping
V
V
Plan View
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Background • Partial Depth Precast Concrete Deck Panel (PCP)
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Project Goals
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Project Goals • Extend PCPs to Curved Systems - Steel I-girder & steel tub girder systems
• Evaluate Bracing Potential for PCPs During Construction - Provide adequate stiffness & strength
- Develop Connection Details from PCPs to Steel Girders
• Requirements of Connection Details from PCPs to Steel Girders: - Accommodate difference in girder elevation - Avoid complicating the precasting & construction process
• UT Bridge Update (Totally new program)
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Current PCP Connection Detail
I-Girder
Shear Stud
½” Bedding Strip (MIN)
Cast-in-Place Deck
PCP
PCP
Cast-in-Place Deck Shear Stud
4” Bedding Strip (MAX)
I-Girder
1” Min 2” Max
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Proposed PCP Connection Detail
I-Girder
Shear Stud
½” Bedding Strip (MIN)
Cast-in-Place Deck
PCP
PCP
Cast-in-Place Deck Shear Stud
4” Bedding Strip (MAX)
Embed
Embed
WT Shape
I-Girder
WT Shape
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Proposed PCP Connection Detail Embed
Bedding Strip
Fillet Weld
Fillet Weld
WT8x28.5
D7.5 WWR @ 4” o.c.
Nelson Deformed Bar Anchors (D2L)
3/8” Prestressing Strands @ 6” o.c.
Embed
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Shear Frame Study
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Shear Frame Tests
• Load Test Full Scale PCP & Connection System
• Determine Systems Stiffness & Strength
• Observe Behavior and Failure Mechanism
Reaction Block
Reaction Block
Load Beam
Tie-Down Beam
Hydraulic Actuator
8’x8’ PCP
Load Cell
Pin
V V
Load
𝛽𝛽𝑏𝑏 = 𝑉𝑉𝑉𝑉2γ
γ
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Detail Bedding Strip Anchors per Corner Embed Size WTs per Corner A.1 Min = ½” ; Max = 4” (6) 1/2" Ø x 2'-0" Long 2"x1/2" (1) WT8x28.5 B.1 Min = ½” ; Max = 4” (6) 5/8" Ø x 2'-6" Long 2"x5/8" (1) WT8x28.5 C.2 Min = ½” ; Max = 4” (10) 1/2" Ø x 2'-0" Long 2"x5/8" (2) WT8x28.5 D.2 Min = ½” ; Max = 4” (8) 5/8" Ø x 2'-6" Long 2"x3/4" (2) WT8x28.5
Eight Shear Frame Tests
Min Bedding Strip = ½” Max Bedding Strip = 4”
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0
20
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60
80
100
120
140
160
0.0000 0.0025 0.0050 0.0075 0.0100 0.0125 0.0150
Shea
r For
ce (k
ips)
Shear Strain (rad)
4” Bedding Strip Vmax = 91 kip
½ ” Bedding Strip Vmax = 100 kip
C.2.MAX
C.2.MIN
A.1.MAX
A.1.MIN
0
20
40
60
80
100
120
140
160
0.0000 0.0025 0.0050 0.0075 0.0100 0.0125 0.0150
Shea
r For
ce (k
ips)
Shear Strain (rad)
½ ” Bedding Strip Vmax = 129 kip
4” Bedding Strip Vmax = 145 kip
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Failure Mechanism
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Stiffness of PCP/Connection System Extensive FEA modelling carried out
kx
kx
kx
kx
ky
ky
ky
ky
PCP 1𝛽𝛽𝑏𝑏
=1
𝛽𝛽𝑃𝑃𝑃𝑃𝑃𝑃+
1𝛽𝛽𝑐𝑐𝑜𝑜𝑐𝑐
𝛽𝛽b= Brace Stiffness 𝛽𝛽𝑃𝑃𝑃𝑃𝑃𝑃= PCP Stiffness 𝛽𝛽𝑐𝑐𝑜𝑜𝑐𝑐= Connection Stiffness
PCP
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Twin I-Girder Study
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PCP
Midspan Cross-Frame
Gravity Load Simulators
Vertical Support
Vertical Support
Torsional Support
Strong Floor
PCP
PCP PCP
Torsional Support
Bottom Flange Truss
Twin I-Girder Setup – Simply Supported 22 Tests Total
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Twin I-Girder Setup – Photographs
Load Beam
PCP
Vertical Support
Torsional Support
PCP
Load Beam
Bottom Flange Truss
Gravity Load Simulator
PCP Load Beam
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Gravity Load Simulator – Twin I-Girder
Floor Beam
Load Beam
Gravity Load Simulator
Eccentric Loading Bracket I-Girder
Load Cell
Hydraulic Actuator
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Gravity Load Simulator – Twin I-Girder
E E
P/2 P/2
M=P∙E/2 M=P∙E/2
P/2 P/2
P
E = 0” → R = ∞ E = 6” → R ≈ 1200 ft E = 12” → R ≈ 600 ft
Bending + Torsion
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0
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40
60
80
100
120
0.0 2.0 4.0 6.0 8.0
Tota
l Ver
tical
Loa
d -G
LS (k
ip)
West Girder Twist - Midspan (deg)
Simply Supported - E=6"
0
20
40
60
80
100
120
0.0 2.0 4.0 6.0 8.0
Tota
l Ver
tical
Loa
d -G
LS (k
ip)
West Girder Twist - Midspan (deg)
Simply Supported - E=6"
0
20
40
60
80
100
120
0.0 2.0 4.0 6.0 8.0
Tota
l Ver
tical
Loa
d -G
LS (k
ip)
West Girder Twist - Midspan (deg)
Simply Supported - E=6"
0
20
40
60
80
100
120
0.0 2.0 4.0 6.0 8.0
Tota
l Ver
tical
Loa
d -G
LS (k
ip)
West Girder Twist - Midspan (deg)
Simply Supported - E=6"
0
20
40
60
80
100
120
0.0 2.0 4.0 6.0 8.0
Tota
l Ver
tical
Loa
d -G
LS (k
ip)
West Girder Twist - Midspan (deg)
Simply Supported - E=6"
P = 100 kips
P = 13.5 kips
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0
20
40
60
80
100
120
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0
Tota
l Ver
tical
Loa
d -G
LS (k
ip)
West Girder Twist - Midspan (deg)
Simply Supported - E=12"
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5.4 Degrees of Girder Rotation
3.7 Degrees of Girder Rotation
E=12”, 4PCPs, No Cross-Frame
Twin I-Girder – West vs East Rotation
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Twin I-Girder – West vs East Rotation
WTs bear on PCP
WTs do not bear on PCP West East
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Twin I-Girder – Finite Element Model
Midspan Cross-Frame
Cross-Frames Representing PCPs (ktruss = 316 kip/in) (Atruss = 1.42 in2)
Eccentric Loading Brackets
• Abaqus 6.14 • S8R5 Shells • Course & Fine Mesh • 1.6 Max Aspect Ratio • T3D2 Truss - PCPs • Connection A.1.MAX • Modified Boundary Conditions
Loading Beam
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Tub Girder Study
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Vertical Support
Vertical Support
Torsional Support
Torsional Support
Strong Floor
Interior K-Frames
Gravity Load Simulators
WT 5x22.5 Diagonals
Tub Girder Setup – Simply Supported
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Vertical Support
Torsional Support
Vertical Support
Torsional Support
Strong Floor
Tub Girders – Fabricated by Hirschfeld
15 Tests Total
Gravity Load Simulators
Interior K-Frames
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GLS concentric GLS eccentricity=8” GLS eccentricity=16”
Experimental Study – Elastic Buckling Tests Improved Tub Girder Details Study
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0
20
40
60
80
100
0.0 1.0 2.0 3.0 4.0 5.0
Tota
l Ver
tical
Loa
d -G
LS (k
ip)
Twist - Midspan (deg)
Simply Supported - E = 8"
0
20
40
60
80
100
0.0 1.0 2.0 3.0 4.0 5.0
Tota
l Ver
tical
Loa
d -G
LS (k
ip)
Twist - Midspan (deg)
Simply Supported - E = 8"
0
20
40
60
80
100
0.0 1.0 2.0 3.0 4.0 5.0
Tota
l Ver
tical
Loa
d -G
LS (k
ip)
Twist - Midspan (deg)
Simply Supported - E = 8"
0
20
40
60
80
100
0.0 1.0 2.0 3.0 4.0 5.0
Tota
l Ver
tical
Loa
d -G
LS (k
ip)
Twist - Midspan (deg)
Simply Supported - E = 8"
0
20
40
60
80
100
0.0 1.0 2.0 3.0 4.0 5.0
Tota
l Ver
tical
Loa
d -G
LS (k
ip)
Twist - Midspan (deg)
Simply Supported - E = 8"
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Tub Girder – Finite Element Model
Strut
K-Frame • Abaqus 6.14 • S8R5 Shells • Course & Fine Mesh • 2.1 Max Aspect Ratio • T3D2 Truss - PCPs • Connection A.1.MAX • Modified Boundary Conditions
Loading Beam
Cross-Frames Representing PCPs (ktruss = 318 kip/in) (Atruss = 1.10 in2)
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Tub Girder – Finite Element Model
WT 5x22.5 Diagonals
Strut
Loading Beam
K-Frame • Abaqus 6.14 • S8R5 Shells • Course & Fine Mesh • 2.1 Max Aspect Ratio • S8R5 Shells - WTs • Connection A.1.MAX • Modified Boundary Conditions
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0
20
40
60
80
100
0.0 1.0 2.0 3.0 4.0 5.0
Tota
l Ver
tical
Loa
d -G
LS (k
ip)
Twist - Midspan (deg)
Simply Supported - E = 16"
0
20
40
60
80
100
0.0 1.0 2.0 3.0 4.0 5.0
Tota
l Ver
tical
Loa
d -G
LS (k
ip)
Twist - Midspan (deg)
Simply Supported - E = 16"
0
20
40
60
80
100
0.0 1.0 2.0 3.0 4.0 5.0
Tota
l Ver
tical
Loa
d -G
LS (k
ip)
Twist - Midspan (deg)
Simply Supported - E = 16"
0
20
40
60
80
100
0.0 1.0 2.0 3.0 4.0 5.0
Tota
l Ver
tical
Loa
d -G
LS (k
ip)
Twist - Midspan (deg)
Simply Supported - E = 16"
0
20
40
60
80
100
0.0 1.0 2.0 3.0 4.0 5.0
Tota
l Ver
tical
Loa
d -G
LS (k
ip)
Twist - Midspan (deg)
Simply Supported - E = 16"
EXP
FEA
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Parametric FEA Study
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I-Girder Parametric FEA
Mid Support
PCPs Connected to Top Flange
Cross-Frame
I-Girder
Plan View
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I-Girder Parametric FEA
8’-0”
D8
24”
6’-0”
D6
18”
4’-0”
D4
15”
• Radius of Curvature: 1800′, 1200′, & 600′ • I-Girder Sections: D4, D6, & D8 • PCP Location: 2 @ End of Span • X-Frame Spacing: 20′ & 40′ • Unequal Span: L/D = 20 & 30 • Equal Span: L/D = 30 • Load Steps: 5
Parameters
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Tub Girder Parametric FEA
Mid Support
PCPs Connected to Top Flanges
Tub-Girder K-Frame Strut
Diaphragms at Supports
Plan View
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Tub Girder Parametric FEA
8’-0”
12’-0”
4 1
T8
6’-0”
9’-0”
T6
4 1
4’-0”
6’-0”
T4 4
1
• Radius of Curvature: 1800′, 1200′, & 600′
• Tub Girder Sections: T4, T6, & T8
• PCP Location: 25% @ End of Span
• Equal Span: L/D = 32
• Load Steps: 5
Parameters
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Conclusion - Steel Girder Parametric Study • PCPs Connected to Curved I-Girders
- PCPs did not significantly reduce forces of all cross-frames - PCPs did not significantly reduce twist of system (system was still an open
girder and bottom flange kicks out) - PCPs will not allow significant increases for cross-frame spacing - Therefore – PCPs not recommended for bracing in long-span I-girders
(shorter spans – rolled beam bridges may work well). • PCPs Connected to Curved Tub Girders
- Lifting and construction sequence issues - Partial top flange bracing only for mildly curved systems ⁻ Improved Tub Girder Details Project – Should result in reduced bracing - Therefore – PCPs not recommended for bracing in steel tub girders
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Unconnected PCP Study
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Current TxDOT PCP Connection Detail
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Unconnected PCPs on Curved I-Girders
Mid Support
Cross-Frame
A
A
Plan View
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Unconnected PCPs on Curved I-Girders Steel Load
Drop (locked in by XF)
Girders Plumb w/ Steel Load
Section A-A
θMAX = 2.6° Typical Drop From Parametric FEA
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Unconnected PCPs on Curved I-Girders
Typical Bridge Twist During Construction
Finishing Machine Rail
Finishing Machine Rail
Section A-A
θMAX = 3.9°
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Unconnected PCPs on Curved I-Girders
Section A-A
S + ∆LAT
∆LAT_MAX = 0.54″
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Tipping of PCPs on Curved Girders Drop Angle
Girder Drop ∆LAT = 0.75″
Simulated
Girder Flange
Strong Floor
Turn Bolt to Slide Flange
Plate
∆LAT
Bolt Flange Plate to Channel ∆LAT
Blocking
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Tipping of PCPs on Curved Girders Drop Angle
Girder Drop
Simulated
Girder Flange
Blocking
Strong Floor
PCP Angle
Frame Angle
Lift Frame with Crane
Pivot Point
Measure Height after PCP Falls
Strong Floor
∆LAT = 0.75″
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Tipping of PCPs on Curved Girders
C10x30 1”x12” Plate 1”x12” Plate
C10x30
Removable 1” Plates
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Tipping of PCPs on Curved Girders Bedding Strip = 2”x2”
Drop Angle = 2.5 °
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Tipping of PCPs on Curved Girders Bedding Strip = 2”x2”
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Tipping of PCPs on Curved Girders Bedding Strip = 2”x2”
PCP Angle = 24.6 °
51.0”
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Tipping of PCPs on Curved Girders Bedding Strip = 1”x2”
Drop Angle = 2.5 °
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Tipping of PCPs on Curved Girders Bedding Strip = 1”x2”
PCP Angle = 2.8 °
9.5”
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Tipping of PCPs on Curved Girders
Bedding StripWidth ½" ¾" 1" 1 ¼" 1 ½" 1 ¾" 2" 2 ¼" 2 ½" 2 ¾" 3" 3 ¼" 3 ½" 3 ¾" 4"
1" 9.4 9.4 9.4* 7.1 4.7 2.4 0* - - - - - - - -1 ¼" 9.6 9.6 9.6 9.6 8.0 6.5 4.9 3.4 1.9 - - - - - -1 ½" 9.7 9.7 9.7 9.7 9.7* 8.7 7.7 6.7 5.7 4.7 3.7* - - - -1 ¾" 10.0 10.0 10.0 10.0 10.0 10.0 9.1 8.3 7.5 6.6 5.8 5.0 4.2 - -2" 10.2 10.2 10.2 10.2 10.2 10.2 10.2* 9.5 8.8 8.1 7.4 6.7 6.0 5.3 4.6*
*Minimum values from labortory test with drop angle = 0° and 2.5° & ∆LAT = 0.75" divided by FS = 3.0
Height
Maximum PCP Inclination Angle (deg) for Design (FS = 3.0)
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Unconnected PCP
Unconnected PCP
ϒ
String Pot
Support
Top Flange
PCP PCP
Warping of Curved I-Girders ϒ
ϒMAX = 2.0°
Support
Top Flange
PCP PCP
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Warping of Curved I-Girders 1”x1” 1.5”x1.5” 2”x2”
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Bedding StripWidth ½" ¾" 1" 1 ¼" 1 ½" 1 ¾" 2" 2 ¼" 2 ½" 2 ¾" 3" 3 ¼" 3 ½" 3 ¾" 4"
1" 1.33 1.33 1.33* 1.07 0.80 0.53 0.27* - - - - - - - -1 ¼" 1.33 1.33 1.33 1.33 1.15 0.96 0.77 0.59 0.40 - - - - - -1 ½" 1.33 1.33 1.33 1.33 1.33* 1.20 1.07 0.93 0.80 0.67 0.53* - - - -1 ¾" 1.33 1.33 1.33 1.33 1.33 1.33 1.26 1.18 1.10 1.03 0.95 0.88 0.80 - -2" 1.33 1.33 1.33 1.33 1.33 1.33 1.33* 1.30 1.27 1.23 1.20 1.17 1.13 1.10 1.07*
*Minimum values from labortory test divided by FS = 3.0
Height
Warping of Curved I-Girders
Maximum Warping Angle (deg) for Bedding Strip Size for Design (FS = 3.0)
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Unconnected PCPs on Curved Tub Girders
Exterior Girder
Interior Girder
θTUB_E θTUB_I
θPCP
θTUB_MAX = 0.93° θPCP = 0.26°
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Unconnected PCPs on Curved Tub Girders
Exterior Girder
Interior Girder
S + ∆LAT
∆LAT_MAX = 0.43″
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Version 2.3 (or 3.0) New 64-bit version should raise problem size from about 170,000 DOF to 750,000 DOF.
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UT Bridge Version 2.0 Release in January 2017 Version 1.0 – Jason Stith, Brian Petruzzi, and Jun Kim (2009) Version 2.0 – Paul Biju-Duval (2017)
Co-PIs: Eric Williamson, Mike Engelhardt, Karl Frank, and Tricia Clayton
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Specify “Features” of the Analysis
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Pop-up Panels Prompt User for Basic Model Geometry
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Cross Frame Properties and Spacing
R- Factor
X-Type, K-Type, Lean On
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Modelling Erection Stages • Once the model is fully defined, the program can be used as a tool to evaluate various erection stages.
• The need for temporary supports such as shore towers or holding cranes can be easily evaluated.
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Modelling Erection Stages
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Modelling Erection Stages
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Modelling Erection Stages
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Modelling Erection Stages
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Modelling Erection Stages
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Modelling Erection Stages
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Modelling Concrete Deck Placement
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Modelling Concrete Deck Placement
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Erection sequence:
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Deck placement sequence:
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Version 2.3 (or 3.0) New 64-bit version should raise problem size from about 170,000 DOF to 750,000 DOF. Improved Solver Optimization – Much faster on large-displacement solutions
Paul Biju-Duval is considering commercializing the software
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Conclusions
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Conclusions – Experimental Study • Developed Connection Details from PCPs to Steel Girders
- Measured stiffness & strength • Investigated PCPs as U-Beam Bracing Elements
- Measured stiffness & strength • PCPs Connected to Girder Systems - Increase load carrying capacity - Reduce girder deformations & cross-frame forces • Unconnected PCPs on Curved Girders
- Measured tipping of PCPs on bedding strips - Measured I-girder warping w/ PCPs on bedding strips
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Conclusions – Parametric Study • PCPs Connected to Curved I-Girders
- PCPs do not significantly reduce forces of all cross-frames - PCPs will not allow significant increases for cross-frame spacing
• PCPs Connected to Curved Tub Girders - Lifting and construction sequence issues - Potential capacity issues for design
• Unconnected PCPs are Stable on Curved Systems - PCPs performed well for very significant deformations - Limitations for size of bedding strips (recommended minimum bedding strip width is 2” for curved girder applications.)
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Comments on Future Bridge Research • Research is the driving force behind the success of every
University. • 20 years ago – there were as many as 8-10 bridge related
projects per year. The past few years there have been 1-2 bridge related projects.
• Historically, Texas has led the country in innovative bridge systems and the research program plays a big role in this.
• Beyond the technological advances – the educational aspects of research have played a huge role in developing the design expertise in the state.
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Comments on Future Bridge Research • Successful problem statements generally require a TxDOT
Champion at the ROC meeting (and to get out of the FAP meetings).
• Not having bridge related projects saves exactly $0. The research money is always spent.
• In my opinion, the entire research program should be related to steel bridge research .
• If 5 projects per year are desired, 10-15 statements should make their way to the ROC.
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Questions?