Title: CLEARWATER BEACH SPUR CONNECTOR CABLE-STAYED BRIDGE
1CLEARWATER BEACH SPUR CONNECTOR CABLE-STAYED
BRIDGE
Presented by Hisham N. Sunna, Ph.D., P.E. Ayres
Associates
2Agenda
- Bridge Configuration
- Deck Section and Pylon
- GTSTRUDL Model
- Stay Cables
- Post-tensioining
- Losses Due to Creep, Shrinkage and Relaxation
- Result Comparisons
- Element Stresses
- Construction Phases
- Cable Loss
- Conclusions
3 Bridge Configuration
4Bridge Deck Section
- Symmetric
- About Centerline
5Pylon
6GTSTRUDL Model
- 1639 Joints
- 318 Members
- 12 Isoparametric Cable Elements
- 2 Nonlinear Spring Elements
- 1460 SBHQ6 Elements
7Model Elevation
8Model Top View
9Model Isometric View
10Support Conditions
11Stiffness Matrix for Drilled Shafts
(From FB-Pier
Program Output)
- STATUS SUPPORT 1618 1619
- JOINT 1618 1619 RELEASES FORCE KFX 0.2877E03 KFY
0.1886E05 KFZ 0.2493E03 - - KMX 0.3320E08 KMY 0.5716E00 KMZ 0.3456E08
12GTSTRUDL Statements for Initial Cable Prestress
-
- DEFINE CABLE NETWORK 12
- INCLUDE ELEMENTS 'CABLE12'
- ATTACH JOINTS 1602 1631
- INITIAL TENSION T0 244.0 JOINTS 1602
- CONVERGENCE RATE 1.0
- CHORD LENGTH 188.69
- ADJUST LENGTHS
- END
- CABLE ANALYSIS DATA
- CONVERGENCE TOLERANCE GEOMETRY 0.01
- MAXIMUM NUMBER OF GEOMETRY ITERATIONS 30
- MAXIMUM NUMBER OF EQUILIBRIUM ITERATIONS 50
- LOAD 12
- END
- PERFORM CABLE PRESTRESS ANALYSIS
13Longitudinal Tendon Profiles
14PT Equivalent Loads (per ½ Deck)
15 Tendon L1 Profile
16Tendon L1 Stresses
17Tendon L1 Equivalent Loads
18 Tendon L2 Profile
19Tendon L2 Stresses
20Tendon L2 Equivalent Loads
21 Tendon L3 Profile
22Tendon L3 Stresses
23Tendon L3 Equivalent Loads
24GTSTRUDL Statements for Addition of
Post-tensioning Equivalent Load
- FORM LOAD 'DEAD PLUS STAY' FROM 12 1.0
- LOAD LIST 12 'DEAD PLUS STAY'
- NONLINEAR EFFECTS
- GEOMETRY MEMBERS 1 TO 4
- CONVERGENCE TOLERANCE EQUILIBRIUM 0.5
- MAXIMUM NUMBER OF CYCLES 200
- NONLINEAR ANALYSIS
- LIST DISPLACEMENTS JOINTS 1 TO 146 1618 TO 1637
- LIST REACTIONS
- SECTION FR NS 2 0.5 1.0
- LIST SECTION FORCES
- LIST ELEMENT FORCES ELEMENTS 'CABLE1' TO
'CABLE12' - CHANGES
- FORM LOAD 12 FROM 3 0.25
- ADDITIONS
- MAXIMUM NUMBER OF CYCLES 50
- LOAD LIST 12
- NONLINEAR ANALYSIS CONTINUE
- FORM LOAD 12 FROM 3 0.25
- ADDITIONS
- MAXIMUM NUMBER OF CYCLES 100
- LOAD LIST 12
- NONLINEAR ANALYSIS CONTINUE
- CHANGES
- FORM LOAD 12 FROM 3 0.25
- ADDITIONS
- MAXIMUM NUMBER OF CYCLES 150
- LOAD LIST 12
- NONLINEAR ANALYSIS CONTINUE
- CHANGES
- FORM LOAD 12 FROM 3 0.25
- ADDITIONS
- MAXIMUM NUMBER OF CYCLES 50
- LOAD LIST 12
- NONLINEAR ANALYSIS CONTINUE
- LOAD LIST ALL
- CREATE LOAD COMBINATION 'DELTA PT' SPECS 12 1.0
'DEAD PLUS STAY' -1.0
25Creep, Shrinkage, and Temperature Effects on Stay
Forces
26Creep, Shrinkage, and Temperature Effects on Stay
Forces
27Temperature Change Loading to Simulate Axial Creep
- LOAD 6 'CREEP'UNITS FAHRENHEITJOINT
TEMPERATUREJOINTS 1 TO 1617 TEMPERATURE CHANGE
-116.37MEMBER TEMPERATURE LOADS3 4 AXIAL
-86.40729 TO 320 AXIAL -116.37
28Lateral Restraint and Creep and Shrinkage
Analysis Using Temperature Loads
- Issue
- Stress artifacts due to lateral deformations
caused by the temperature loading. - Workaround
- Release lateral restraint at one end for analysis
of creep and shrinkage. The lateral restraint is
restored to the model to investigate lateral
loading (wind loads)
29Deflection Due to Dead Load Plus Stay Force
30Incremental Deflection Due to Post Tensioning
31Deflection Due to Dead Load, Stay Forces, and
Post-tensioning
32Deflection Due to DL, LL, Stay Force, and PT
After all losses (10000 days)
33Deck Deflections
34(No Transcript)
35Principal Stress Contours (S1, Top) Due to Dead
Load Plus Stay Force
36Principal Stress Contours (S1, Top) Due to Dead
Load, Stay Force, and Post-tensioning
37Principal Stress Contours (S1, Top) Due to
Total Loads
38Principal Stress Contours (S2, Top) Due to Dead
Load Plus Stay Force
39Principal Stress Contours (S2, Top) Due to Dead
Load, Stay Force, and Post-tensioning
40Principal Stress Contours (S2, Top) Due to
Total Loads
41Phase 1 Construction
42Phase 1 Stress Cables 5 and 6
43Phase 1 Stress Cables 3 and 4
44Eigenvalue Analysis
- Mode Shapes
- Vertical Single Peak
- Lateral Tower Displacement
- Tower Lean Back
- Deck Twist
- Tower Twist
- Vertical Double
-
- etc.
- Deck Lateral Sway Eliminated from Low Modes by
Supporting Deck Laterally at End Bridge!!
45Cable Replacement and Loss of Cable
(ref. PTI)
- Cable Exchange
- 1.2 DC 1.4 DW 1.5(LLIM) Cable Exchange
Forces (can reduce live load in the area of the
cable under exchange) - Strength Limit State, f 0.8 suggested
- Loss of Cable
- 1.2 DC 1.4 DW 0.75(LLIM) Cable Loss
Dynamic Forces. Extreme Limit State Event f0.9
suggested -
- Dynamic Force Due to Sudden Cable Fracture is of
magnitude equal TWICE the static force in the
cable and acts at both top and bottom anchorages.
-
46Loss of Cable 1 (Vertical Scale Exaggerated 10
times)
47Loss of Cable 12 (Vertical Scale Exaggerated 20
times)
48CLEARWATER BEACH SPUR CONNECTOR CABLE-STAYED
BRIDGE