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Inventory Inspection and Load Rating of a Complex Segmental Concrete Bridge
Presented by
Matthew J. Lengyel, PE, SE
Introduction
Project Overview
Parallel Segmental Bridges (1F 763 and 3F 763)
Number of Spans per Bridge = 3
Total Bridge Length = 1,022 feet (Each)
Main Span Lengths = 438 feet
Project Overview
2 lanes of Traffic per Bridge
Bridge Widths = 39’-10”
Depth at Pier = 19’-2½”
Depth at Mid-span = 9’-2½”
Inventory Inspection - Overview
Construction and As-Built Data Gathering
Planning the Inspection
Performing the Inspection
Final Condition Rating
Inventory Load Rating - Overview
Load Rating Philosophy
Longitudinal Load Rating Analysis
Transverse Load Rating Analysis
Final Load Rating
Inventory Inspection – Construction Data
Designer: FIGG Engineering Group
Contractor: Wadsworth Brothers Construction
Construction Engineer: Summit Engineering Group, Inc.
Inventory Inspection – Construction Data
Construction and Maintenance Documents Design Drawings
Erection Manual
Concrete Reports
Post-Tensioning Reports
As-Built Drawings
Maintenance Manual
Inventory Inspection - Planning
Review of Construction and As-Built Data
Review of Owner’s Reporting Requirements
NBI Ratings
Familiarization with Unique Elements
Inventory Inspection - Planning
Inspection Requirements and Support and Equipment Confined Space Entry
UBIT
Traffic Control
Inventory Inspection – Substructure
Abutments Stem Walls
Backwalls
Wingwalls
Inventory Inspection – Substructure
Main Piers Hollow Main Piers
Pier Extensions
Inventory Inspection – Bearings
Abutment Bearings Guided Bearings
Non-Guided Bearings
Bearing Measurements
Inventory Inspection - Bearings
Pier Bearings Fixed Bearings (At Pier 3)
Guided and Non-Guided (At Pier 2)
Inventory Inspection - Superstructure
Exterior Bottom Slab Variable Thickness
Internal Post-Tensioning
Inventory Inspection - Superstructure
Exterior Webs and Overhangs Variable Depth
Transverse Post-Tensioning Blockouts
Inventory Inspection - Superstructure
Interior Box Surfaces Interior Bottom Slab
Interior Webs
Interior Deck Slab
Inventory Inspection – Post-Tensioning
External Tendons End Diaphragms
Deviators
Pier Diaphragms
Inventory Inspection – Post-Tensioning
External Tendons Anchorages
Tendon Ducts
Inventory Inspection – Post-Tensioning
Internal Tendons Transverse Tendons
Cantilever Tendons
Bottom Slab Tendons
Inventory Inspection - Joints
Abutment 1 Joints Movement Capability
14.71 Inches (Contraction)
3.80 Inches (Expansion)
Inventory Inspection - Joints
Abutment 4 Joints Movement Capability
6.14 Inches (Contraction)
1.50 Inches (Expansion)
Inventory Inspection - Deck
Top Deck Riding Surface Post-Tensioned in Both
Directions
Construction Pourbacks
Inventory Inspection - Barriers
Bridge Barriers Concrete Single
Slope Barriers
Inventory Inspection – Other Elements
Vermin Guards
Bridge Drains
Crash Attenuators
Inventory Inspection – Final Ratings
Condition Ratings (Both 1F 763 and 3F 763) Deck: 8
Superstructure: 8
Substructure: 8
Load Rating - Philosophy
Develop a Load Rating System for a Complex Segmental Concrete Bridge that the Owner Could Use Again in the Future.
Load Rating – Philosophy
Longitudinal Analysis RM Bridge
CSI Bridge
Transverse Analysis RM Bridge
Homberg Chart Analysis
Load Rating – Ratings Requirements
Inventory Rating Normal Live Load Vehicles Occurring Daily
Operating Rating
Rare Overload Vehicles
Live Loads Rated
HL-93 (AASTHO LRFD)
Legal Loads (MBE)
Permit Load (UDOT Overload OL)
Load Rating – Rating Requirements
Longitudinal and Transverse Flexure Tension Limit = 3*sqrt(f’c)
Compression Limit = 0.6*f’c
Longitudinal Principle Tension (MBE, Sec. 6A.5.13.4)
Principle Tension Limit = 3.5*sqrt(f’c)
Longitudinal Shear (MBE, Sec. 6A.5.13.7)
Per AASHTO Section 5.8.6
Load Rating – Rating Requirements
Time Dependent Effects and Change Conditions End of Construction (EOC)
With 2½” Integral Wearing Surface (EOC, wIWS)
Without 2½” Integral Wearing Surface (EOC, woIWS)
Day 10,000 (D10K)
With 2½” Integral Wearing Surface (D10K, wIWS)
Without 2½” Integral Wearing Surface (D10K, woIWS)
Load Rating – Rating Requirements
Other Factors
Post-Tensioning Stresses
Thermal Gradient (0.5 for Inventory Ratings)
Secondary Post-Tensioning Forces
System Factor (MBE, Table 6A.5.13.6-1)
1.0 for Transverse Load Ratings
1.1 for Longitudinal Load Ratings
Load Rating – Longitudinal Analysis
RM Bridge Model Entire Bridge Modeled (One Structure)
3D Frame (Spine Model)
Models with and without IWS
Variable Depth Cross Section
Load Rating – Longitudinal Analysis
RM Bridge Model Post-Tensioning Tendons
Modified Construction Sequence with Time-Dependent Effects (EOC and D10K)
Load Rating – Longitudinal Analysis
CSI Bridge Entire Bridge Modeled (One Structure)
3D Frame (Spine Model)
Same Node Locations as RM Bridge Model
Load Rating – Longitudinal Analysis
CSI Bridge Used for Longitudinal Live Load Analyses
Load Rating – Longitudinal Analysis
Microsoft Excel Contains Results
from RM Bridge End of
Construction
Day 10,000
Both with and without IWS
Load Rating – Longitudinal Analysis
Microsoft Excel Export Results
from CSI Bridge
Calculates Rating Factors
Calculates Controlling Rating Factors for Longitudinal Analysis
Load Rating – Transverse Analysis
RM Bridge Model Cross Section at Pier Modeled
Cross Section at Midspan Modeled
2D Frame Models
Load Rating – Transverse Analysis
RM Bridge Model Post-Tensioning
Tendons
Time-Dependent Effects (EOC and D10K)
Models with and without IWS
Load Rating – Transverse Analysis
Homberg Charts Cantilever Charts
Span Charts
Haunch Charts
Load Rating – Transverse Analysis
Homberg Charts Calculate Units
Applies Wheel Locations
Determine Live Load Coefficients
Load Rating – Transverse Analysis
Microsoft Excel Contains Results from RM Bridge
End of Construction
Day 10,000
Both with and without IWS
Load Rating – Transverse Analysis
Microsoft Excel Input Live Load Coefficients
Calculates Rating Factors
Calculate Controlling Ratings for Transverse Analysis
Updates Bridge Rating Factor Worksheet
Load Rating – Final Load Rating
Design Load Rating Operating RF = 1.84
Longitudinal Principle Tension at D10k, wIWS
Inventory RF = 1.30 Longitudinal Shear
at D10k, wIWS
Load Rating – Final Load Rating
Legal Load Rating Legal RF = 1.75
Transverse Flexure at D10k, woIWS
Permit Load Rating
Permit RF = 3.27 Longitudinal Principle Tension at D10K, wIWS
Conclusion
Inventory Inspection
Load Rating
Inventory Inspection and Load Rating of a Complex Segmental Concrete Bridge
QUESTIONS?Presented by
Matthew J. Lengyel, PE, SE