Superstructure Replacement Substructure Repair Rehabilitation of I-95 Bridges 11 Bridges Along I-95 Corridor

ROLLED BEAMS  Existing deck is 7-1/2” thick  Replacement deck creates overstress in beams  Category E fatigue detail at cover plate ends  Paint is in poor condition and lead based  Replace steel beams

Lombardy/CSX Bridge 12’ Shoulders (8’-8” Widening Each Side) Robin Hood Rd. Bridge Ramp Extension (14’-8” Widening SBL) Sherwood Ave. Bridge Ramp Extension (14’-8” Widening SBL) Rehabilitation of I-95 Bridges Bridge Widening

Preconstructed Composite Units (PCU) Rehabilitation of I-95 Bridges Superstructure Replacement

PCU’s Chosen option uses Pre-Constructed Units assembled in a casting yard, trucked to site and lifted into place by cranes PCU Being Placed during early test day PCU ready in Casting Yard

Construction Sequence

Construction Sequence Setup of Maintenance of Traffic Traffic Shifting Traffic waiting to Shift Moveable Traffic Barrier Setup Initiating MOT

Construction Sequence Preparation for PCU Repair Bearing Pads Cut Deck and Diaphragms and remove Existing Repaired Pier Cap

Construction Sequence Preparation & Installation Moving PCU to Pick up Point Placement of PCU

Construction Sequence Placing PCU Aligning PCU & then Disconnecting

Match-Cast Longitudinal Joint Cast-in-Place Closure Pour Highly Skew Bridges Lombardy / CSX Robin Hood Hermitage Westwood Rehabilitation of I-95 Bridges

Surface Repairs at Abuts. & Piers Pier Cap Replacement 5 Piers for Lombardy/CSX Bridge Pier Cap Strengthening Infill Wall between Columns on Piers at Boulevard Bridge Rehabilitation of I-95 Bridges Substructure Repair

Cathodic Protection Chloride Extraction (ECE) Sealing Concrete Surfaces Pier Caps Rehabilitation of I-95 Bridges Substructure Repair

SCS’s Role in 11 Bridges

Condition of Structure Cost of Maintenance Internal Damage First Visible Damage Critical Point Damage Accelerates Potential Failure Corrosion Cost Progression

Temporary Piers

Corrosion Damage

How much delam/spall existed at the time? Chloride presence at various depths? Future penetration & effects of chlorides? Active corrosion occurring? How quickly? Existing and future damage? Presence and progression of ASR? High risk of prescribing a poor solution without proper diagnosis… Evaluation

Boulevard - Structure Total Chloride Concentration Histogram

Line Scan 28 Line Scan 29 Abutment Wall

GPR – Good Concrete

GPR – Delam. Concrete

Visible concrete damage – significant increase  Developed a concrete damage % for each element Average recorded cover – low Majority of potential readings – active corrosion High chloride readings behind rebars Near future concrete damage will result Significant weakening of the structure within five years Conclusions

Based on a unique methodology, we developed recommendations for repair / replace / life extension Concrete repair on all bridges ECE to lower the chloride concentration on certain bridges certain bridges Sacrificial CP on the rest of the bridges Sprayed Zinc – widely used, easy to apply Recommendations