Tie-up Wall Reconstruction, Upper-Lock 3Benjamin LabrecqueApril 14, 2016

Content of the Presentation Site Location Main Players Scope of Work Services Provided by GHD Technician Duty Refusal Criteria Battered Piles Tie-up Wall Health and Safety

Site Location

Upper-Lock 3

Main PlayersOwner

General Contractor

Quality Control

Sub-contractors

Design Firm

Scope of Work In 2013, SLSMC announced that $100 million will

be spent in the next four years (2013-2017) for Lock 1, 2, 3 replacement

Demolition and deconstruction of the existing tie-up walls, built in the 1960’s with timber piles

Design and construction of a new structure build with steel H-piles and concrete deck

Very restricted time period for construction Approximately a 12-week window to complete

the project before the Welland Canal was flooded back

Services Provided by GHD Quality Verification Engineer Services

Pile driving oversight Non-destructive welding inspection

Quality Control on site Reinforcing steel inspection Concrete inspection and testing Compaction quality control testing

Up to 11 inspectors were on site during piling operations and concrete pour

Technician Duty Pile driving monitoring

Record pile blow count for every foot driven in the ground

Ensure refusal criteria were achieved for every pile Hiley graphs

Concrete testing Perform slump test and air test Cast cylinders for lab cure and field cure

Welding inspection Visual inspection Ultrasonic testing

Refusal Criteria Every pile needed to

meet a design capacity of 3200 kN

PDA testing or Hiley graphs are two different ways to measure the bearing capacity of a pile

From the experience acquired in the past years, Bergmann decided to rely on Hiley graphs for approval

Refusal Criteria Graphs performed on the first 10 piles In order to facilitate and speed up piling

operations it was agreed that when a pile hit 10 Blows Per Inch (BPI) refusal was reached

To ensure that 10 BPI met the design capacity during the entire project, 1 Hiley graph was done for every 10 piles

Battered Piles Battered piles are driven with an angle (4:1) Provide a support for lateral loading Located on “F” line (closest to the wall) Design capacity of battered piles could not be

verified by a Hiley graph They had to be driven to the same depth as the

deeper of the two adjacent “D” row piles, unless 10 BPI was achieved

Tie-up Wall Total of 472 vertical and

battered steel H-piles C-channels welded to piles

to support bents Precast concrete deck

sections installed between bents

Reinforcing steel set up on the deck

Concrete cast on site for monoliths, sidewalks and curbs

Approximately 4000 m3 of concrete were poured

Tie-up Wall Piles driven to a wide range of depth Ground depth variating between 30 to 150 feet H-pile sections were originally 40 and 60-feet

long Splices Welding of a section onto another one could take

between 45 minutes to 2 hours

Tie-up Wall The proposed piles

were located to avoid the theoretical locations of the existing foundations

Piles had to be oriented with the web parallel to the bent centerline

Sometimes field adjustments were necessary

Health and Safety Many potential safety hazards

Weather conditions Overhead loads Heavy equipment/machines moving Falling hazards Working before/after daylight Noise