N-1Application - CI C0067183 - TUC Wharf Access Bridge Replacement - Redacted
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Table 2: Comparison of Moment Resistance and Moment Capacity of the Girders Mr LC #1 LC #2 LC #3 LC #4 (kN-m) M f (kN-m) d/c M f (kN-m) d/c M f (kN-m) d/c M f (kN-m) d/c 1050 753 72% 720 69% 870 83% 664 63% REDACTED CI C0067183 Attachment...
AI summary Table 2 compares the moment resistance and moment capacity of girders under different load cases, showing percentages of capacity utilization. The data includes values for four load cases (LC #1 to LC #4) with corresponding moment factors and division by capacity ratios.
Floor Beams The capacities of the floor beams were calculated for unbraced lengths of 2.5 m and 1.7 m as well as for completely laterally unbraced. Based on the connection details between the stringers and the floor beams and the condition...
AI summary The capacities of floor beams were calculated for various unbraced lengths, with a conservative assumption of 2.5 m. The analysis accounts for section loss and includes utilization ratios in different colors based on their values. Some floor beams were not included due to inaccessibility during inspection.
Table 5: Comparison of Moment Resistance and Moment Capacity of the Stringers Mr _ LC# 3 LC #4 (kN-m) M f (kN-m) d/c M f (kN-m) d/c 54 19.6 36% 12.8 24% Typical stringers were found to have adequate capacity to meet load combinations 3 and...
AI summary Table 5 compares the moment resistance and moment capacity of stringers, showing that typical stringers have adequate capacity for load combinations 3 and 4. However, in cases of excessive section loss, such as stringer 58, adjacent stringers are checked for their ability to carry additional load.
Preliminary Design Alternatives Two preliminary design alternatives were developed to replace the existing wharf structure once this offloading season has completed. The preliminary designs were completed assuming that the substructure, in...
AI summary Two preliminary design alternatives for replacing an existing wharf structure were developed. The first uses a steel structure with a timber deck, while the second uses precast concrete girders and deck. Both designs consider load requirements and include cost estimates with contingency applied.
Middle Dock Cell (Steel Sheet Pile) The Middle sheet pile cell was found to have 100% coverage of soft marine growth over a layer of surface corrosion which covers the entirety of the SSP. Eight (8) Sheet Pile Pans were cleaned from the bo...
AI summary The Middle Dock Cell's steel sheet pile was inspected for corrosion and marine growth. Ultrasonic testing was conducted at eight cardinal locations, revealing minor pitting but overall good condition. Visual inspections were also performed on uncleaned areas.
Shoreline Cell (Steel Sheet Pile) The Shoreline sheet pile cell was found to have 100% coverage of soft marine growth over a layer of surface corrosion which covers the entirety of the SSP. Every third Sheet Pile Pan starting from the Sout...
AI summary The Shoreline Cell (Steel Sheet Pile) was found to have significant marine growth and corrosion. Ultrasonic testing was conducted on cleaned areas, and visual inspections were carried out on uncleaned sections. The dock cell showed signs of poor condition, including visible holes and heavy corrosion in the tidal zone.
The Four (4) Steel Approach way Piles were found to have 100% Soft Marine Growth Coverage throughout the entirety of the Pile. Piles are Denoted as NW, NE, SW, and SE. The Diver inspected Both the Concrete Pile Jackets in the Tidal Zone, a...
AI summary The inspection of four steel piles revealed 100% soft marine growth coverage. Visual inspections, ultrasonic thickness readings, and their locations were documented in tables. The piles are labeled NW, NE, SW, and SE, and the inspection included both concrete pile jackets in the tidal zone and exposed pipe piles.