skimboard20
Structural
- Mar 10, 2021
- 21
Hi All,
I am working on a permanent shoring wall that has wide flange piles placed in drilled concrete piers with one row of grouted tiebacks. The shoring wall is about 24 ft tall and piles and tiebacks are spaced at 8 ft in plan.
I just received the submittal from the shoring contractor, and they are proposing the tiebacks to be installed through a steel pipe that is cut and welded into the wide flange pile. They propose a cover plate to be welded to the front and back flanges of the pile. I have attached their proposed detail for reference. Note that they call out plate and weld sizes for the cover plates, but I have an opportunity to revise the proposed design if it needs to be different.
I would like to verify that the contractor's proposed steel pipe sleeve and cover plate idea restores the shear and flexural capacity of the pile directly at the tieback location since they are cutting through the whole web and a majority of the flanges. Does anyone have any insight as to how I'd go about this? Is this a shear flow issue and a matter of getting the cover plates welded to the flanges with enough capacity?
A couple other pieces of info:
Piles are W16x77
M_max in pile at tieback location = 316 k-ft
V_max in pile at tieback location = 73 k
Tension in tiebacks = 180 k
Appreciate your guys' help in getting me started!
I am working on a permanent shoring wall that has wide flange piles placed in drilled concrete piers with one row of grouted tiebacks. The shoring wall is about 24 ft tall and piles and tiebacks are spaced at 8 ft in plan.
I just received the submittal from the shoring contractor, and they are proposing the tiebacks to be installed through a steel pipe that is cut and welded into the wide flange pile. They propose a cover plate to be welded to the front and back flanges of the pile. I have attached their proposed detail for reference. Note that they call out plate and weld sizes for the cover plates, but I have an opportunity to revise the proposed design if it needs to be different.
I would like to verify that the contractor's proposed steel pipe sleeve and cover plate idea restores the shear and flexural capacity of the pile directly at the tieback location since they are cutting through the whole web and a majority of the flanges. Does anyone have any insight as to how I'd go about this? Is this a shear flow issue and a matter of getting the cover plates welded to the flanges with enough capacity?
A couple other pieces of info:
Piles are W16x77
M_max in pile at tieback location = 316 k-ft
V_max in pile at tieback location = 73 k
Tension in tiebacks = 180 k
Appreciate your guys' help in getting me started!
