In Lindeburg's Practice Problems, Chapter 39 Problem #2:
A 35 ft long sheet pile is driven through 10 ft of clay to bedrock below. The sheet pile supports a 25 ft vertical cut through drained sand. A tie rod is located 8 ft below the surface, terminating at a deadman behind the failure plane. There is no significant water table.
What is the tensile force in the tie rod, given the following soil parameters?
Silty Sand
Internal Friciton Angle: 32 degrees
Specific Weight: 110 lbf/ft3
Cohesion = 0
Clay
Internal Friciton Angle: 0 degrees
Specific Weight: 120 lbf/ft3
Cohesion = 750 lbf/ft2
The answer they give is 8050 lbf
I can follow most everything they do to get that result, but it appears that they use a rectangular pressure distrubution within the clay layer. Am I mistaken in this understanding? Is it a rectangular pressure because phi=0, or are they somehow referring to this component as a surcharge, which equates to a uniform lateral pressure?
A 35 ft long sheet pile is driven through 10 ft of clay to bedrock below. The sheet pile supports a 25 ft vertical cut through drained sand. A tie rod is located 8 ft below the surface, terminating at a deadman behind the failure plane. There is no significant water table.
What is the tensile force in the tie rod, given the following soil parameters?
Silty Sand
Internal Friciton Angle: 32 degrees
Specific Weight: 110 lbf/ft3
Cohesion = 0
Clay
Internal Friciton Angle: 0 degrees
Specific Weight: 120 lbf/ft3
Cohesion = 750 lbf/ft2
The answer they give is 8050 lbf
I can follow most everything they do to get that result, but it appears that they use a rectangular pressure distrubution within the clay layer. Am I mistaken in this understanding? Is it a rectangular pressure because phi=0, or are they somehow referring to this component as a surcharge, which equates to a uniform lateral pressure?