Sheet pile,FSP-IA,FSP-II,FSP-III,FSP-IV,FSP-VL,FSP-VIL,FSP 2, FSP 3,FSP 3A, FSP 4,FSP 1,FSP 1A

Sheet pile discussed rely on several simplifying like FSP-III or FSP-IIIA or FSP-IV. And often contradictory assumptions regarding the behavior of the wall/soil system. This method results in some FSP-IA or FSP-II error but saves greatly in the computations. Level sheet pile in the horizontal position with the open socket exposed for filling. Incompatible pressures and displacements. In both cantilever and anchored wall design, the soil pressures are assumed to be either the limiting active or passive pressure at every point without regard to the magnitude or direction of wall/soil displacements. Thoroughly clean interlock.

Remove FSP-VL and ,FSP-VIL and ,FSP 2 by using wire brush or power brush. The passive resistances are simplified by assuming a right triangular pressure on the left side of the piling and by substitution of a concentrated force C for the net passive resistance on the right side of the piling. Complete cleaning by blowing FSP-III and FSP-IIIA with compressed air. Seal the open ends of the interlock. Use expanding foam or similar to seal interlock ends. Sheet pile must be level. We give a FSP VIL and FSP 2 useful method to design cantilever sheet piling in homogeneous granular soil, analyzed by the conventional method.

If the FSP-IV and FSP-VL pile is not level from end to end (long piles have a slight curve), place small dam of Adeka P-201 every 5~10 feet to help control thickness of A- 30 bead. Some of the , FSP 3 or FSP 3 A anomalies contained in the classical procedures are: In the case of an anchored wall, the tendency of wall motion to produce a passive condition above the anchor is ignored. Simplified Method - A simplified method of design is illustrated. The distance, Do, must satisfy both the requirements of equilibrium. More is not always better! The most efficient thickness is , FSP 4 and FSP 1 and FSP 1 A slightly less then the measured gap when the male / female FSP-VL interlocks are fully extended. The calculated value of Do should be increased by 20 to 40 percent to get the total design depth of penetration. (See photo) Rule of thumb – thickness of A-30 should be about 60% of gap width. For example if the measured gap is 1/8", the thickness of the A-30 should be slightly less than 1/8".

Steel sheet piles on soil pressures are ignored by FSP-IA and FSP-II,, and the displacements are calculated based on hypothetical, and perhaps, unrealistic supports. The designer to obtain directly the depth ratio, D/H, and the maximum moment ratio, as a function of the ratio of passive to active pressure coefficients, Kp/Ka, for various positions of water level. Apply FSP-VIL and FSP 2 appropriate amount in the interlock. Use a small brush or spatula to help spread the A- 30. It is, therefore, independent of the method of obtaining Kp.

Analysis by the classical methods of a FSP 3 or FSP 3A or FSP 4 wall with a penetration greater than that required for stability indicates not only an increase in the factor of safety but attendant increases in soil pressures, bending moments, anchor forces, and deflections as well. Cantilever FSP 2 or FSP 3 or FSP 3A Sheet Piling in Cohesive Soils - Two cases of cantilevered walls in cohesive soils are of interest: (1) sheet pile walls entirely in clay and (2) walls driven in clay and FSP-IV backfilled with sand. While the increased deflections are consistent with the assumptions in the classical procedures, an increase in penetration should be expected to result in reduced deflections. The initial pressure FSP VL conditions for sheet piling embedded in cohesive soil for its entire depth. Approximate methods of anchors, however these methods introduce further simplifying assumptions regarding system behavior and suffer from the same FSP IV limitations as those for single anchored walls. Immediately after the sheet piling is installed, earth pressure may be calculated on the assumption that undrained strength of the clay prevails. That is, it is assumed that the clay derives all its strength from cohesion and no strength from internal friction.

Determine the volume required for FSP 1 and FSP 1A interlock. You can treat remaining piles by calculated volume if desired however keep checking thickness periodically. The soil-structure interaction (SSI) method of analysis described in this chapter enforces compatibility of deflections, soil pressures, and anchor forces while accounting for wall and anchor flexibilities. The depth of penetration and the size of piling must satisfy the pressure conditions that exist immediately after installation and the long-term conditions after the strength of the clay has changed. Check with your local representative for recommended coverage. The SSI method is based on a one-dimensional (1-D) finite FSP-VIL element model of the wall/soil system consisting of linearly elastic beam-column elements for the wall, distributed M nonlinear Winkler springs to represent the soil and nonlinear concentrated springs to represent any anchors.

Measure thickness carefully. The correct thickness of A-30 is important. The amount of A-30 required FSP IIIA and FSP IV will vary depending on type of sheet pile. The analysis is usually carried out in terms of total stress using a cohesion value, c, equal to one-half the unconfined compressive strength,qu. The FSP VL method is usually referred to as a = analysis. Protect sheet pile from premature exposure to moisture prior to driving.

The chart was developed for a wet unit weight, equal to twice the submerged unit weight, . Treat FSP 4 and FSP 1 and FSP 1 A center or common interlock of paired piles by placing small wedge to hold interlock open. One may determine and from FSP III Table 2, and KP/Ka and Ka. Pour A-30 into open area. The A-30 will find its way into the interlock. Ends must be plugged and sheet pile must be level. A design example is given at the end of problem No. 1. Different lateral earth pressures develop for each case. FSP IA and FSP II Wall Entirely in Cohesive Soil - Design of sheet piling in cohesive FSP VIL soils is complicated by the fact that the strength of clay changes with time and, accordingly, the lateral earth pressures also change with time.