Sheet pile,YSP I,YSP U-5,YSP II,YSP U-9,YSP III,YSP U-15,YSP IV,YSP U-23,YSP V

The sheet pile provides solutions in which YSP II or YSP III or YSP IV forces (bending moments, shears, anchor force, and soil pressures) are compatible with wall displacements at all points. Case (a) is commonly called the free earth support method. A-30 is an excellent choice for sealing sheet pile interlocks. However,YSP I must be emphasized that the procedure is a "gravity turn-on" and does not take into account the cumulative YSP U-23 effects of the construction sequence. In case (d) passive pressures have sufficiently developed on both sides of the wall to prevent both lateral deflection and rotation at C. Following YSP II are general comments regarding A-30 installation and performance. The greatest uncertainty in the method is in selecting the soil stiffness parameters, consequently the method should be used to evaluate the sensitivity of the solution to variations in soil stiffness.

YSP U-5 or YSP U-9 is a two component product mixed in a 15:1 ratio. Terzaghi (1955) has indicated that the forces in the system are relatively insensitive to large variations in soil stiffness, although calculated displacements are significantly affected. The expansion coefficient is approximately 3 times by volume . 1. Level YSP III sheet piles in the horizontal position with the receiving socket exposed for filling. Clean thoroughly. Cases(c) and (d) show the effect of increasing the depth of penetration. In cases (b) and (c) the passive pressure has increased enough to prevent lateral deflection at C;Although the forces and displacements are compatible in the solution, it must be recognized that the calculated deflections are only representative of the deformation of the wall and do not include displacements of the entire wall/soil mass.

Steel sheet piles into the socket portion of the YSP I and YSP V interlock to the appropriate depth. Before applying A-30, measure the maximum gap when the pile interlock is in its widest position (between male/female sides). The passive pressures in front of the wall are insufficient to prevent lateral deflection and rotations at point C. however, rotation still occurs. This case is commonly called the fixed YSP U-15 earth support method because point C is essentially fixed. Cases (a) and (d) represent the two extremes in design. In addition, solutions may be obtained by this method for stages intermediate to the final configuration as well as allowing for YSP IV multiple anchors.

When exposed to high YSP-II and YSP-I or moisture, the material may change to a white color. This chapter addresses engineering considerations fo sheet pile wall construction. Design in Granular Soil - It shows the resulting pressure distributions for an anchored sheet pile wall in granular and cohesive soil. The following YSP V design procedure as suggested in Teng1, may be used:Its intent is to give design and construction engineers an overview of installation and its effect on the design. Free Earth Support Method - This YSP U-9 method is based on the assumption that the soil into which the lower end of the piling is driven is incapable of producing effective restraint from passive YSP U-5 pressure to the extent necessary to induce negative bending moments. Some situations may even necessitate a change in wall alignment. The effects of pile driving on nearby structures or embankments should also be considered.

Fill YSP U-15 and YSP U-23 interlock to a depth equal to the widest gap of the paired interlock. For example, if the gap between the male and female side of the interlock is 1/8", the depth of A-30 must be 1/8". The sheet piling is assumed to be inflexible and that no pivot point exists below the dredge line i.e., no passive resistance develops on the backside of the piling. IMPORTANT- DO NOT APPLY LESS THAN REQUIRED. INSUFFICIENT AMOUNTS OF A-30 MAY ALLOW WATER MIGRATION THROUGH THE LOCKS. A-30 will bond to the steel and cure to a cloudy translucent rubber like material. Overhead and underground obstructions such as pipes, power lines, and existing YSP U-5 structures, may dictate special construction techniques if long term storage is anticipated, invert piles and cover. Piles may be driven anytime after the A-30 has cured. Earth pressures may be computed by the Coulomb or log-spiral method. Interim protection. Construction of a new YSP U-9 flood wall sometimes requires removal of the existing protection. In that situation it is necessary to provide interim protection or to construct the new wall in stages With these assumptions the design becomes a problem in simple statics.

YSP-III or YSP-IV or YSP-V has an expansion rate of 3 times by volume, a slight amount of expansion will not affect its function or performance. Interim protection should be to the same level as the removed protection line. Staged YSP-IV construction should limit the breach to one that can be closed should flood waters approach. Procedures for the design of anchored sheet piling in granular and cohesive soil are discussed separately below. Overhead utility lines are relocated temporarily for most YSP-V sheet pile walls. Subsequent to YSP U-15 pile driving, the lines can usually be placed back in thei original position. Although high humidity will not damage the material, do not let allow the material to be exposed to rain or other sources of water. The piling is driven just deep enough to assure YSP-III stability, assuming that the maximum YSP U-23 possible passive resistance is fully mobilized. 8-2. Site Conditions Site conditions should be evaluated during the recon naissance phase, with effort increasing as the design progresses. 8-3. Construction Sequence a. b. Relocations.

Compute the active and passive lateral pressures using appropriate coefficients of lateral earth pressure. If the Coulomb method is used, it should be used conservatively for the passive case.4. If gaps in the "bead" of A-30 occur, they can be filled with new A-30. New A-30 can be brushed on for a light touch up. Underground lines are removed for pile driving and then placed back through the sheet pile Temporary bypass lines are necessary for some situations. Note: It shows the general case for an anchored wall in granular soil backfilled with granular material having different soil properties. 5 As sheet piles are "threaded" or put together, portions of the A-30 bead may be scraped, gouged or otherwise displaced depending on interlock clearances. Therefore, YSP-II refers to the equivalent soil unit weight, either wet to submerged, for the particular soil layer in question. Also, refers to the active pressure coefficient for the natural in-place granular soil. Permanent relocation through the wall must allow for differential settlement between the wall and the utility lines. A-30 will bond to the steel and the cured A-30. This is normal; since A-30 expands up to 3 times by volume, only small YSP-I quantities are required to effectively seal the interlock areas. Locate the point of zero pressure given by. Calculate the weight of overburden and surcharge load at the dredge level.