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Home » News » Industry knowledge » Sheet pile FSP-VIL,FSP2, FSP3,FSP3A, FSP4,FSP1,FSP1A


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The sheet piles discussed depend on several simplifications, such as FSP-III or FSP-IIIA or FSP-IV. The behavior of wall / Earth systems is often a contradictory assumption. This method leads to some FSP-IA or FSP-II errors, but it saves a lot in computation. Horizontal piling is horizontal and exposed socket is exposed. Incompatible pressure and displacement. In cantilever and anchorage wall design, soil pressure is considered to be the limit of active or passive pressure at each point, without considering the magnitude or direction of wall / soil displacement. Thoroughly clean interlock sheet piles for sale.

Use wire brush or brush to remove FSP-VL and FSP-VIL and FSP 2. The right triangle pressure is assumed on the left side of the piling, and the passive resistance is simplified by using the concentrated force C instead of the net passive resistance on the right side of the piling. Finish cleaning by blowing FSP-III and FSP-IIIA with compressed air. An open end for sealing interlocking. Use expanded foam or analogs to seal interlocking ends. The sheet pile must be level. We have given the useful method of designing cantilever sheet piles in homogeneous granular soil by FSP VIL and FSP 2, and analyzed them by conventional methods.

If the FSP-IV and FSP-VL reactors are not from beginning to end (the long pile is slightly curved), a Adeka P-201 small dam is placed every 5~10 feet to help control the thickness of the A-30 beads. Some of the FSP 3 or FSP 3 A anomalies included in the classical procedure are: when anchoring walls are located, the tendency of wall motion to produce passive state on the anchor is ignored. The simplified method illustrates a simplified design method. Distance Do must meet the balance requirement. More isn't always better! The most effective thickness is that FSP 4 and FSP 1 and FSP 1 A are slightly less than the measuring gap when the male / female FSP-VL is fully interlocked. The calculated value of Do should be increased by 20% to 40% in order to get the total design penetration depth. (see photo) the rule of thumb the thickness of A-30 should be about 60% of the gap width. For example, if the gap is 1/8, the thickness of A-30 should be slightly less than 1/8.

FSP-IA and FSP-II ignore the steel pile on the soil pressure, and based on the assumption, it may be unrealistic support to calculate the displacement. The designer directly obtains the depth ratio, D / H and the maximum torque ratio as a function of the ratio of Kp to Ka of the passive and active pressure coefficient at different water level positions. Apply the appropriate amount of FSP-VIL and FSP 2 in interlocking. Use small brushes or scrapers to help spread A-30. Therefore, it has nothing to do with the method of getting Kp.

Through the analysis of the classical methods of FSP 3 or FSP 3A or FSP 4 walls, the permeability is greater than the value required for stability, which not only indicates an increase in the safety factor, but also increases the soil pressure, bending moment, anchoring force and deflection. The same. The cantilever type FSP 2 or FSP 3 or FSP 3A slab pile in sticky soil - two cantilever walls in sticky soil is meaningful: (1) the slab piled wall filled with clay and (2) clay driven walls and FSP-IV backfilled wall sand. Although the increased deflection is consistent with the assumptions in classical procedures, it is predicted that the increase in penetration will lead to deflection reduction. The initial pressure FSP VL condition is used to insert sheet piles in cohesive soil throughout the depth. Approximate methods of anchoring, however, these methods introduce further simplification assumptions about system behavior and suffer from the same FSP IV limitation as single anchored walls. After installing the sheet pile, the earth pressure can be calculated immediately under the assumption that the undrained strength of the clay is dominant. That is to say, the cohesive force of clay is derived from cohesion rather than strength from internal friction.

Determine the volume required for interlocking FSP 1 and FSP 1A. If necessary, you can handle the remaining piles according to the calculated volume, but check the thickness regularly. The soil structure interaction (SSI) analysis method described in this chapter enforces the compatibility of the deflection, the soil pressure and the anchorage force, while considering the flexibility of the wall and anchorage. The penetration depth and piling size must meet the long-term conditions after the installation of pressure conditions and changes in clay strength immediately after installation. Please consult the local representative to get the recommended coverage. The SSI method is based on the one dimensional (1-D) finite element model of the wall / soil system, consisting of a linear elastic beam column element of the wall. The distributed M nonlinear Winkler spring represents the soil and the nonlinear concentrating spring for any anchor.


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