The method of sheet pile includes the system characteristics described in section NSP-IIW and NSP-IIIW 5-2B, as well as the penetration of sheet pile, sheet pile material and cross section characteristics (area, moment of inertia and modulus of elasticity), and the pile must be guided by untreated interlocking. The net pressure distribution on the wall and the solution method are the same as those for designing cantilever sheet pile walls in granular soil sheet pile manufacturers . The NSP-IIW wall / soil system is typical of a 1 foot slice of one dimensional model. Select point D and penetration depth D to satisfy the static equilibrium condition; that is, the sum of the horizontal forces is equal to zero, and the sum of the NSP 2W moments is approximately equal to any point of zero. Distributed soil springs and concentrated anchor NSP IIW springs provide lateral support. At present, there is no acceptable procedure to explain the effect of wall friction or adhesion on vertical movement of walls.
The pile is located at the top and bottom of the NSP-IVW or NSP 2W wall, the soil layer boundary at each side, the ground water height on each side, the anchorage height of the anchorage depends on the environmental conditions and the thickness of the A -30. Driving: The above method can also be extended to driving sheet piles in clay and backfilling with granular soil, as shown in NSP 3W. It is also in other intermediate positions to ensure that the length of each beam NSP IVW element is not more than 6 inches. Your curing time may vary greatly from the above value.
The wall in the cohesive soil below the dredged line - the particle backfilling above the dredged line - limited experimental data shows that the long term value of C is very small and is conservatively taken as zero for design purposes C. The influence of these factors is included in assessing the lateral resistance of soil. Simplified method. The method of NSP 2W design is exactly the same as discussed before. When the inclined anchor produces axial force in the pile, it is assumed that the bottom of the wall is fixed to prevent vertical translation. Check the curing stage before moving the sheet pile. Traditional matrix structure analysis is used to correlate the deformation of the system (defined by horizontal and vertical translations and node rotation) with the applied external forces. As mentioned earlier, due to the time-dependent NSP 2W change and C, it is necessary to consider the long-term NSP 4W condition of sheet pile in clay. The analysis should be carried out using the effective stress parameter C'and obtained from consolidation and drainage tests or from consolidation and undrained tests for pore pressure measurements.
This leads to the nonlinear simultaneous equations of NSP 3W or NSP 4W systems (for models with N nodes), which must be solved by iteration. The final value is usually between 20 and 30 degrees. Lateral pressure in long term clay is close to the lateral pressure of granular soil. Therefore, as described in the preceding part, the long-term condition analysis of granular soil is carried out. The CWALSSI User Guide (Dawkins 1992) introduces detailed information about the analysis program. 7-5. The force exerted by nonlinear soil spring distributed soil springs varies with the NSP 3W sidewall displacement between active and passive limits. Active and passive soil pressures with a safety factor of 1 were calculated through the program (including wall / soil friction and adhesion). The static pressure Po corresponding to the zero wall displacement is obtained. This will help to lubricate interlocking. Once the road is started and the pile is drawn (underground water), the pile must reach its final depth within 2 hours.
NSP III IW or NSP IVW provide design curves for cantilever sheet pile in cohesive soil with granular soil backfilling based on simplified analysis method. The diagram allows the designer to directly obtain the depth ratio, D/H and maximum moment ratio as a function of the net passive resistance, 2qu divided by the expression. When the pickup is being driven, use soap water to interlock. Driving direction - interlocking NSP 4W through untreated interlocking. Therefore, the chart is independent of the NSP 3W method for obtaining Ka, and is equal to two times the weight of the immersion unit for the wet unit weight development, and the value of the Qu sum can be obtained. For sand backfill, it can be found in Table 4 and Ka.