GU 27N,GU 28N,GU 30N,GU 31N,sheet piling

After sheet piling has been obtained, the first step is to determine GU 27N and GU 28N the loads acting on the cofferdam. Measuring and Mixing - The A-30 is a two component material (15~1 ratio) . Jetting enabled the design depth of 8m to be reached, whereas standard vibratory-driving alone met refusal at approximately 3.5 to GU 27N metres, and the diesel hammer had to be used to reach final depth. IMPORTANT - measure the 15:1 ratio carefully and mix thoroughly. The loads to which the GU31N cofferdam may be subjected include earth pressures, surcharge loads, hydrostatic pressures, wave pressures, and earthquake loads. Examination of penetration speeds reveals significant gains due to GU 28N jetting: for both L3S and AZ18-piles installation time was reduced by a GU30N factor of 8 to 10. 5. Driving - Piles must be driven to their final depth within 2 hours of hitting ground water or any water.

With the exception of the earth pressures, the lateral forces on the cofferdam walls may be calculated in the manner presented in the first section of this article. The material may not cure due to incomplete GU 30N mixing. Don't mix more than you can use. 2 quarts of resin will require 4.25 ounces of hardener. However, lateral earth pressures on braced cofferdams cannot be calculated by the classical theories (Rankine, Coulomb, etc.) Or another example 7.5 quarts of resin will require 0.5 quarts of hardener. Figure 1 compares driving times for an L3S double pile simply vibrated GU28N to refusal, then impact driven (L3Sv) to design depth, and a jetted/vibrated double pile fitted with four jets (L3S vl).because of differences in the behavior of the structure during GU27N construction.

At the time steel sheet pile is placed, GU 30N or GU 31N is not deep enough to have appreciably altered the original state of stress in the GU30N soil. Taking a look at the pore pressures, it was observed that they dissipated in 2 to 10 minutes. The lateral pressure GU 31N at the level of the first row of struts is, therefore, higher than the active pressure since no significant yielding of the soil mass has occurred. Excavation revealed severe soil disturbance at a distance of 1-2cm from the vibrated/jetted pile, which was less marked or almost untraceable beyond a distance of 10- 20cm from the GU31N pile.

As the excavation continues to the level of the second set of GU27N and GU28N, the rigidity of the first set prevents horizontal yielding of the soil near the surface. However, the external lateral pressure GU 27N tends to rotate the sheeting about the upper support level so that a certain inward displacement of the sheeting will occur at the level of the second set of struts by the time these struts are in place. Extraction tests (in 20cm stages) revealed a 10-40% reduction in effective friction. Extracted piles were impact-driven again to their original depth and further overdriven by 50cm. As the GU28N excavation continues, greater GU 28N deflections occur at the lower struts mobilizing soil strength and producing an arching effect which reduces lateral pressures. POT LIFE is approximately 2 hours!4. Protection - Keep interlocks dry before driving. Piles may be stored for several weeks if kept dry.

At the completion of the excavation, the GU30N and GU31N sheeting will have deformed to a position indicated by line ab1. Thus, the resulting lateral pressure diagram will have the maximum values occurring in the upper portion of the GU27N wall which is in marked Theories. These tests revealed a loss of toe resistance and skin friction of the same order of magnitude. Grind any rough edges off of the leading edge of the interlock before driving 8. Drive with the non-treated side leading, for cofferdams in sand and soft to medium clays, a trapezoidal distribution similar to that proposed by Terzaghi and Peck14 (1967) may be used for design. This distribution for GU 31N granular soils. Brushing with a little soapy water just prior to driving may help the interlocks slide together easier. If ground water is present, its pressure is added to the trapezoidal soil pressure.