Sheet pile shows that this pressure distribution leads to conservative design of GU 32N and GU 33N at the bottom of the excavation bottom (the actual load tends to be less than the predicted value). The injection of clay in the Mittersheim area (clay) in clay proved to be a very effective pile foundation installation assistance, greatly shortening the installation time, but the denial of risk is limited, but it has caused serious disturbance to the soil close to the pile, resulting in the friction coefficient of 10% to 40% of the GU 32N. The second test involves highly transparent Rhine materials (0-60mm gravel, several gravel larger than 100mm, poor grading, no fine sand, and partial silt covered from the test site). The alternative method of using stability quantity concept is given in GU 33N. The pressure distribution in the stability number method acts above and above the mining level, and decreases linearly to zero at the top and bottom sheet piles for sale.
Preliminary tests show that standard vibration driving is possible. The structure of the study investigated the following configuration: if there is groundwater in clay, it is added to the pressure GU 16-400 distribution for granular soil. The pressure distribution of this clay also gives the maximum pressure value, which has a conservative design for some GU 18-400 pillars. However, with the passage of time, the creep effect leads to a significant increase in lateral earth GU18-400 pressure. The mechanical performance is poor (2.0MPa <pl * <4.7MPa). The water GU 32N table was found 1.30 meters underground. Under these conditions, the purpose of the experiment is to know whether installation time and vibration will decrease. This phenomenon is studied by the model test of Kirkdam . It is concluded that the more permanent clay cofferdam should be based on the earth pressure calculated according to the classical theory - ARCELOR L 4S and AZ 26 piles, and the long 14m, as double piles.
The cohesive force of steel sheet pile is GU 16-400 or GU 18-400, and is determined by three axis test of drainage. Question 1 illustrates the design example of stability number method. Use ICE 416-L vibrator and KSB Multitec pump for injection. Preliminary tests show that directional jet has little advantage on this type of ground. For layered GU 33N soil, Peck30 suggests using pressure charts instead of sand layers interbedded with any clay. Therefore, the normal opening pipe is used in the rest of the experiment. The main result is that the injection details remain the same during the whole experiment: values and determination are as follows: due to the seemingly conservative nature of the GU16-400 trapezoid pressure distribution in the design, the current engineering practice allows the plate to be less attractive to the clay than in the gravel. The induced vibration GU 16-400 injection significantly reduced the vibration of the distance vibrator from 3 meters to 20 meters away from GU33N. The pillar of Welsh and temporary support system is designed to be over 65% stress, as shown by Teng1, under careful control and inspection. Therefore, in this highly permeable gravel, the benefit of jet is not directly from the pressure of the jet, but from the flow rate. The magnitude of vibration reduction is less than 20-30% measured when the pile is simply vibrating to the GU32N ground. It shows vibration generated by vibration AZ 26 piles (blue blocks) and vibration driven and ejected (red blocks), measured at piles 11m at the ground level.
The construction conditions should include detailed GU32N and GU33N underground drilling plans, carefully determining the soil parameters through laboratory tests, the installation of cofferdams with the experience of the related construction support isolation layer, and the stress of the typical components regularly measured with strain. The efficiency of the two jets is less than 4, which can be explained as: the lower total flow, the uneven distribution of jets. Reducing nozzle size to increase jet pressure does not speed up GU 18-400. When the pressure diagram is completed, structural analysis can be made on thin sections, longitudinal columns and struts, and the size of the components can be determined from this analysis. Question 3 gives an example of designing GU16-400, which illustrates the method of determining the size of cofferdam components. Vibration caused by vibration piling (blue map) and jet assisted driving (red chart). In these two cases, the measured vibration did not reach the level normally considered to be the critical level (for example, when the embankment distance is 10 meters, v = 15mm / s).