[雙語翻譯]--外文翻譯--新一代柴油燃料廠的樁基礎(chǔ)設(shè)計理念和測試方案（英文）

1、PILE FOUNDATION DESIGN PHILOSOPHY AND TESTING PROGRAM FOR A NEW GENERATION DIESEL FUEL PLANT Maria C. Romano, Technip Italy S.p.A., Rome, Italy; Peter Middendorp, Profound BV, Waddinxveen, the Netherlands; Sikko Doornbo

2、s, Terracon BV, Werkendam, the Netherlands. The company NESTE-OIL is building a plant for the production of a new generation NExBTL diesel fuel in the Port of Rotterdam The Netherlands. The fuel is produced from renewa

3、ble vegetable oil as feedstocks and offers 40-60% lower green house gas emissions compared to conventional diesel fuel. Technip Italy acts as the project's main contractor and is responsible for the design of the

4、plant foundations. Pile foundation subcontractor Terracon installed more than 4000 piles. An extensive pile testing program has been performed by Profound before and during piling production. The paper will describe

5、the philosophy behind the foundation design and present the results and comparison of the pile testing program incorporating Static load tests (SLT) and Statnamic load tests (STN). INTRODUCTION More than 4000 working

6、piles were driven for the foundations of the Neste Oil Rotterdam NExBLT Plant structures, located in Maasvlakte area in the Port of Rotterdam. About 0.7% of the working piles were tested with compression load tests.

7、 Before starting the driving of the working piles a pilot piles test campaign of 26 piles has been carried out in November 2008, 12 piles were tested with compression load tests. Main testing campaign scopes wer

8、e: ? To confirm and improve the quality and method of statement for the execution of the piles; e.g. pile driving energy, pile head finishing, safety procedure during construction. ? To confirm the geotechnical design

9、 capacity of the pile with load tests both in tension and compression. ? To choose the compression load test method, Static SLT or Statnamic STN, to be used on working piles. Statnamic Compression Load Test was adopt

10、ed at the end to test the working piles. This paper presents the pilot piles campaigns relative to the compression load tests comparing the two testing methods, SLT and STN, results. SOIL CHARACTERIZATION Site infor

11、mations The Site area was originally located offshore and it was part of the North Sea, but in 1960 – 1970’s it was reclaimed by the Dutch government for industrial activities. For the reclamation, sand originating fr

12、om the Oostvoorne Lake and nearby harbours (Hartelhaven, Mississippihaven, Europahaven and 8th Petroleumhaven) was used. Originally water depth was about 5 to 8 m below mean sea level (NAP), because of the

13、reclamation and landfill, the current surface level is located at approximately +4.00 ÷ 5.50 m above NAP, at the time of the site investigation. The Site will be levelled to a “top of pavement” finished level of

14、+5.20 m NAP. The Process Unit area shall be raised up to + 6.50 m NAP. Geology overview Large parts of the Netherlands today are below sea level and have in the past been covered by the sea or flooded at regular inte

15、rvals. The modern Netherlands formed as a result of the interplay of the four main rivers (Rhine, Meuse, Schelde and IJssel) and the influence of the North Sea. The Netherlands is mostly composed of deltaic, coastal

16、 and eolian derived sediments during the Pleistocene glacial and interglacial periods. Nearly the entire west Netherlands is composed of the Rhine-Meuse river estuary, but human intervention greatly modified the

17、 natural processes at work. Most of the western Netherlands is below sea level due to the human process of turning standing bodies of water into usable land, “polder”. Soil Investigations A comprehensive investigat

18、ion campaign was carried out to characterize the site soil and DFI Conference, Geotechnical Challenges in Urban Regeneration, London 2010.the piles lengths necessary to satisfy the design requirements have been evalua

19、ted. Figure 1: CPT’s interpolation in the testing area (cone resistance qc in MPa). In the testing area length and diameter of the piles have been chosen to be representative of the working piles. Pile Information

20、The piling system adopted was a driven cast in situ pile (Vibro pile). Figure 2 shows a picture of the vibro pile driving installation arrangement. A driving steel tube, provided with a larger diameter footplate at t

21、he bottom, is driven in the soil; reinforcement cage is then placed into the tube; the steel tube is filled with concrete up to working level; the driving steel tube is then extracted by driving out the tube with the

22、piling hammer leaving the footplate in the soil as pile tip. The tubes have been driven with an IHC S90. hydraulic hammer. Figure 2: Picture of the vibro pile driving installation arrangements Pile diameters used in t

23、he site are reported in Table 2. Pile type pile shaft diameter pile foot diameter 1 324 365 2 356 400 3 457 510 Table 2 Adopted piles diameters (driving steel tube walls thickness is 25mm). STATNAMIC LOAD ANAL

24、YSIS Unloading Point Method Statnamic testing is a rapid load testing method and it generates a push load on the pile with a duration of 100ms or longer. During this time the whole pile moves as one unit and stress

25、wave phenomena can be neglected. A standard method for the analysis of statnamic signals to obtain the static load displacement behaviour is the Unloading Point Method. (UPM) (Middendorp. 1992). Its validity has