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S P E 5758 Dallas, Texas 75206 THIS IS a PREPRINT --- SUBJECT TO· CORRECTION SOCIETY OF PETROLEUM ENGINEERS OF AIME PAPER 6200 North Central Expressway NUMBER S P E 5758 Dallas, Texas 75206 THIS IS A PREPRINT --- SUBJECT TO· CORRECTION FOUNDATION ENGINEERING FOR GRAVITY STRUCTURES IN THE NORTH SEA By Knut Schjetne, Norwegian Geotechnical Institute Copyright 1976 American Institute of Mining, Metallurgical and Petroleum Engineers, Inc. Downloaded from http://onepetro.org/SPEEURO/proceedings-pdf/76EUR/All-76EUR/SPE-5758-MS/2054230/spe-5758-ms.pdf by guest on 02 October 2021 This paper was prepared for the SPE/DUT-European Spring Meeting 1976 of the Society of Petroleum Engineers o·f AIME, in cooperation with the Division for Underwater Technology of the Royal Institution of Engineers in The Netherlands (KIVI), held in Amsterdam, The Netherlands, April 8- 9 19,76. Permission to copy is restricted to an abstract ·of not more than 300 words. Illustrations may not be copied. The abstract should contain conspicuous acknowledgement of where and by whom the paper is presented. Publication elsewhere after publication in The Journal of Petroleum Technology, the Society of Petroleum Engineers Journals or De Ingenieur, is usually granted upon request to the editor or the appropriate journal provided agreement to give proper credit is made. Discussion of this paper is invited. Three copies of any discussion should be sent to the Netherland Section of the Society of f'etroleum Engineers, P.O.B~x 228, The Hague, The N~therlands. Such discussion may be considered for publication together with the paper. ABSTRACT Most of the fixed platforms insta~led The paper outlines the particular have been the pile-supported steel problems related to the foundation jacket type, as developed in Lake design of offshore gravity structures in Maracaibo and in the Gulf of Mexico. comparison with structures on shore. However, new types of structures have The following aspects are dealt with in been developed, those today conunonly more detail: (1) The current NGI method known as gravity structures, i.e. for overall foundation-stability on clay, structures sitting on the sea bottom by (2) the effect of cyclic loading on clay, their own weight with no anchors or pile (3) the dynamic analysis of the soil support. structure system and (4) platform behaviour during the installation phase. The first gravity structure installed in the North Sea was the Ekofisk Tank in the summer 1973. It was a one million INTRODUCTION barrel ~il storage, concrete tank Since 1968, when the Ekofisk oil field designed by C.G. Doris (Figure 2). was discovered, we have witnessed a hectic activity in the northern part of Two years later, in the summer of 1975, the North Sea. Many oil and gas fields three concrete drilling platforms were . have been discovered, most of them along installed, Beryl A and Brent B, both the borderline between the British and the Condeep type designed by A/S H¢yer­ Norwegian sectors. (Figure 1) Several Ellefsen and Frigg CDPl, an0ther Doris of the fields are now being developed design. At the moment there are 9 more and the Ekofisk field alone is already concrete platforms under construction in producing enough oil to cover Norway's the countries surrounding the North Sea. total petroleum consumption. (Doris 2, Andoc 1, Sea Tank Co. 3 and Condeep 3). First of all because of the water depths and the hostile weather conditions in References and illustrations at the end the area, the dimensions are huge of paper. compared to on-shore structures. Owing 2 FOUNDATION ENGINEERING FOR GRAVITY STRUCTURES IN THE NORTH SEA SPE 5758 to the wave action, the structures are Several of the analyses have to be subjected to horizontal forces that are carried out for different load very large compared to the weight, and combinations in order to find the in addition these horizontal forces are most critical one. The behaviour of the cyclic. The base area may be of the platform must be acceptable and the 2 order of 10,000 m , the deck may be as satety adequate from the time of much as 200 metres above the sea bottom installation and during all stages of (water depth + 40- 50 metres) and the production for some 20 - 30 years. Local submerged weight of the order of 200,000 contact pressures between base and soil metric tons. may for example have the highest values shortly after installation and before For on-shore structures the foundation the voids have been grouted. On the Downloaded from http://onepetro.org/SPEEURO/proceedings-pdf/76EUR/All-76EUR/SPE-5758-MS/2054230/spe-5758-ms.pdf by guest on 02 October 2021 load is normally increasing gradually other hand, the shear strength during the whole construction period, characteristics of the soil will change i.e. during months or even years. A with time due to cyclic loading such gravity platform is, on the other hand, that the stability of the foundation may placed on the site during a few days. be smaller after several years of The platform is constructed in sheltered production than it was shortly after waters near the coast, and usually even ins.tallation. deck and production equipment have been installed prior to towing out. In order to check the validity of the engineering assumptions and methods of In the following will be discussed what analysis, the behaviour of the platform particular geotechnical problems a should be monitored. Instruments gravity structure presents, and what measuring deformations of the structure approaches we take at NGI when trying to and pore water pressures in the soil is solve some of them. It will also be the only way to improve the state of the described how instruments are used to art. The real magnitude of the safety achieve a safe platform installation. factors is today unknown. Most of the design considerations listed above are discussed in earlier GEOTECHNICAL CONSIDERATIONS FOR GRAVITY state-of-the-art papers by NGI (Bjerrum, PLATFORMS 1973 and Eide, 1974). This presentation A great many of the design considerations will consentrate only on a few aspects: of a gravity structure involve soil (1} the overall stability analysis on mechanics. Below is given a list of clay, (21 the effect of cyclic loading analyses which have to be carried out in on clay, (3) the dynamic analysis of the order to demonstrate the soundness and soil structure system and (4) platform ~afety of a platform and its foundation. behaviour during the installation phase. 1. Platform installation, including skirt penetration analysis, the use STABILITY ANALYSIS FOR A CLAY FOUNDATION of under-pressures and grouting The aim of the overall stability procedures. analysis is to demonstrate that the 2. Analysis of the load transfer from platform and supporting soil are able to the structure to the soil. withstand the most unfavourable combination of forces with a de£ined 3. Overall foundation stability with factor of safety. A pseudo-static respect to sliding and overturning of analysis is used with dynamic the platform. - amplification factors .applied to the 4. Initial and long term settlements. computed wave forces. 5. Short term cyclic displacements. In addition to the submerged weight of the platform and loads on deck, the 6. Dynamic analyses of the soil­ structure system for wave loads and structure must· withstand environmental forces due to waves, wind, current and earthqu~kes. ice. In the North Sea the wave loads 7. Stresses in conductors and risers due are by far the greater of these. The to short and long term displacements design wave is taken as the highest wave and settlements. that with a certain probability will occur once every 100 years, i.e. the so­ 8. Problems related to the removal of called 100-year wave. At a water depth the platform. of 150 metres in the northern North Sea, SPE 5758 KNUT SCHJETNE 3 the 100-year wave may be of the order of constant strength properties with depth. 30 metres high and the corresponding This is seldom the case, at least not in forces and moments acting on a typical the· North Sea. A soil profile may conta­ platform are shown on figure 3. in several layers of sand, silt and clay, and the shear strength may vary Typically, the static vertical load due considerably with depth. to the submerged weight of platform may be, In order to take these factors into account we believe that the best method Pv max = 200,000 tons of calculation is some form of limiting equilibrium sliding surface analysis Pv min = 150,000 tons (with oil storage) which seeks for the most critical Downloaded from http://onepetro.org/SPEEURO/proceedings-pdf/76EUR/All-76EUR/SPE-5758-MS/2054230/spe-5758-ms.pdf by guest on 02 October 2021 sliding surface (e.g. Morgenstern and The maximum forces. due to waves and Price, 1965, Janbu, 1973). A somewhat current may be, simplified and much quicker method of this type has been in use at NGI for the PH = resultant horizontal force last 3 - 4 years and is continuously = 50,000 tons being improved. The· present version is described in detail by Lauritzsen and M = overturning moment Schjetne (1976), and only the principles 2,000,000 ton metres = of the method are discussed herein !:.Pv = additional vertical load (figure 5) • The base is transformed to = 10,000 tons (in phase.with a square with the same area. The PH and M) vertical load is applied on the effective foundation area only, while The difference in water pressure on the the horizontal force is distributed sea floor adjacent to the platform over the total foundation area. The between windward and leeward side must factor of safety is found by an overall be taken into account in the analysis.
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