bluuebunny/crossref_metadata_2025_split huggingface dataset:
The Norne Production Ship - Design Considerations
Authors: Odland J. 
Published: October 2008

ABSTRACT
The Norne Production and Storage Vessel (PSV) will be the largest monohull production facility in the world with a throughput capacity of 173,000 bbl oil and 238 mill scf gas per day, Production will be based on subsea completed wells, drilled through five templates and connectedto the turret moored PSV via flexible rises and flowlines. A high capacity swivel stack has been designed fortransfer of oil/gas/water between turret and facilities on the process deck. The Norne field is located further north than any other Norwegian field in operation or under development, and the water depth on location is 380 m.

INTRODUCTION
The Norne field is located in Block 6608/1 O, about 200 km west of the mid-Norway coast. The water depth on location is about 380 m. The top of the reservoir is found at a depth of 2525 m below MSL. At a reference depth of 2639 m the formation pressure is 273 bar and the temperature 98 degrees C.
The recoverable oil reserves are about 72 mill. Sm3. The reservoir drive mechanism will be a combination of water and gas injection. Initially all produced gas will be reinjected into the gas cap.
The plateau production rate representing a yearly recovery rate of 12.57. of total recoverable reserves Will be maintained for 3-4 years. The field will produce forabout 16 years.
The development scenario is based on a Production and Storage Vessel (PSV) in combination with a subsea production system comprising 6 oil producers, 6 water injectorsand 2 gas injectors. The wells will be drilled through five subsea templates, two located in the northern part and three in the southern part of the field. The templates will be connected to the PSV via flexible flowlines and risers.

THE PRODUCTION AND STORAGE VESSEL
The PSV is a turret moored, ship-shaped production, storage and offloading vessel of Tentech 850 S design, see Fig.1. With throughput capacities as listed below the Nome PSV will be the largest monohull production system in the world.
(Available In Full Paper)
The vessel will, on location, be moored by means of a 12 point mooring system with 12 anchor chain winches arranged on the turret of the vessel. Five fully azimuthing, variable speed thrusters will be utilized as an active element in the station keeping and heading control, see section Instrumentation and control.
The turret which will be held geostationary by the mooring lines, will also serve as attachment for all the flexible risers. From the swivel, on top of the turret, {he well stream is transferred to the inlet separator on the process deck.
A total of 16 storage tanks and 2 slop tanks with a total capacity of 117,000 m3 will be arranged in the hull. Double bottom tanks, wing tanks and peak tanks provide ample capacity (about 48,000 m3) to maintain sufficient draught in ballast condition. All water ballast tanks and systems are segregated from the oil storage tanks. Accommodation for 120 persons will be arranged in the forward part of the vessels.
Troll Oil: The first concrete FPS
Authors: LØset Øystein , Haakonsen Knut Olav 
Published: October 2008

ABSTRACT
The Troll Oil FPS platform is the first with concrete hull and the greatest semi built to date. This paper describes the platform concept, design challenges, and in more detail the civil construction, mechanical installation and marine operations of the Troll Oil platform hull.

CONCEPT DESCRIPTION
For the Troll Oil floating platform a semi submersible with concrete hull was selected, mainly due to cost effectiveness and a favorable schedule. The schedule was essential to the project since the oil exploitation of the Troll field is anticipated to be jeopardized as the parallel gas emptying of the reservoir proceeds. At the time of making the project decisions, the schedule of the complete platform was among the shortest to be carried through for an offshore development in the North Sea. This can be illustrated by the time from EPCI contract award to deck mating which was 24 months (carried out early February 1995). The platform is shown in fig. 1.
The process design capacities for the Troll Oil semi are:
(Available In Full Paper)
Maximum number of flexible risers that can be tied back to the concrete semi is 33, serving up to 5 clusters of subsea wells and oil and gas export from the platform.
The topsides of the semi consists of:
(Available In Full Paper)
With a module support frame (MSF) of 11,400 tons, the concrete hull is to support 32,500 tons, including contingencies and riser guide frame.
The MSF is supported on the top of the concrete columns by single support points, see fig. 2 in order to provide a moment free connection. The dynamic forces in the steel MSF are thereby reduced, and consequently the fatigue loads. This single support is in principle a vertical bar on each concrete column, requiring a significant local thickening of the concrete wall right underneath.
The concrete hull itself is built up of 4 rectangular pontoons, forming globally a square. From each corner of this square one cylindrical column extends through the waterline. These 4 columns support the MSF at a freeboard of 25 m. The subdivision of the pontoon into watertight compartments was determined by requirements to accidental flooding. Within each compartment open transverse stiffeners and a longitudinal wall along the centerline are designed for structural strength purposes. This structural configuration contributes towards a minimization of weight and of water displacement.
The columns has an inner cofferdam to provide sufficient floating stability in case of leakage damage of the outer cylindrical wall. In the intersection node between the column and the pontoon the cylindrical cross section is stiffened by vertical walls. In this lower area the fairleads of the mooring system are attached to the column through a prestressing tendon arrangement. Reference is made to figures 3 and 1.

Key Data for Troll Oil Semi
(Available In Full Paper)
The mooring is a passive 16 lines system and consists of winches, fairleads and chain lockers. Each mooring is a 4 segment line with stud chain and wires.
Oceanographic Design Data for South Pass Area Block 47
Authors: Suheyda Joseph N. 
Published: October 2008

Abstract
The paper summarizes the methods and results of work to determine the operational and extreme oceanographic design data for the platform in South Paas Block 47, Site specific design &ta are required for mud slide/soft bottom areas. The objective of the work was to develop site specific wind, water level, wave and current values for average return periods of I, 10, 100, 1000 and 10, OW)years as part of the geotechnical and relisbilit y analyses. l%e paper shows how oceanographic design data for a wide range of return periods can be developed in a consistent manner. The extreme data were generated using two hydrodynamic models a hurricane storm surge and transport model, and a hurricane wave model. The wave model explicitly involves wave/sea floor interactions in the study area. The results of the study gave the simultaneous occurring values of the design data. Wave heights for the site were 26.7 ft, 50.8 ft, 66.7 ft, 77.8 ft and 83.9 ft for average return periods of 1, 10, 100, 1000 and 10,000 years. The simultaneous wind speeds (1 wc average) associated with these same average return periods were 137 ft/s, 144 ftls, 226 ft/s, 240 ft/s and 259 ft/s. Current speeds at the surface were 3.0 ft/s, 4.3 ft/s, 6.3 ft/s, 6,6 fr/s and 7.1 ftls for the same return periods.

Introduction
This report presents the results of a study to define the meteorological and oceanographic conditions that are pertinent to the design and operation of an oil production platform located in South Pass Area Block 47. The water depth at the design site in Block 47 is 224 ft. Bottom sediments at the design site and in the surrounding area are soft clays which have been observed to affect storm wave action.
The environmental conditions considered in this report rnclude operational and extreme winds, water levels, waves, and currents1. Operstional conditions refers to environmental conditions which are expected to occur frequently during the life of the structure, such as resulting from a winter storm. Extreme conditions refers to environmental conditions which occur rarely during the life of the structure, such as resulting from a severe hurricane. The purpose of this study was to accumulate and analyze existing environmental data, and to use statistical and computer models to develop a quantitative description of the operational and extreme environmental conditions at the design site.

Methods
The determination of the operational and extreme environmental conditions at the design site were baaed upon the application of physical and computer models.
For the operational conditions, wind speeds were determined from wind statistics for the north central Gulf Of Mexico. The wind speed statistics used included the Summary of Synoptic Meteorologyical Observations (SSMO) data2 and observations of wind speeds at offshore platforms on the Louisiam shelf. The average annual wrnd statistics are given in Table 1.
Foundation Soil Motion in South Pass 47
Authors: Hooper James R. 
Published: October 2008

Abstract
The interactions between large storm waves and a soft clay seafloor were studied during the foundation investigation for a platform to be constructed in South Pass 47, offshore the Mississippi Delta.
Seafloor stability and soil motion were analyzed for storms with intensities ranging 10 to 10,000-yr.return intervals.
The study included analysis of site conditions if it becomes buried by mudtlows.

Introduction
The delta tiont of the Mississippi River is a geologically dynamic environment where marginally stable sediments sometimes eonstmin development of oil and gas resources.
It is recognized, however, that relatively stable regions of seafkm exist within the delta, and that these areas may be suitable locations for hydrocarbon production facilities.
The goal of this study was to develop parameters for the design of platform foundation piling in a region of questionable seafloor stability.
One facet of the investigation was the evaluation of potential sediment motion under the weight of hurricane waves3"4.
The investigation was part of a probability-based study of the reliability characteristics of production facilities, performed by Beasfor the owner, Energy Development Corporation.
As input to that study, it was necessary to examine wave-seafloor interactions for storm waves ranging in size horn thow associated with a 10-y. average annual return period to those of a 1O,OOO-Y. storm using oceanographic data supplied by Suhaydae.

Physical Setting
SPJ17is located on the submarine platform of the Mississippi River Delta about 5 miles downslope from the mouth of SouthThe eastern half of the block contains several long valley- IiIce depressions in tie seafloor that lead down into SP-47 from Block 35 in the north. A large lobe-like seafloor feature is defined by the bathymetry contours in the southeast comer of SP-47, After studying the results of repeated surveys of the delta, Shepard suggested in 1955 that these valley and lobe sedloor features are the result of sediment mass movements and he noted that some appeared to change in size and shape on successive bathymetry maps.

Site History
The origination of the modem delta is generally accepted to be located where the river splits into three main channels at Head of Passes, about 100 miles south of the city of New Grleans, Loukiana. This is the latest of seven Mississippi River deltas which have formed along the Louisiana coast sinoe the ocean reached near-present level about 5000 y. ago.
The modem phase is now about 450 yr. old and has created a 50-mile wide submerged deltaic platform that is extending into the Gulf of Mexico at rates varying between 150 and Pass. Water depths range from 180 ft to 380 ft and the average seafloor gradient is about 1% (Fig. 1). The platform site is in the northeast quadrant in a water depth of 224 ft.
The eastern half of the block contains several long valley-IiIce depressions in tie seafloor that lead down into SP-47 from Block 35 in the north.
Identification of Lithology in Gulf of Mexico Miocene Rocks
Authors: Hilterman F.J. , Sherwood J.W.C. , Schellhorn R. , Bankhead Brad , DeVault Bryan 
Published: October 2008

Abstract
In the (W of Mexico, many gas-saturated sands are not Bright Spots and thus arc difficult m dewct on conventional 31) seismic data. These small amplitude reelections occur frequently in pliocene-Miocene exploration plays when the acoustic impedances of the gas-saturated sands id shales are approximately the same. In these areas, geophysicists have had limited success using AV() to reduce the exploration risk. That interpretation of the conventional AV() attributes is often difficult and contains questionable relationships to the physical properties of the media. A 31) AV() study was conducted utilizing numerous well-log suites, core analyses, and production histories to help calibrate the seismic response to the pctrophysical properties. This study resulted in an extension of the AV() method to a technique that now displays Bright Spots when very clean sands and gas saturated sands occur. These Iitho-stratigraphic reflections on the new AV() technique are related to Poisson's ratio, il petrophysicid property that is normally mixed with the acoustic impedance on conventional 3D migrated data.

Introduction
During the last five years, the significance of 3D seismic data in reducing the risks of oil/gas exploration has ham well documented.however, (here still exists areas, especially in over pressured zones, where conventionally process 3D seismic data exhibits poor data quality making it difficult 10 map structure and stratigraphy. in fact. the amplitude variations on the conventional seismic bear no relationship to the known geology. Thus, it is not surprising that in Ume areas, 1i) synthetic seismograms show a very poor t]e to the seismic data.
While 3D stacking has received much acclaim, Tucker: warned that stacking enhances continuity and parallelism ofthe reflection. ... but overstocking can destroy the geology. ... Stacking can also distort the stratigraphy ... thus playing havoc with successful stratigraphic mapping. These astute observations were made (in 1982) before the advent 01 AV()' and before the information content of (he reflection stack was fully understood.' 1(is primarily the mixing of' two pctrx)physical properties, acoustic impedance and Poisson's ratio, that leads to the distortion of the, geology and stratigraphy.
In this study. d robust method of, separating the effects of acoustic impedance from Poisson's ratio was developed and applied to a GOM offshore area. Numerous wells, some dating to the late 60s, arc scattered throughout the 3D AV() study area. The exploration play is P1ioccne-Mioctnw, imd is Iocated in the shallow-water transition mm! of Texas and I.ouisiana. Borehole information was utilized for both calibration and verification of the reservoir characterization from the 3D seismic data.
Evidence for scale effects in the end bearing capacity of open-ended piles in sand
Authors: Hight D.W. , Lawrence D.M. , Farquhar G.B. , Mulligan G.W. , Gue S.S. , Potts D.M. 
Published: October 2008

Abstract
The paper draws on the following to examine the effect of pile diameter on the end bearing capacity of open-ended piles driven insand: laboratory tests to measure sand plug capacity; finite element analyses to examine sand plug behaviour a data base of load tests on driven open-ended piles in sand
The evidence which is assembled strongly suggests a tip resistance which reduces with increasing pile diameter, at least at reasonable values for limiting pile displacement. The ability of the API RP2A design method to predict this trend is discussed.

Introduction
When an open-ended tubular steel pile is driven into sand it is observed that sand moves up inside the pile as the pile penetrates, to fro-n an internal sand column. In the North Sea it has been observed that at the completion of driving the level of the sand inside a pipe pile is usually similar to or only a few metres lower than the level of the sand outside the pile. Similar observations have been made in model piles driven into laboratory prepared beds of sand (e.g. Fig. 1 from Kishidal). It is evident that during driving, at least in the early stages, the resistance of the sand column is not sufficient to exceed the bearing capacity of the sand below the pile tip, so that sand flows into the pile. Exceptions occur in small diameter model piles, which can plug during driving (B s 75mm in Fig. 1) and in long fill-scale piles in which observations of incremental tilling ratio suggest that plugging, or partial plugging, develops at large pile penetrations.
The components of resistance to static load on a pipe pile are illustrated in Fig. 2. They comprise:cxtcmal shaft friction, Q,eannular tip bearing capacity, Q.sand plug resistance, Qp,
Conventionally two limiting cases are considered for the tip capacity Fig. 2). In case (a), the column resistance is insufficient to cause a bearing failure of the sand beneath the pile tip; in this case Ihe pile penetrates by sliding pas[ [he sand on its inner and outer surfaces and by bearing failure around the pile annulus - this mode of failure is refaed to as ‘non-plugging’. In case (b), the column resistance exceeds the bearing capacity of the sand below the pile tip and the pile fails as if closed-ended -in this case the sand in the pile is said to have ‘plugged’ or ‘locked-up’.
There is a growing body of evidence to suggest that under static loading, the sand may plug despite having flowed into the pile during driving. This difference in response to dynamic and static loading is an important clue to understanding the mechanism by which sand plug resistance is mobilised.
Between 1984 and 1988 Shell UK Exploration and Production commissioned a series of studies aimed specifically at investigating the effect of an internal driving shoe on the static capacity of sand plugs in pipe piles.
3D TROMSO Survey Planning: Cost efficiency through seismic data quality.
Authors: Savini Luca , La Bells Giovanni , Ronchitelli Giovanni , Seldal Jan 
Published: October 2008

Abstract
The approach described in this case history allows for the firs(hrclirrrr of a ‘full 3D’ dataset in order to solve the interpretation problems of [he area at reduced COSI.
The structural definition of the main prospects in the area was unclear. mainly due to the poor quality of 2D seismic data, The committed 2D seismic survey would have probaby supplied a seismic-data set of slightly better quality, but on the other hand. there would not have been a suitable improvement in the imaging of the main prospects. In an attempt to overcome these problem, an ‘Explorative 3D’ survey was planned.
In order m ensure a proper quality of the .3D dataset an integrated approach to the acquisition and processing planning was adopted.
Acquisition was carried out utilizing ‘skipped configuration’ capable of acquiring 12 CMP lines for each sail line with a considerable reduction in cost.

Introduction
The area under investigation. located in the Barents Sea PL 20I on Blocks 701 8/3 - 7019/1, is characteristic by a complex lacating setting.
Several 2D seismic surveys had shot in the Blocks in question in the past, Nevertheless. the quality of the previous data doesn't allow for a proper definition of the main plays to be made. The main geophysical problems are linked to the pattern of reflection and refraction multiples and the dipping noise that masks the primary events. The analysis of the area suggested that a new 2D seismic acquisition would not have supplied sufficient improvement in the imaging of the main prospects. A different approach was therefore considered. The approach, which we call ‘Explorative 3D’ allows for the production of a ‘full 3D’ dataset at reduced cost.
The study started with the analysis of the previously acquired 2D data and with the reprocessing of part of it. By selecting an appropriate processing sequence, from the theoretical parameter study and the prospect geophysical constraints, an operaiorral proposal was presented 10 the partners,
The final implementation takes into account the theoretical constraints for the main target, the experience already acquired in this kind of ‘Explorative 3D’ and the overall budget constraints.
Acquisition was carried out utilising a quad streamer dual source configuration with a specific lay out capable of acquiring twelve CMP lines for each sail line. Such an approach requires proper handling of the data through special processing steps, such as the extensive use of flexibinning technique. Moreover, [he utilisation of special pre-stack deconvolution techniques in the TAU-P domain was also considered.
Geohazard 3D Lessons from European Experience
Authors: Orren R.J. , Hamilton I.W. , Eikum L.S. , Kinck J.J. 
Published: October 2008

Abstract
The paper discusses the use of 3D exploration seismic data for geohazard evaluation purposes. as based on a body of data from i] number of recent cases on the European continental shelf, Comparison is made with conventional high-resolution 2D site survey data, An assessment of the current impact of the technique on the market in Europe, which takes account of theviews of several operators.

Introduction
Over the past few years [here has been increasing interest in the use of exploration 3D seismic to improve the detection of shallow gas and other drilling hazards.
The Fugro/Geoteam companies in Europe, especially Geoteam AS in Oslo, have been contracted on a range of projects to interpret existing exploration 3D seismic data for assessment. This has been undertaken using data from several North Sea area for various clients. the majority to date on the Norwegian continental shelf.
Often the 3D data has been used in conjunction with acquisition and integration of conventional 2D high resolution (FIR) seismic site survey data, or other complementary seismicdata. but in some cases the shallow gas geohazard as assessment has been made, at the client's request. using only 3D seismic data.
To optimise the exploration 3D seismic data, reprocessing work is currently underway on one central North Sea site to attempt to improve resolution
To obtain a snapshot of the wider picture of the use of geohazard 3D in Europe, some views of operators have been sought. and the market impact this represents is discussed. A related activity has been the performance of a small number of trials conducted in full high-resolution 3D seismic acquisition for geohazard objectives. This approach is currently not standard geohazard survey practice and still in the development stage. it merits separate discussion and is outside the scope of this paper.

Geoteam Experience

Approach.
A 3D seismic geohazard evaluation is typically commissioned before a site survey, to enable better planning and optimisation of the later data acquisition. It can, however, be performed alongside the interpretation of the 2D site survey data. to produce an integrated report.
3D evaluation is also leading, particularly in Norway, to a reduction in the amount of l-fR2D acquired. A complementary HR2D survey can then, if the site is suitable, be as limited as a crossed pair of lines at the location. 3D evaluation has also been used alone, if the area is sufficiently familiar, has suitable geology and has been densely sampled by previous drilling.

Methodology.
With reference to the usual types of supporting geological information (previous wells, regional geological information etc.) the 3D data is interpreted by picking significant horizons. from sectional and time slice views, and producing isochrons (i.e. structure maps) and reflection strength maps of these horizons. Modern workstations are utilised for the interpretation: Charisma in Norway, and Western OASIIS in the U.K.