bluuebunny/crossref_metadata_2025_split huggingface dataset:
Systems for ROV Actuation and Repair of Pipeline Ball Valves
Authors: Baugh B.F. , Tillinghast W.S. 
Published: October 2008

ABTRACT
The selection, design, and testing of 12 remote ROV to ball'alve interfaces on the Conoco Jolliet sub sea pipeline system in 1080 feet of water in the Gulf of Mexico are discussed. Test results and graphics information developed are presented.
The selection of the public domain RU-2 profiles and this development program provided 5000 ft.-Ibs. torque capability, remote repair sealant injection capability, position indication, and same profile size application on all'alve sizes considered. The resulting installed profiles will allow competitive bidding of service operations during the lifetime of this equipment.

INTRODUCTION
This paper describes the decisions leading to the installation of 12 remote ROV interfaces on ball'alves in a sub sea pipeline system in the Gulf of Mexico. The pipelines connected the Jolliet TLWP (Tension Leg Wellhead Platform) in 1760 feet of water in the Gulf of Mexico back to more conventional facilities in 616 feet of water. The Unified Connection Skid housing most of the'alves and attached profiles discussed was in 1080 feet of water. It served as a connection point in the flexible pipeline system where further production can be conveniently connected.
Additional information on the overall project can be found in the 1990 OTC paper no. 6359 titled "Jolliet - The Project". More specific information about the pipeline project which these ball'alves are a part of can be found in 1990 OTC paper no. 6403 titled "The Deepwater Pipeline System on Conoco's Jolliet Project"
This subject is of particular interest because it reflects a change in the nature of the ROV related business from one of limited capability manipulators and/or proprietary profiles to one of multipurpose public domain profiles. The initiation of public domain profiles is considered to be key in the development of a'olume of economic sub sea applications for ROV type service systems.
ROV?s operations have characteristically been limited as:Being a flying eyeball (TV camera),Doing low capacity manipulator tasks (mostly unplanned tasks),Using non-repetitive prototype tooling with a high cost to benefit ratio, andProviding service operations which are locked into a specific service contractor. This project takes a substantial step toward:Providing multifunction tooling to fit a maximum number of applications,Providing repetitive construction,Providing standardized tooling within the public domain, andProviding a'iable basis for economic competitively bid service operations. Almost certainly this project will be recognized as a significant step in the development process of sub sea service systems. The developed technology will find numerous applications on sub sea completions, templates, and BOP stacks. It is even being reviewed for a Navy project.
At Sea Test: Hawaii Deepwater Cable Program
Authors: McHale F. , Van Ryzin J. 
Published: October 2008

ABSTRACT
In order to investigate and demonstrate the technical feasibility of laying a Submarine power cable in the open ocean, in depths exceeding 6000 feet, over difficult volcanic island seabed conditions, a computer assisted control system for cable vessels was developed. The control system was successfully tested at sea in November 1989, achieving three-meter placement accuracy while laying cable along a pre-selected curved route on the seabed.

INTRODUCTION
A major challenge to laying a proposed power cable between the islands of Maui and Hawaii in the state of Hawaii is the 1900-meter deep Alenuihaha Channel, known for its difficult currents and waves, with an especially difficult rough bottom terrain, necessitating a very narrow and winding cable path. The United states Department of Energy sponsored the Hawaii Deep water Cable Program (HDWC) with the objective of determining the feasibility of laying and operating a Submarine power cable in these waters. After the channel bottom was surveyed by the HDWC program, the best cable route identified during the surveys was found to narrow in one area to a width of 80 m. Since three cables are required for the final power system, it was decided that an at-sea test would be necessary to determine the feasibility of laying a cable to an accuracy of ±11 m on the seabed.
In addition, the rough and steeply sloping bottom terrain, leading to the possibility of unacceptable cable spans on the bottom, required the cable be laid with controlled tension in the various portions of the route.
Consideration of the high tensions to be encountered during laying, with 1900 m of cable suspended from the cable ship, led to a cable design with contra helically wound armor layers. This results in a cable which cannot be coiled in a tank, as in the typical case of submarine communications cables. The power cable being considered here requires storage on a revolving reel or turntable on the laying vessel, and must be kept under some tension at all times. The HDWC program developed an integrated control system to control the laying of this cable in these special conditions, and carried out an at-sea test program, laying the cable in the actual ocean positions, and recording data for use by the designers of the future commercial cable.

CABLE ROUTE SURVEY
The future permanent power cable will have a wet weight of about 27 kg/m and a diameter of about 12 cm. When laid over the sea bottom in the Hawaiian Islands, the cable will encounter bottom roughness due to old lava flows, submerged shorelines and reefs, escarpments and boulder fields. The cable may be laid over obstacles or suspended between obstacles in brief spans; the possibility of damage due to bending over obstacles, or fatigue caused over time by vortex-induced oscillations induced by tidal currents, must be avoided
Propagation of Solid Particles in Single and Multiphase Flow Pipes and Pipelines
Authors: Lingelem M. , Nuland S. 
Published: October 2008

1.ABSTRACT
The transport of glass particles in a 32 mm ID plastic pipe has been studied using water, viscous water-glycol solutions and water with 500 ppm of corrosion inhibitor added. Particle sizes ranging from 30µm to 200 µm in batches from 0.1 g to 109 has been used. The particles have been activated in a nuclear reactor so that the particle velocities in very dilute suspensions can be measured using radiation detectors.
A critical velocity is determined, above which the particles are suspended in the flowing fluid. This critical velocity increases with viscosity. Above the critical velocity, the particle velocity gradually approaches the average fluid velocity, and for the most viscous fluid may even exceed it. Turbulence is necessary but not sufficient to suspend the particles in the flow.
To remove most of the particles a velocity three times the critical one is needed, the presence of film forming, amine type corrosion inhibitor makes removal of 30µm particles very difficult.

2.INTRODUCTION
Certain amounts of sand may be produced from sand reservoirs, even when completion techniques have been employed to prevent sand production. In long transport lines for untreated hydrocarbons, the accumulation of even small amounts of particles may cause problems when the line is cleaned by pigging. For slurry transport it is well known that a critical velocity exists, below which the particles movein the form of dunes, above that velocity they are suspended in the fluid. Turian et al. has published a survey of correlations for this critical flow, but it is difficult to determine if these correlations apply at the low particle concentrations of concern in this application. Most correlation indicate that the critical velocity approaches zero as concentration approaches zero, which is definitely not the case.
When long hydraulic lines are used to control wellhead equipment, extreme cleanliness is required to ensure reliable operation of the equipment. The line is typically welded together of short pipes, and prior to the installation all particles thathave settled into the pipe has to be flushed out. The particles may be a product of the welding process, or they may be characterized as normal industrial dust as will be present in most industrial environments where such jobs are performed. The appropriate standards require that particles down to 10µm are removed. When such particles have settled, they will be buried deep into the laminar sublayer of flows of attainable velocities. The problem is most acute for long length of pipes (pipes in excess of 50 km has been experienced) that need to be cleaned. The burst strength of thepipe limits the pressure drop that can be applied, resulting in a limited flushing velocity.
For such long pipes it is also important to know the velocity of the particles in order to determine the time needed to clean the pipe. Due to slip between liquid and particles, the particles may not travel at the bulk velocity of the liquid.
Improved Mechanical Connectors for Subsea Tree Applications
Authors: Singeetham S.P. 
Published: October 2008

ABSTRACT
This paper describes the design, analysis and testing of "The Split Clamp", a device which can be used for strengthening any flanged connection. For a given space envelope, the split clamp connection is significantly stronger than any conventionally used flange or clamp connection.
A split clamp device was designed and built for a modified 11"-5,000 psi API flange. This prototype assembly was tested to 20 ksi internal pressure and to1.1 million ft-lbs bending moment with various torque values on the flange bolts. Finite Element Analysis(FEA) was also conducted and the results were compared.

INTRODUCTION
API flange bolted connections have traditionally been used to fasten several forged body components together for many subsea wellhead and completion systems. As equipment is i nsta11 ed in ever deeper waters, the bending moment associated with drilling or completion risers grows. Recently, many subsea equipment assemblies have used large diameter high pressure flanges (e.g., a 13-5/8-IOK flange on a 4" × 2"-5K working pressure tree) to withstand high bending moments on tree end connections. These larger flanges have diameters much larger than what is usually needed for the rest of the forged body. This results inspecially shaped forgings or larger and heavier forgings which are expensive.
The split clamp devices were originally designed for use on deep water (3,200 - 5,800 ft) guideline less subsea completion trees being installed offshoreBrazil. Riser Analysis [1] was conducted to determine the bending moment on the guide1i ne1ess tree end flanges. It was determined that when tie 9-5/8" completion riser is subjected to the environmental conditions shown in Table 1, the maX1mum bend1ngmoment on the connection at the base of tree canbe as high as 1.1 million ft-)bs. The bending moment capacity of an API 68 1l"-5K flange at 5,000 PSl internal pressure is 350,000 lbs [2] and that of a 6BX I3-5/8"-10K flange is 800,000 ft-lbs. This necessitated significantly stronger end connect10ns, on the trees, than the above specified API flanges which are typically used on subsea trees.
The split clamp device increased the strength of the connection without increasing the overall size of the subsea tree composite block valve.

DESIGN
The split clamp device (see Figure 1) is designed for insta11 action on any flanged connection. It consists of a split ring (see Figure 2) and annular outer ring. The device is assembled by firstthreading the outer ring over the lower half (threaded) of the flange connection. Next, flangehalves are made up with the AX type gasket 1ns1de. The flanges are made up and preloaded with the flange bolts in the same manner as conventiona1 flanges, except the preload value is higher than recommended for a conventional flange. The two halves of. the split ring are then mounted and bolted together in agroove around the upper half of the flange connection.
Environmental Considerations of Nodule Mining in Central Indian Basin
Authors: Sharma R. , Rao A. 
Published: October 2008

ABSTRACT
The status of benthic population and their physical and chemical environment in the CIB have been evaluated. The information on nodule populations and their association with benthic activity leads to prediction of potential mortality of benthic fauna as well as the area of seafloor and the volume of sediment expected to be disturbed due to nodule mining. The resulting environmental implications due to large scale mining are expected to be in the form of 'plume' at the seafloor, turbidity in the water column and addition of bottom waters to the surface resulting in change in productivity patterns. Hence, the design of mining system should ensure that the sediments are seived off at the seafloor, strip mining be carried out to allow repopulation by nearby organisms and that there is no effluent discharge in the water column or at the surface to avoid change in ecology due to transportation by currents. However, the location of the CIB is such that the impact of mining on environment is likely to be minimal.

INTRODUCTION
India has embarked on the second stage of its endeavour towards exploitation of nodule deposits in the CIB. After having evaluated the potential resource available and having acquired exclusive rights under the UN law of the sea, it is conducting seafloor surveys for identification of mine-site and areas for relinquishing. At this stage, a review of various environmental characteristics of this area is essential, so as to use this information in the design of the proposed mining system as well as to predict the potential impact.
The mining activity is expected to cause large scale disturbance not only at the seabed from where nodules will be lifted, but also in the water column as well as at sea surface resulting in widespread changes in the marine ecosystem. The potential impact of mining, based on model studies and pilot mining tests, is known to be varied and to some extent unpredictable1 - 11 and needs a cautious approach towards the problem of environmental conservation.
This paper evaluates the existing environmental status of the CIB as well as the association of nodules with seafloor features. Based on this information, an attempt is made to predict potential disturbance in terms of seafloor area as well as volume of sediment and mortality of benthic organisms due to large scale mining activity in the area. Certain design parameters to minimise the deletrious effects of mining have also been dicussed.

DISTRIBUTION OF NODULES AND ASSOCIATED FEATURES
The seabed comprises of bottom sediments, diverse sedimentary structures mainly of biogenic origin, polymetallic nodules, massive rocky exposures and mineral encrustations, as well as the abyssal benthos. Of the three main varieties of sediment found in the Central Indian Basin, siliceous ooze predominates the area. There is a thin strip of calcareous foraminiferal and coccolithous ooze in the west, while in the south there are red clays12.
Design Improvements in Box Dredges To Enhance the Collection of Manganese Nodules
Authors: Fernando V. , Sonawane A.V. 
Published: October 2008

ABSTRACT
Design of three box dredges along with the technique and modifications effected to enable bulk sampling of manganese nodules is presented. Incorporation of a sled, angled cutting edges, retention plates and increased size of the dredge resulted in significant increase of the dredge haul. Consequent field data is included. Design of a simple feeding concept to enhance the concentration of nodules at the dredge mouth is briefly dealt with for future application.

INTRODUCTION
It was from a routine dredge haul in the Atlantic Ocean that manganese nodules were first discovered in 18731. This century old technique of drag-line dredging continues to be universally used within the Oceanographic community for collecting manganese nodules and consolidated substrate materials. The analysis from the samples collected from dredge hauls have been the subjects of numerous publications.
The universal use of the bucket or box dredge can be attributed to its dual ability to function both as a reconnaissance survey tool and as a bulk sampler. Other favorable characteristics are its simple design, low cost, the flexibility it allows to operate in almost any water depth and adaptability to almost any research vessel having the necessary deck gear like a winch, wire rope and an 'A' frame. Generally considered to be an archaic and blind sampling method, often they are the only tools available for bulk sampling of seafloor substrate2. Compared to its wide spread use, sparse literature relating to improvement in dredge designs for collecting manganese nodules and crust seem to exist3–8.
The purpose of this paper is to present the evolution of designs and refinements carried out in the dredges to enable bulk sampling of manganese nodules and encrustations during surveys in the Central Indian Basin (CIB).

HISTORY AND BACKGROUND
For India, the National Institute of Oceanography's Research Vessel R.V. Gaveshani collected the first nodules on 26th January 1981 from the Indian Ocean. Extensive exploration in the CIB lead to the recognition of India as a "Pioneer Investor" in sea bed mineral exploration in April 1982. The first dredge was designed during this period for collecting manganese nodules. The 10mm diameter cable on board R.V. Gaveshani having a breaking load of 5.4 tons restricted the development of a larger dredge. The period August '82 to March '88 saw accelerated activity in the Central Indian Basin. Three chartered vessels M.V. Skandi Surveyor, M.V. Farnella, M.V. G.A Reay in addition to the Indian research vessel ORV Sagar Kanya were deployed during different periods for the project 'Surveys for Polymetallic Nodules'. The requirement of tons of manganese nodules for development of metallurgical process resulted in the design and operation of various types of dredges.

DESIGN CONSIDERATIONS
Ship size and deck machinery apart, the diameter and strength of the wire rope chosen for dredging directly influences the design of a dredge.
Concrete TLP for Sub-Arctic Conditions
Authors: Karsan D.I. , Borreson R. 
Published: October 2008

ABSTRACT
Conoco And Norwegian Contractors have recently completed a study on the feasibility of using floating structures for production of hydrocarbons in the Norwegian Barents Sea. This location is in relatively deeper water depths of about 500M, and occasional Icebergs and other ice features may be encountered. A survey of feasible floating system configurations resulted in the selection of a deep draft concrete TLP with four corner columns and one central riser protection column. Comer columns are protected by cable type fendering units. Other fender types were also studied. This study demonstrated the feasibility of using TLP's in deep Sub-Arctic waters for oil and gas production. The paper presents the studied hull and fender configurations and associated geometric, cost, and schedule data.

INTRODUCTION
The area of interest lies in the Northern Barents Sea in the vicinity of 74 degrees North Latitude and 16 Degrees East Longitude. Sea ice can extend into this region as often as three years in every ten year period, and as much as 40% of the sea can be covered with ice. Additionally, icebergs may drift into the area. The structures used for production must therefore be able to withstand the ice floes and pressure ridges that may occur.
Water depths in parts of the area can be as deep as 500M (16500). For these water depths, and expected magnitudes of iceberg impact loadings, fixed platforms, such as a concrete Gravity Based Structure (GBS), will be costly. Therefore, only compliant floating structures have been considered.

DESIGN CONDITIONS
Since the objective of the study was to develop a platform concept, only the hull, mooring, and riser systems were evaluated. Deck was simulated as a box with 100M square plan area and 45M height. Payload, including the deck structure was 35,000 metric tons (tonne) dry and 52,000 tonne wet weight (including riser pretension, snow, and ice on deck), with 200, OOOBOPO plus associated gas production capacity, 46 each 9-5(8in 00 production and two 18in. OD pipeline risers. Design life was 50 years.
100 Year ULS wave, wind and current conditions were represented by a maximum wave Height of 24.3M with 14.5 S period, an associated 1-minute sustained wind speed of 40M/S, and a surface current of 0.85M/S.
Maximum 100 year ULS Iceberg size was represented by a 500,000 tonne ice mass with 20M sail height, 60M keel draft drifting at a velocity of 0.6M/S. Iceberg crushing strength was taken as 2.0MPa for global force calculations and 4.0MPa for local design. No other environmental effects were combined with loads from the 500,000 tonne iceberg.
Maximum 100 year ULS iceberg plus wave loading combination was represented by a 50,000 tonne iceberg (also defined as the 10 Year Iceberg), set to motion by a 7.7M significant height and 13.0S spectral peak period wave (also defined as the 10 year wave). A wave/iceberg Interaction study indicated that the significant iceberg impact velocities generated by this combination will be in the order of 2M/S.