DISCOVERY, CONTAINMENT AND RECOVERY OF A JET FUEL STORAGE TANK LEAK: A CASE HISTORY

1977 ◽  
Vol 1977 (1) ◽  
pp. 259-263
Author(s):  
Andres Talts ◽  
John Bauer ◽  
Calvin Martin ◽  
Douglas Reeves
Keyword(s):  
Water Table ◽  
Storage Tank ◽  
Large Diameter ◽  
Drainage System ◽  
Bacterial Degradation ◽  
Point System ◽  
Tank Farm ◽  
Fuel Loss ◽  
Fuel Storage ◽  
High System

ABSTRACT In October 1975, product accountability suggested the loss of approximately 83,000 gallons of JP-4 from a newly cleaned 3.3 million gallon above ground storage tank at a U.S. government-owned fuel terminal. There was no visible evidence of a leak; however, a soil investigation confirmed the presence and extent of the fuel loss. Fuel was found within the porous ground at the water table 7-to-14 ft below the surface. Quick response permitted the use of a construction site well point system to contain the leak within the tank farm by drawdown and reversal of the water table gradient. Recovery of product was accomplished by diverting the pump discharge through the dike drainage system to the terminal oil/water separator. Approximately 21,000 gallons of fuel were recovered in a one month period. High system costs and declining flow and fuel recovery rates resulted in attempts to use different systems. A large diameter excavation and a new well point system failed to recover additional fuel; it was lost to evaporation or bound within the soil for bacterial degradation. It is recommended that spill plans for terminals in areas with porous soil should include provisions for containment and recovery of potential leaks and spills from within the ground.

scholarly journals Evaluation of water table fluctuations and drainage discharge of bi-level drainage system in a layered soil

2017 ◽  
Vol 21 (1) ◽  
pp. 69-81
Author(s):  
kazem Esmaili ◽  
Mohammad ali Maddahzadeh. ◽  
Bijan Ghahraman ◽  
◽  
◽  
...  
Keyword(s):  
Water Table ◽  
Drainage System ◽  
Layered Soil ◽  
Water Table Fluctuations

Heavy Truck Fuel Storage System Design for Improved Impact Protection

2019 ◽  
Author(s):  
Peter J. Leiss ◽  
Marcus A. Mazza ◽  
Erin M. Shipp
Keyword(s):  
System Design ◽  
Storage Tank ◽  
Storage System ◽  
Foot Drop ◽  
Crash Test ◽  
Fuel Storage ◽  
Heavy Truck ◽  
Impact Protection ◽  
Tank Design ◽  
The Impact

Abstract Heavy (Class 8) truck fuel storage location and geometry has not significantly changed in several decades. Manufacturers have taken steps to improve their designs by eliminating cross over lines and making material property and thickness changes, among other changes, but there has been no mandate or significant effort to decrease the potential for post collision fuel fed fires in heavy trucks. Even with these design changes, FARS data indicates the number of fatal post-impact fires has not decreased over time. Several studies were conducted in the 1980’s and 1990’s that brought the unprotected design of the fuel storage on these vehicles to light. This paper combines these historical works with current FARS data on the subject and describes a different design approach that increases the impact protection of the fuel storage tank. This new approach uses the truck’s frame rails to guard the fuel storage tank and absorb and redirect impact energy. Currently, a heavy truck “saddle” mounted fuel tank’s integrity is tested through a 30 foot drop test prescribed by 49 CFR 393 and also listed in SAE Recommended Procedure J703. In this work, a crash test methodology used to test the integrity of a school bus side mounted fuel tank as prescribed in FMVSS 301S is discussed. Results of using this crash methodology on a current “saddle” tank design and a prototype of the new fuel storage system design are also presented.

scholarly journals Experimental analysis of Scheffler reflector water heater

2011 ◽  
Vol 15 (3) ◽  
pp. 599-604 ◽  
Author(s):  
Rupesh Patil ◽  
Gajanan Awari ◽  
Mahendra Singh
Keyword(s):  
Storage Tank ◽  
Large Diameter ◽  
Average Power ◽  
Water Heater ◽  
Average Value ◽  
Water Boiling Test ◽  
Maximum Water Temperature ◽  
Maximum Water ◽  
Set Up ◽  
And Storage

The performance of Scheffler reflector has been studied. In this system storage reservoir was installed at Focus point. It has a single large diameter drum which serves the dual purpose of absorber tube and storage tank. The drum is sized to have a storage capacity of 20 liter for experiment. The tests were carried out with this set up and were repeated for several days. Performance analysis of the collector has revealed that the average power and efficiency in terms of water boiling test to be 1.30 kilowatts and 21.61 % respectively against an average value of beam radiations of 742[Wm-2]. The maximum water temperature in the storage tank of 98?C has been achieved on a clear day operation and ambient temperature between 28?C to 31?C.

Impact of urbanization on hydrologic response of a small Ontario watershed

1986 ◽  
Vol 13 (6) ◽  
pp. 620-630 ◽  
Author(s):  
D. J. Cook ◽  
W. T. Dickinson
Keyword(s):  
Seasonal Pattern ◽  
Large Diameter ◽  
Drainage System ◽  
Fold Increase ◽  
Annual Runoff ◽  
Water Runoff ◽  
Hydrologic Response ◽  
Unit Hydrograph ◽  
Open Drainage ◽  
Spring Runoff

The Speedvale Experimental Basin, a 210 ha watershed on the outskirts of Guelph, Ontario, was established in 1965 as an International Hydrological Decade project for the purpose of studying impacts of urbanization on hydrologic response. A relatively extensive hydrologic database regarding precipitation, streamflow, soil moisture, and groundwater has been assembled for the preurbanization period from 1966 to 1974 and for the period of ongoing development from 1975 to 1982. The study area, located physiographically within the Guelph Drumlin Field, was used for mixed agricultural purposes prior to 1974. During 1975 and 1976, 155 ha of the basin were serviced for development for light industrial and commercial usage, dramatically altering the configuration of the drainage system. The major alteration was the installation of a stormwater conveyance system, consisting of a large-diameter storm sewer (2.5 and 3.0 m) and a network of open drainage ditches outletting through ditch inlet catch basins into a main drainage channel.With the changes in land use in the basin have come changes in both volumetric and time distribution aspects of hydrologic response. Changes in the response include (i) an increase in the mean annual runoff coefficient by a factor of 1.5, (ii) an increase in the average annual maximum instantaneous discharge by a factor of almost 3.0, (iii) a change in the time of the annual peak flow from occurring solely in the spring runoff period to occurring throughout the various seasons, (iv) a change in the seasonal pattern of monthly runoff coefficients, with the greatest change observed in the summer and lesser changes observed in the other seasons, (v) a 3-fold reduction in unit hydrograph lag time, and (vi) a 3.5-fold increase in unit hydrograph peak discharge. Key words: urbanization, hydrology, surface water runoff, streamflow, watersheds.

scholarly journals Visual drainage assessment: A standardised visual soil assessment method for use in land drainage design in Ireland

2016 ◽  
Vol 55 (1) ◽  
pp. 24-35 ◽  
Author(s):  
P. Tuohy ◽  
J. Humphreys ◽  
N.M. Holden ◽  
J. O’Loughlin ◽  
B. Reidy ◽  
...  
Keyword(s):  
Water Table ◽  
Discharge Capacity ◽  
Drainage System ◽  
Assessment Method ◽  
Site Specific ◽  
Soil Assessment ◽  
Land Drainage ◽  
Standard Design ◽  
Rainfall Recharge ◽  
A Site

AbstractThe implementation of site-specific land drainage system designs is usually disregarded by landowners in favour of locally established ‘standard practice’ land drainage designs. This is due to a number of factors such as a limited understanding of soil–water interactions, lack of facilities for the measurement of soil’s physical or hydrological parameters and perceived time wastage and high costs. Hence there is a need for a site-specific drainage system design methodology that does not rely on inaccessible, time-consuming and/or expensive measurements of soil physical or hydrological properties. This requires a standardised process for deciphering the drainage characteristics of a given soil in the field. As an initial step, a new visual soil assessment method, referred to as visual drainage assessment (VDA), is presented whereby an approximation of the permeability of specific soil horizons is made using seven indicators (water seepage, pan layers, texture, porosity, consistence, stone content and root development) to provide a basis for the design of a site-specific drainage system. Across six poorly drained sites (1.3 ha to 2.6 ha in size) in south-west Ireland a VDA-based design was compared with (i) an ideal design (utilising soil physical measurements to elucidate soil hydraulic parameters) and (ii) a standard design (0.8 m deep drains at a 15 m spacing) by model estimate of water table control and rainfall recharge/drain discharge capacity. The VDA method, unlike standard design equivalents, provided a good approximation of an ideal (from measured hydrological properties) design and prescribed an equivalent land drainage system in the field. Mean modelled rainfall recharge/drain discharge capacity for the VDA (13.3 mm/day) and ideal (12.0 mm/day) designs were significantly higher (P< 0.001, s.e. 1.42 mm/day) than for the standard designs (0.5 mm/day), when assuming a design minimum water table depth of 0.45 m.

IDENTIFICATION AND INITIAL RECOVERY OF JET A FUEL FROM THE GROUND UNDERLYING A TANK FARM AT PALM BEACH INTERNATIONAL AIRPORT

1985 ◽  
Vol 1985 (1) ◽  
pp. 277-283
Author(s):  
Kenneth M. Ries
Keyword(s):  
Water Table ◽  
Fine Sand ◽  
The State ◽  
State Agency ◽  
Monitoring Wells ◽  
Monitoring Well ◽  
Tank Farm ◽  
Product Flow ◽  
Water Pumping ◽  
Initial Recovery

ABSTRACT A recent surface fuel spill incident by tank overflow at a 220,000 gal above-ground airport tank farm led to a single monitoring well installed at the request of the state. This well disclosed previously spilled Jet A fuel at the water table, 5 ft below grade. Eight monitoring wells averaging 7 ft deep were completed in 3 days, revealing a surprisingly confined pool of fuel in fine sand estimated at 24,000 ft2 but with over 30 in. of fuel in some wells. Monitoring wells 40 ft away showed a complete absence of fuel. Leaking from underground piping was tested and eliminated as a possible source. Above-ground spills, it was concluded, were insufficient as a source. Inventory records failed to show any losses. Gas chromatic analysis of the product confirmed that it was Jet A, and therefore not JP-4 from an abandoned Air Force fuel main. The source of fuel was concluded as primarily from the practice of daily fuel tank sumping to the ground, which ceased in 1974. Significantly, the spill was 10 years old and had not moved. Initial recovery was by slotted drum, later replaced by a 70 ft by 3 ft trench to the water table, gravel backfilled. Recovery of product only, without water pumping, was by an electrical chemical metering pump, continuously, at the rate of product flow to the trench, averaging 23 gal per day. Investigations of groundwater quality in nearby monitoring wells by the state agency failed to show any hydrocarbons, analyzed down to 5 parts per billion. The closest water well, 1,800 ft away, showed no contamination. Bench scale testing demonstrated that monitoring well fuel thickness overstates fuel thickness in the ground, and that trenches concentrate fuel thicknesses like monitoring wells. Tight cost control was maintained, with monitoring wells costing under $50 each, a recovery trench under $2,000, and recovery pumping under $1,000. By-product recovery revenue has offset some recovery costs.

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