Berm walls

Transfer facilities, processors and rerefiners, and burners must also have secondary containment systems to prevent oil from reaching the environment in the event of a spill or leak. Secondary containment consists of an oil-impervious dike, berm, or retaining wall to contain releases, as well as an oil-impervious floor to prevent migration. 

Retaining dikes and berms. Retaining dikes and berms include earthen embankments, earth-filled cellular and double-sheet pile walls, water inflated dams, and so on, which aim to minimize the transport of contaminated sediments. 

Containment systems are typically designed with solid, impermeable floors with perimeter curbing, dikes, berms, or walls to contain the released material within the area of the release. The containment should be designed such that a flammable spill and fire water runoff flow away from and do not collect under process equipment. Concrete is commonly used, but other materials may also be appropriate. This containment zone may include the ground floor of a process structure or a portion (one or more bays) of a structure. Local containment may also be used on upper levels of a structure or in a building around specific equipment with identified potential for spills or releases. 

Incompatible wastes and materials must not be placed in the same pile unless separated or protected by means of a dike, wall, berm, or other device. A hazardous waste may be subjected to land disposal in compliance with RCRA regulations. The landfill must have a liner system to the adjacent subsurface soil or groundwater or surface water. 

Earth Sheltered Houses - Houses that have earth berms around exterior walls. 

Safeguards reduce the magnitude of either the consequence or the predicted frequency term (they do not remove the hazard). For example, a berm/bund wall around T-lOO reduces the consequences of a spill from the tank. The pressure relief valve on V-101 reduces the likelihood that the vessel will rupture due to high pressure. 

Access control measures are used to direct and restrict access to a jobsite or facility. For a jobsite without any buildings, these control measures can include fences, gates, and earthen berms. If you are working in an existing facility doing renovation work, the control measures shovdd already be in place. They may consist of walls, fences, bushes, gates, sidewalks, ponds, and traffic islands. 

The minimum thickness of a clay liner is five feet except in intermediate C D landfills where three feet is allowed. In a composite liner, a 60-mil or thicker geomembrane is placed directly over a 4-foot-thick clay liner. Composite liners are required for all new mimicipal waste landfills. The maximum allowable slope of inside walls of a landfill is three horizontal to one vertical. In clay-lined landfills, leachate transfer lines may penetrate die liner horizontally at the perimeter berm. An antiseep collar is placed around the transfer line penetrating the liner to minimize the escape of leachate. In composite-lined landfills, on the other hand, leachate is pumped from the landfill s leachate collection system inside a sideslope riser - a large-diameter pipe that extends from a sump at the base of the landfill to the top of the berm. 

An engineer before the age of computing would probably have drawn Figure 6, noted the very small berm supporting the toe of the wall, and decided that the design looked unsafe. Modern engineers carried out computer analysis but were not alerted by the appearance of the cross section perhaps they never drew it. 

The mathematical model described in Sec. 13.3.1 assumes that the water depth inside the wave chamber is the same as that on the mound berm as in a fully-perforated-wall caisson breakwater shown in Fig. 13.6(a). However, for a partially-perforated-wall caisson [see Fig. 13.6(b)], these water depths are different from each other, having depth discontinuity at the location of the perforated wall. In order to apply the model to the case of a partially-perforated-wall caisson, it can be assumed that the lower part of the front face of the caisson (below the perforated wall) is not vertical but has a very steep slope. As can be seen in Eq. (13.58), the model includes the terms proportional to the square of the bottom slope and to the bottom curvature, so that it can be applied over a bed having substantial variation of water depth. In order to examine the effect of the slope of the lower part of the caisson (which is infinity in reality), Suh et calculated the reflection coefficient by changing the slope from 0.1 to 10. They found that the reflection coefficient... 

Equations (15.7) and (15.8) for a simple rubble mound slope include a berm of 373 50 wide and a wave wall at the same level as the armor crest Ac — Rc- A little lower wave wall will hardly give larger overtopping, but no wave wall at all would certainly increase overtopping. Part of the overtopping waves will then penetrate through the crest armor. No formulae are present to cope with such a situation, unless the use of the Neural Network prediction method. 

This chapter presents guidance for the assessment of overtopping and postovertopping processes at vertical and steep-fronted coastal structures such as caisson and blockwork breakwaters and vertical seawalls (see Figs. 16.1 and 16.2). Also included are composite vertical wall structures (where the emergent part of the structure is vertical, fronted by a modest berm) and vertical structures which include a recurve/bull-nose/parapet/wave return wall as the upper part of the defense. 

For vertical composite walls where a berm or significant toe is present in front of the wall, an adjusted version of the method for plain vertical walls should be used (see Fig. 16.7). 

A floor that covers the entire area within the dike, berm, or retaining walls, or... 

Another method of containment for u.se with tall concrete dikes is. shown in Exhibit 15-9. Adding an earthen berm on either side of the concrete w all allows the thickness of the concrete wall to be reduced. 

Compaaed granular fill support is shown in Exhibit 15-30. The top of the tank berm is 3 ft (0.900 m) wide, slightly sloped away from the tank wall, and coated with asphaltic concrete for weather protection. 

Pipe racks should be located outside of areas enclosed by spUl retention walls/berms. Lateral pipe racks with interconnection to pipe racks parallel to accessways should be at least 24 meters apart if the laterals cross the accessways. This provides space for raising and lowering crane booms. 

Geotextiles used in reinforcing walls, berms, and slopes... 

Types of geotextiles used in wall, berms, and slope reinforcement... 

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