Polymeric Products in Erosion Control Applications: A Review

Abstract

Among the various types of polymeric materials, geosynthetics deserve special attention. A geosynthetic is a product made from synthetic polymers that is embedded in soils for various purposes. There are some basic functions of geosynthetics, namely, erosion control, filtration, drainage, separation, reinforcement, containment, barrier, and protection. Geosynthetics for erosion control are very effective in preventing or limiting soil loss by water erosion on slopes or river/channel banks. Where the current line runs through the undercut area of the slope, the curvature of the arch is increased. If this phenomenon is undesirable, the meander arch should be protected from erosion processes. The combination of geosynthetics provides the best resistance to erosion. In addition to external erosion, internal erosion of soils is also a negative phenomenon. Internal erosion refers to any process by which soil particles are eroded from within or beneath a water-retaining structure. Geosynthetics, particularly geotextiles, are used to prevent internal erosion of soils in contact with the filters. Therefore, the main objective of this review paper is to address the many ways in which geosynthetics are used for erosion control (internal and external). Many examples of hydrotechnical and civil engineering applications of geosynthetics will be presented.

Keywords: channel; geosynthetics; geotextile filters; hydrotechnical engineering; polymers; slope.

Figure 1

Sample of (a) nonwoven geotextile; (b) woven geotextile; (c) knitted geotextile.

Figure 2

Sample of: (a) geocell; (b) geomat; (c) geogrid; (d) geonet; (e) geostrip; (f) geospacer.

Figure 3

Samples of: (a) geomembrane; (b) geosynthetic clay layers.

Figure 4

Samples of geocomposites.

Figure 5

Erosion types and geosynthetic solutions (own elaboration based on [4,9,15,16,18,33,34]).

Figure 6

Willow root growth through geotextile sheet, where: A—woven geotextile, B—willow root; C—soil body; D—filter layer.

Figure 7

Stone riprap as reinforcement of the lower damming weir site: (a) laboratory model; (b) tailwater weir site on the Wkra River (Strzegowo, Central Poland).

Figure 8

Gabions in hydrotechnical structures: (a) laboratory model of gabion threshold; (b) bank reinforcement in the area of the bridge.

Figure 9

Geocell slope stabilization.

Figure 10

Geomat slope stabilization (adapted from [63]).

Figure 11

Example of installation of geocells in channel bank erosion control.

Figure 12

The water velocity at which the soil particles begin the movements graphs (adapted from [67]).

Figure 13

The shear strength graphs (adapted from [67]).

Figure 14

Case A—fuzzy shoreline, advanced lateral erosion.

Figure 15

Diagram of the proposed solution for the reconstruction of the damaged bank A with the use of synthetic materials, where 1—seeding with grass mixture; 2—biaxial rectangular geogrid with tensile strength 30 kN/m and thickness 2 mm filled with soil; 3—high tenacity polyester geotextile fabric, with tensile strength 30 kN/m and 1 mm thickness; 4—fixing pins.

Figure 16

The watercourse bed and valley in damaged area C: (a) under conditions of poor winter vegetation; (b) observation during summer field inspection.

Figure 17

Diagram of the proposed solution for the reconstruction of the damaged bank at site C using geosynthetic materials, where 1—sowing with grass mixture; 2—humus; 3—galvanized mesh fixed with pins; 4—polypropylene (PP) spunbonded nonwoven geotextile fixed with pins with tensile strength 23 N/5 cm and 0.5 mm thickness.

Figure 18

Diagram of internal erosion in the embankment by backward erosion (adapted from [75]).

Figure 19

Diagram of internal erosion in the embankment in a concentrated leak (adapted from [75]).

Figure 20

Protection of the dam ditch and stone drainage with geotextile at the Białobrzegi dam [28]: 1—old drainage; 2—ground level after renovation; 3—ground level before renovation; 4—nonwoven geotextile; 5—stone drainage (thickness 0.3 m); 6—crushed stone (thickness 0.2 m).

Figure 21

Location of geotextile in perimeter drainages in a newly constructed building.

Figure 22

Location of geotextile in perimeter drainages in an existing building.

Figure 23

Location of geotextile in the French drain system.