- freely available
- re-usable

*J. Mar. Sci. Eng.*
**2014**,
*2*(2),
400-412;
doi:10.3390/jmse2020400

^{1}

^{2}

## Abstract

**:**The significance of the impulse product parameter P is reviewed, which is believed to be the most universal parameter for subaerial landslide tsunami (impulse wave) prediction. This semi-empirical parameter is based on the streamwise slide momentum flux component and it was refined with a multiple regression laboratory data analysis. Empirical equations based on P allow for a simple prediction of wave features under diverse conditions (landslides and ice masses, granular and block slides, etc.). Analytical evidence reveals that a mass sliding down a hill slope of angle 51.6° results in the highest waves. The wave height “observed” in the 1958 Lituya Bay case was well predicted using P. Other real-world case studies illustrate how efficient empirical equations based on P deliver wave estimates which support hazard assessment. Future applications are hoped to further confirm the applicability of P to cases with more complex water body geometries and bathymetries.

## 1. Introduction

An important class of tsunamis is caused by mass movements including landslides, rock falls, underwater slumps, glacier calving, debris avalanches or snow avalanches [1,2,3,4,5]; these are commonly referred to as landslide tsunamis or landslide generated impulse waves. Landslide tsunamis (impulse waves) typically occur in reservoirs and lakes, fjords or in the sea at volcanic islands or continental shelves [2,6,7,8,9]. The term landslide tsunami is sometimes also applied to waves generated in reservoirs and lakes [10] even though the term impulse waves would then be more correct.

Irrespective of where these waves are caused, they are a considerable hazard and the total cumulative death toll of Unzen (1792), Ritter Island (1888), Vajont (1963) and Papua New Guinea (1998) alone is likely to exceed 22,100 [2,4,11]. Fortunately, landslide tsunamis (impulse waves) may nowadays be predicted with relatively high confidence (much better than an order of magnitude) by given slide parameters using both numerical [3,7,12,13,14,15,16,17,18,19] or physical [14,20,21,22,23,24,25,26,27,28,29] model studies.

Subaerial landslide tsunamis are particularly challenging to predict because the mass, initially located above the water surface, impacts the water body and may entrain a large amount of air. Slide velocities of up to 128 m/s were estimated based on slide deposits [30], generating highly turbulent landslide tsunamis (impulse waves) if they interact with a water body. Fortunately, susceptible areas are often monitored, giving prior warning of a potential subaerial landslide tsunami (impulse wave). An active prevention of the wave generation is difficult to achieve so that passive methods, including early warning, evacuation, reservoir drawdown, or provision of adequate freeboards of dam reservoirs, are applied. A prediction of wave features is essential for the success of these methods, which must be conducted frequently, particularly in lakes [8,31] and during the planning and operational phases of reservoirs [6,31,32].

A common method for the assessment of this hazard is to conduct a physical model study in the laboratory environment. Generic physical model studies [20,21,22,23,24,26,27,28,29] systematically vary parameters (slide properties, hill slope angle, water depth) and express the unknown wave parameters (amplitude, height, period) as a function of these “known” parameters. The most relevant parameters for subaerial landslide tsunamis (impulse waves) are shown in Figure 1. The developed empirical equations allow for first estimates of future events [8,31,33], and their application is often the most straightforward method if time is limited. The results also determine whether a more accurate prototype specific numerical [7,11,19] or physical [6,32] model study is required; these latter methods are costly and require considerable more time and resources.

Herein, the significance of the impulse product parameter P is reviewed, which is believed to be the most universal parameter for generic landslide tsunami (impulse wave) predictions. Useful analytical derivations based on P are deduced and it is illustrated how P greatly simplifies hazard assessment through real-world predictions.

**Figure 1.**Definition sketch of subaerial landslide tsunami (impulse wave) generation (adapted from Heller and Hager [26], with permission from © 2010 American Society of Civil Engineers).

## 2. The Impulse Product Parameter

#### 2.1. Derivation

The semi-empirical impulse product parameter P was developed by Heller and Hager [26] from subaerial landslide generated impulse wave model tests in a laboratory wave channel (2D) (see description of method in Appendix A). It is defined as

^{1/2}M

^{1/4}{cos[(6/7)α]}

^{1/2}

Equation (1) includes the slide Froude number F = V_{s}/(gh)^{1/2}, the relative slide thickness S = s/h, the relative slide mass M = m_{s}/(ρ_{w}b_{s}h^{2}) and the hill slope angle α. Figure 1 shows all parameters required for these dimensionless numbers, namely the slide impact velocity V_{s}, gravitational acceleration g, still water depth h, slide thickness s, slide mass m_{s}, water density ρ_{w} and slide width b_{s}. The parameter P is based on the square root of the streamwise slide momentum flux component, involving the bulk slide density ρ_{s} and slide discharge Q_{s}, as [24]

_{s}Q

_{s}V

_{s}cosα)

^{1/2}≈ (ρ

_{s}sb

_{s}V

_{s}

^{2}cosα)

^{1/2}= ρ

_{s}

^{1/2}s

^{1/2}b

_{s}

^{1/2}V

_{s}cos

^{1/2}α

The expression on the right hand side in Equation (2) was further refined with a multiple regression data analysis based on hundreds of 2D experiments, resulting in the establishment of P [26]. This refinement was conducted to minimize the data scatter in the prediction of the wave parameters. The analysis revealed that the relative effects of V_{s} and s are correctly retained in P, as predicted in Equation (2). Since a vertically impacting slide with cos(90°) = 0 would result in no impulse wave action, the term cos^{1/2}α in Equation (2) was replaced by the empirical parameter {cos[(6/7)α]}^{1/2} resulting in the smallest data scatter. The relative effect of ρ_{s}^{1/2} in the slide mass m_{s} = ρ_{s} , with bulk slide volume , was with ρ_{s}^{1/4} found to be less pronounced in the data analysis than predicted in Equation (2).

Figure 2 shows P versus the relative maximum wave height H_{M}/h resulting from the multiple regression data analysis. The average data scatter is ±30%, and the maximum scatter in the order of ±40% is considerable smaller than in previous studies [21,23], involving +100/−50% maximum scatter relative to the relative wave amplitude a/h or height H/h. In addition, the parameter P considers wider parameter ranges thereby applying to landslides and ice masses, to hill slope angles 30° ≤ α ≤ 90°, and to further conditions (Table A1). Heller and Spinneken [29] (see description of method in Appendix A) demonstrated that P, originally developed for granular slides, applies also to waves generated by block slides. Further, the study of Fuchs et al. [34] used P to describe underwater landslide characteristics. These diverse conditions under which P applies may establish P as the most universal parameter for landslide tsunami (impulse wave) hazard assessment.

**Figure 2.**Example of prediction diagram based on P: Relative maximum wave height H

_{M}/h versus P for granular slides and best fit H

_{M}/h = (5/9)P

^{4/5}(R

^{2}= 0.82, Table 1) with ±30% lines including most data points; the red arrows show the prediction for the 1958 Lituya Bay case resulting in H

_{M}= 1.47h = 179 m; data indicated with * are too low due to non-negligible scale effects (adapted from Heller and Hager [26], with permission from © 2010 American Society of Civil Engineers).

**Table 1.**Empirical equations based on P derived in 2D physical model studies by Heller and Hager [26] and Heller and Spinneken [29]; maximum wave height H

_{M}and period T

_{M}correspond to the identical wave and location x

_{M}where the maximum wave amplitude a

_{M}was measured; for block model slides the blockage ratio B = b

_{s}/b (0.88 − 0.98), the expression Φ = sin

^{1/2}φ (0.71 − 1.00) considering the slide front angle φ and the expression T

_{s}= t

_{s}/{[h + /(sb

_{s})]/V

_{s}} (0.34 − 1.00) considering the transition type are relevant, with t

_{s}= characteristic time of submerged landslide motion.

Wave parameter | Heller and Hager [26] | Heller and Spinneken [29] | ||
---|---|---|---|---|

Slide type | granular | block | ||

Maximum amplitude | a_{M} = (4/9)P^{4/5}h | (R^{2} = 0.88) | a_{M} = (3/4)[PBΦT_{s}^{1/2}]^{9/1}°h | (R^{2} = 0.88) |

Streamwise distance at a_{M} | x_{M} = (11/2)P^{1/2}h | (R^{2} = 0.23) | − | − |

Maximum height (Figure 2) | H_{M} = (5/9)P^{4/5}h | (R^{2} = 0.82) | H_{M} = [PBΦT_{s}^{1/4}]^{9/1}°h | (R^{2} = 0.93) |

Maximum period | T_{M} = 9P^{1/2}(h/g)^{1/2} | (R^{2} = 0.33) | T_{M} = (19/2)[PT_{s}^{1/2}]^{1/4}(h/g)^{1/2} | (R^{2} = 0.24) |

Amplitude evolution | a(x) = (3/5)[P(x/h)^{−1/3}]^{4/5}h | (R^{2} = 0.81) | a(x) = (11/10)[P(x/h)^{−1/3}BΦT_{s}^{3/4}]^{9/1}°h | (R^{2} = 0.85) |

Height evolution | H(x) = (3/4)[P(x/h)^{−1/3}]^{4/5}h | (R^{2} = 0.80) | H(x) = (3/2)[P(x/h)^{−1/3}BΦT_{s}^{1/2}]^{9/1}°h | (R^{2} = 0.89) |

Period evolution | T(x) = 9[P(x/h)^{5/4}]^{1/4}(h/g)^{1/2} | (R^{2} = 0.66) | T(x) = (13/2)[P(x/h)^{5/4}T_{s}^{1/3}]^{1/4}(h/g)^{1/2} | (R^{2} = 0.53) |

Table 1 summarizes the most relevant empirical equations based on P, all derived from wave channel (2D) tests. This includes the maximum wave amplitude a_{M} (with its location x_{M}), height H_{M} and period T_{M} (Figure 1) and their evolutions a(x), H(x), T(x), with distance x from the slide impact point for both granular [26] and block slides [29]. All these wave parameters simply contain P and the majority of these empirical equations result in large coefficients of determination R^{2} > 0.80.

#### 2.2. Analytical Aspects

The parameter P allows for the derivation of theoretical aspects which are as universally applicable as P itself. The slide centroid impact velocity V_{s} on a constant slope defined by α and the dynamic bed friction angle δ may be approximated with an energy balance between the slide release and impact location [30] as

_{s}= [2gΔz

_{sc}(1 − tanδcotα)]

^{1/2}

The parameter Δz_{sc} is the slide centroid drop height distance between slide release and the impact location. Equations (1) and (3) result with A = (2Δz_{sc})^{1/2}s^{1/2}[m_{s}/(ρ_{w}b_{s})]^{1/4}/h^{3/2} and f(α) = (1 − tanδcotα)^{1/2}{cos[(6/7)α]}^{1/2} in

^{1/2}{cos[(6/7)α]}

^{1/2}= Af(α)

Figure 3 shows f(α), for a typical dynamic bed friction angle range of 10° ≤ δ ≤ 35°, versus the hill slope angle α. The function f(α) is proportional to P and as such directly proportional to the maximum wave amplitude a_{M}, height H_{M} and period T_{M} and their evolutions a(x), H(x), T(x) with distance x (Table 1). Figure 3 reveals that the hill slope angles resulting in maximum P are in the range 39.1° ≤ α_{max} ≤ 65.1°. As expected, no impulse wave is generated for α < δ where the slide remains at rest. Further, α_{max} corresponding to the maximum P value increases with increasing δ. For a hill slope angle α → 90° (glacier calving, rock fall), the effect of the friction angle δ is negligible so that f(α) = 0.47, irrespective of the value of δ.

**Figure 3.**f(α) ~ P according to Equation (4) for different dynamic bed friction angles δ (°); the typical value δ = 20° results in a slope angle α

_{max}= 51.6°.

The values for α_{max} are analytically derived by differentiating Equation (4) with respect to α and set to zero, resulting in

^{2}α) = (1 − tanδcotα)tan[(6/7)α]6/7

For the typical value δ = 20°, Equation (5) results in α_{max} = 51.6° under otherwise constant conditions, which is in agreement with Figure 3. Impulse waves at α ≈ 50° were indeed witnessed, namely in the Alps [8]. Mass movements on such steep mountain flanks, with α close to α_{max}, in combination with the confined water body geometries of lakes and reservoirs, contribute to the high relevance of landslide generated impulse waves in mountainous regions. The probability for landslides is typically highest at α = 36° to 39° [35]. Even then, only about 10% smaller waves may be expected (for δ = 20°) as compared with the maximum due to the moderate change of f(α) with α between 35° and 75° (Figure 3).

## 3. Real-World Applications

The well documented 1958 Lituya Bay case [1,16,36] shown in Figure 4 is used to provide an example of a real-world prediction based on P. The T-shaped Lituya Bay is located near the St. Elias Mountains in Alaska, where the main bay is about 12 km long and 1.2 km to 3.3 km wide, except for the 300 m wide exit to the Pacific Ocean. On 9 July 1958, an 8.3 moment magnitude earthquake initiated a rock slide with a grain density of ρ_{g} = 2700 kg/m^{3} sliding from a maximum altitude of 914 m above sea level on a slope of α = 40° (Figure 4). The parameters in P are taken from Heller and Hager [26], namely the slide impact velocity V_{s} = 92 m/s, still water depth h = 122 m, maximum slide thickness s = 92 m, mean slide width b_{s} = 823 m and slide mass m_{s} = 82.62 × 10^{9} kg. These result in a slide Froude number F = 2.66, a relative slide thickness S = 0.75, a relative slide mass M = 6.74, a hill slope angle α = 40°, so that P = 3.37. The rock slide at Lituya Bay generated an impulse wave with a maximum run-up height of R = 524 m on the opposite shore at a distance x ≈ 1350 m and a run-up angle β = 45°.

**Figure 4.**Artist’s impression of 1958 Lituya Bay rockslide generating a tsunami of ~162 m in height destroying forest up to maximum run-up height of 524 m (adapted from Heller and Hager [26], with permission from © 2010 American Society of Civil Engineers).

Fritz et al. [36] investigated the Lituya Bay case in a physical model study and measured an up-scaled wave height of H = 162 m and a wave amplitude of a = 152 m close to the opposite shore at x = 885 m. This wave height is in excellent agreement with the inversely computed value H = 162 m in front of the opposite shore computed with the solitary wave run-up equation of Hall and Watts [37] and R = 524 m.

The prediction of H_{M} shown in Figure 2 results in a maximum wave height of H_{M} = 179 m just in front of the opposite shore (x_{M} = 1232 m based on empirical equation in Table 1) compared to the “observed” wave height of H = 162 m. The small difference is explained with the lateral spread of wave energy (Figure 4), in contrast to the laboratory tests, where any spread was prevented by the side boundaries of the 2D setup. Further, the empirical equation in Table 1 for a_{M} results in a_{M} = 143 m, which is in good agreement with a = 152 m measured at x = 885 m in the physical model [36].

The following examples show that empirical predictions based on P are often conclusive enough to replace expensive prototype specific physical or numerical model studies, or at least to provide well founded recommendations on whether a more expensive investigation is required. Heller et al. [31] provided a generic hazard assessment methodology based on P applicable in both 2D (Table 1) and 3D, including wave generation, propagation and run-up on shores or dams. Fuchs and Boes [8] calibrated and validated this method [31] with a rock fall generated impulse wave observed in 2007 at Lake Lucerne, Switzerland, and predicted then potential future waves at the same location. Preliminary estimates based on P for the planned Kühtai reservoir and hydropower dam in Austria suggested that an impulse wave due to a snow avalanche may overtop the dam so that a detailed prototype specific study was recommended. This was realized by Fuchs et al. [32] at scale 1:130, indicating that the wave only moistens the dam crest without overtopping. Cannata et al. [33] implemented the method of Heller et al. [31] in the open source GIS software GRASS, along with a considerable more time consuming shallow-water equation approach. A comparison of the run-up based on the two approaches for a case study at Lake Como, Italy, resulted in a general agreement of the wave height magnitude. BGC [38] predicted the wave parameters in the slide impact zone based on P for slope failure scenarios in the Mitchell Pit Lake, Canada. The wave propagation and potential dam overtopping were then numerically modelled with TELEMAC-2D with these initial predictions as input values. These examples provide evidence that the parameter P is an efficient tool for first estimates in real-world predictions and for hazard assessment in general.

## 4. Limitations

Whereas P was developed for subaerial landslide tsunamis (impulse waves), it does not apply to submarine landslide tsunamis [5,9,25,39,40,41]. Although some slide parameters are significant for both phenomena, other parameters not considered in P, including the initial slide submergence, are only relevant for underwater landslide tsunamis. Further, parameters applicable for both cases may not necessarily be relevant in the same ranges and their relative importance for submarine slides may also not be reflected by Equation (1). Finally, subaerial slides often result in considerable air entrainment, in contrast to underwater slides. The application of P to partially submerged slides is currently not investigated.

The parameter P was thus far mainly tested for wave channel (2D) rather than for wave basin (3D) geometries. Even though 2D geometries can reflect real-world cases (e.g. narrow reservoirs, lakes or fjords), the wave propagation is commonly of 3D nature. Transformation methodologies of results from 2D to 3D were presented by Huber and Hager [20], Heller et al. [31] and Heller et al. [42] in which the two latter studies already included P. Several 3D real-world predictions were based on this transformed form of P [8,32,33]. An ongoing project aims to further investigate the transformation of 2D results based on P to other idealized geometries, and future real-world applications are hoped to further confirm the applicability of P to cases with more complex water body geometries and bathymetries.

## 5. Conclusions

The relevance of the semi-empirical impulse product parameter P was reviewed, which is believed to be the most universal parameter to predict subaerial landslide tsunamis (impulse waves). The parameter P includes all relevant slide parameters affecting the wave generation process in wide test ranges such as densities heavier and lighter than water or slide impact angles between 30° and 90° (Table A1). The parameter P is based on the streamwise slide momentum flux component and it was refined with a multiple regression data analysis of granular slide tests conducted in a laboratory channel (2D) and further confirmed with 2D block model slide tests. Empirical equations based on P allow for a simple prediction of the maximum wave amplitude a_{M}, height H_{M} and period T_{M} and their evolutions a(x), H(x) and T(x) with propagation distance (Table 1). Analytical evidence based on P revealed that the highest waves occur for a slide impact angle of α = 51.6°. The landslide probability is highest for hill slope angles of α = 36 to 39° where only about 10% smaller waves may be expected.

Despite the fact that P was derived under idealized conditions, it is considered a useful and effective parameter for estimates in real-world cases. This was demonstrated for the 1958 Lituya Bay case, where a good agreement between the “observed” and predicted wave heights resulted. Four further real-world studies conducted by other authors involving rock falls at Lake Lucerne, Switzerland; snow avalanches in the planned Kühtai reservoir in Austria; rock falls at Lake Como, Italy; and potential slope failures in Mitchell Pit Lake in Canada, provided evidence that first estimates based on P are often conclusive enough to replace expensive prototype specific physical or numerical model studies, or at least provide well founded recommendations on whether a more expensive investigation is required.

The parameter P applies to subaerial and potentially to partially submerged landslide tsunamis (impulse waves); however, it does not apply to submarine slides. A further limitation of P is its derivation for wave channel (2D) tests. Equations for waves propagating in 3D were proposed based on 2D to 3D transformation methods including P, and real-world applications showed that these equations result in realistic values. In the light of this success, the application of P to more complex water body geometries is the subject of an ongoing research effort.

## Acknowledgments

The authors thank H.M. Fritz and A. Zweifel for having provided their experimental data. J. Spinneken is acknowledged for comments on an earlier version of this review. The work was supported by the Swiss National Science Foundation (Grant No. 200020-103480/1) and an Imperial College London Junior Research Fellowship.

## Author Contributions

Conceived and designed the experiments: VH of experiments at Imperial College London, WHH of experiments at ETH Zurich. Performed the experiments: VH. Analyzed the data: VH of data obtained at Imperial College London, VH WHH of data obtained at ETH Zurich. Wrote the review: VH. Commented on and improved the review: WHH.

## Conflicts of Interest

The authors declare no conflict of interest.

## Appendix A: Experimental Methodology

The 2D experiments were conducted in two prismatic wave channels, namely the granular slide tests in an 11 m (L) × 0.500 m (W) × 1 m (H) wave channel at ETH Zurich [26] and the block model slide tests in a 24.5 m (L) × 0.600 m (W) × 1.0 m (H) wave channel at Imperial College London [29]. The channel bottoms consisted of glass sheets and the walls of glass and steel sheets (ETH Zurich, Zurich, Switzerland) or only glass sheets (Imperial College London, London, UK). The parameter ranges of both studies are reported in Table A1 and the coordinate origin (x; z) is defined at the intersection of the still water surface with the hill slope ramp (Figure 1).

Name | Symbol | Dimension | Heller and Hager [26] | Heller and Spinneken [29] |
---|---|---|---|---|

Slide model type | − | − | granular | block |

Channel width | b | (m) | 0.500 | 0.600 |

Still water depth | h | (m) | 0.150–0.675 | 0.300, 0.600 |

Slide thickness | s | (m) | 0.050–0.249 | 0.120 |

Grain diameter | d_{g} | (mm) | 2.0–8.0 | − |

Streamwise distance | x | (m) | 0–8.90 | 0–17.7 |

Slide impact velocity | V_{s} | (m/s) | 2.06–8.77 | 0.59–3.56 |

Bulk slide volume | (m^{3}) | 0.0167–0.0668 | 0.0373 | |

Bulk slide density | ρ_{s} | (kg/m^{3}) | 590–1,720 | 1,534 |

Slide mass | m_{s} | (kg) | 10.09–113.30 | 57.23 |

Slide width | b_{s} | (m) | 0.500 | ~0.588, ~0.578, 0.526 |

Slide front angle | φ | (°) | not systematic investigated | 30, 45, 60, 90 |

Transition type | − | (−) | none | none and circular shaped |

Hill slope angle | α | (°) | 30–90 | 45 |

Slide Froude number | F | (−) | 0.86–6.83 | 0.34–2.07 |

Relative slide thickness | S | (−) | 0.09–1.64 | 0.20–0.40 |

Relative slide mass | M | (−) | 0.11–10.02 | 0.27–1.21 |

Relative streamwise distance | x/h | (−) | 0–59 | 0–40 |

Impulse product parameter | P | (−) | 0.17–8.13 | 0.16–1.19 |

Number of tests | i | (−) | 434 | 144 |

The granular slide material in the 434 tests at ETH Zurich (Zurich, Switzerland) was accelerated in a box with up to 8 bar air pressure with a pneumatic landslide generator [22]. Once the box reached its maximum velocity, its front flap opened, the slide left the box, slid down on a 3 m long hill slope ramp and generated the impulse waves. The whole pneumatic landslide generator was adjustable to various still water depths h and slide impact angles α and the box height and length was also adjustable such that various bulk slide volumes V_{s} and slide heights s could be investigated (Table A1). The pneumatic landslide generator allowed for a systematic and independent variation of all governing parameters included in P. The granular slide materials, made of barium-sulphate (BaSO_{4}) and polypropylene (PP), consisted of four cylindrically shaped grains of diameter of d_{g} = 2 to 8 mm of densities heavier (ρ_{s} ≈ 1720 kg/m^{3}) and lighter (ρ_{s} ≈ 590 kg/m^{3}) than water. Mixtures of different grain diameters and densities were also included in the test program. However, the grain diameter and grain size distribution were found to have a negligible effect on the wave features and are not included in P. A small fraction of the tests was conducted at a small water depth h = 0.150 m where scale effects relative to the wave amplitude and height, in comparison with the remaining model tests, may be up to about 15% [43]. Figure 2 supports this statement showing that these tests resulted in a slightly smaller maximum wave height than predicted by the corresponding empirical equation in Table 1. The main measurement techniques included two Laser Distance Sensors (LDS) [44] to scan the slide profiles (estimated accuracy ± 0.5 mm) at 100 Hz, seven capacitance wave gauges to record the wave profiles (±1.5 mm) at 500 Hz at relative distances of up to x/h = 59.0 and Particle Image Velocimetry (PIV) [45] for determining the velocity vector fields in the slide impact zone. All three measurement systems were triggered simultaneously with the start bottom of the pneumatic landslide generator [26].

The 144 block model slide experiments at Imperial College London (London, UK) involved a hill slope ramp of constant front angle α = 45° (Table A1). The ramp’s front surface consisted of PVC sheets and a stainless steel guide in the center matching a groove in the slide bottom to assure that the slide stayed in the channel center during impact. The four slides, one for each slide front angle φ, were also made of PVC. They were moved in the raised position with a pulley system and released with a mechanism fitted to the slide surface. The glass bottom in the immediate slide impact was protected with a 1 m long rubber sheet covered with a thin stainless steel plate. The slide was either brought to an immediate rest at the slope bottom with mastic sealant or it run out further over a circular-shaped transition made of an aluminum sheet bent to an eighth of a circle of radius 0.400 m. The test program included three specific block model parameters, namely three blockage ratios B = b_{s}/b = 0.88, 0.96 and 0.98 (varied with PVC additions mounted at the sides of the slides), four slide front angles φ = 30, 45, 60 and 90° and two transition types, in addition to different slide parameters (Table A1). The slide impact velocity V_{s} was measured with a LDS [44]. A PVC strip with holes at constant intervals was bounded on the surface of each slide and this strip was scanned at 128 Hz with the LDS. The slide velocity was then calculated with the information about the spatial and temporal intervals between neighboring holes. The wave features (±1.5 mm) were measured with seven resistance type wave gauges at 128 Hz at a relative distances of up to x/h = 40.0 (Table A1) [29].

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