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Journal articles on the topic 'Beröm'

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Published: 4 June 2021
Last updated: 18 February 2022

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1

Lindh, Gunnel, and Agneta Lindh-Munther. "”Antingen får man skäll eller beröm ” En studie av utvecklingssamtal i elevers perspektiv." Studies in Educational Policy and Educational Philosophy 2005, no. 1 (January 2005): 26837. http://dx.doi.org/10.1080/16522729.2005.11803899.

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2

Not Available, Not Available. "BERM-9." Accreditation and Quality Assurance 8, no. 2 (February 1, 2003): 94–95. http://dx.doi.org/10.1007/s00769-003-0579-y.

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3

Qi-Hu, Wang. "Mechanism of Embankment Reinforced with Back Berm in Road Engineering." Open Mechanical Engineering Journal 8, no. 1 (December 31, 2014): 853–60. http://dx.doi.org/10.2174/1874155x01408010853.

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Based on the nonlinear finite element method, the mechanism of embankment reinforced with back berm in road engineering reinforced has been studied. It is found there is almost no influence on the value of vertical settlement at the scope of original embankment by back berm. Only the vertical settlement under the location of back berm has been influenced lightly by back berm. The lateral displacement of embankment could be reduced or restrained by back berm. The stability of embankment enhanced when width of back berm enlarged. But the stability of embankment would not be increased any more when the width of back berm achieved its boundary value, so the width of back berm should not be bigger than the boundary value. The stability of embankment enhanced when the value of cohesion or internal friction angle of back berm increased. So rock and soil with big cohesion and internal friction angle should be used to fill back berm preferentially.
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4

Van Gent, Marcel, Gregory M. Smith, and Ivo Van der Werf. "STABILITY OF RUBBLE MOUND BREAKWATERS WITH A BERM." Coastal Engineering Proceedings 1, no. 33 (October 25, 2012): 10. http://dx.doi.org/10.9753/icce.v33.structures.10.

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The stability of rock slopes with a horizontal berm has been studied by means of physical model tests. This paper is focussed on the rock slope stability of the slopes above and below the berm. By applying a berm the rock size can be reduced compared to the required rock size for a straight slope without a berm. This reduction can be significant for the slope above the berm. The influence of the slope angle (1:2 and 1:4), the width of the berm, the level of the berm, and the wave steepness have been investigated. Based on the test results prediction formulae have been derived to quantify the required rock size for rubble mound breakwaters with a berm.
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5

Liu, Jie Qun, and Dong Lin Wang. "Numerical Analysis of Back Berm on Road Engineering with FEM." Advanced Materials Research 748 (August 2013): 1087–90. http://dx.doi.org/10.4028/www.scientific.net/amr.748.1087.

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Based on nonlinear finite element method (FEM), the effect of back berm has been systematically studied. It is found that the lateral displacement of embankment could be reduced by back berm effectively, and the stability of embankment increased rapidly with the width of back berm enlarged. There is a critical value of width of back berm, that the stability of embankment is no more increased with the width of back berm enlarged than critical value.
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6

Fan, Ji Liang, Yan Hua Ren, Yong Hong Wu, Jun Li, and Xiu Feng Liu. "Application of Earth Berm in Foundation Pit Engineering." Applied Mechanics and Materials 638-640 (September 2014): 389–92. http://dx.doi.org/10.4028/www.scientific.net/amm.638-640.389.

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Referring to a project in Tianjin, the paper has described the mechanism of the earth berm, and analyzed the influence on supporting structure from the earth berm using finite element. It was observed that the wider of the earth berm with constant height the smaller of the supporting structure deformation, and the deformation will tend to be stable when width reaches specific value. With constant width, the higher of the earth berm the smaller of the supporting structure deformation. The retaining of the earth berm should be reasonable and safe. Under the premise of the slope stability, the paper suggests that the height of the earth berm should be 2/3 of the excavation depth, and the width should be 1/2 of the excavation depth.
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7

Torum, Alf, Steiner Naess, Arne Instanes, and Svein Vold. "ON BERM BREAKWATERS." Coastal Engineering Proceedings 1, no. 21 (January 29, 1988): 148. http://dx.doi.org/10.9753/icce.v21.148.

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Two and three dimensional laboratory studies have been carried out on the stability of a berm breakwater concept. The study has to some extent been general and to some extent been connected to a project study of the stability of a berm breakwater for the fishing port of Arviksand, Norway.
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8

Bitrus, Marcus Pam, Dung Ishaya Pwajok, and Pam Eric Ganan. "A Study of the Morphological Process in Berom Language." Education and Linguistics Research 1, no. 1 (June 8, 2015): 54. http://dx.doi.org/10.5296/elr.v1i1.7774.

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<p>This study presents a descriptive analysis of the Berom language morphological process. Data were sourced from related studies in Berom and other languages and from the intuitive knowledge of the writers who are native speakers of the language. Data analysis reveals that the morphological process in Berom is composed of affixation and compounding. The study also shows that the language has two inflectional prefixes: <strong>be</strong>- &amp; <strong>n</strong>- that are used to mark plural noun and a derivational prefix: <strong>n</strong>- that is used for nominalization. Furthermore, the paper reveals that compounding in Berom can be simple or complex and asserts that simple compounding may generate a different word class while complex compounding realize nouns.</p>
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9

Lipski, W., and J. B. Hinwood. "STABILISATION OF OFFSHORE MARINE PIPELINES BY DUMPED STONE." APPEA Journal 42, no. 1 (2002): 537. http://dx.doi.org/10.1071/aj01030.

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Tests were carried out on a scale model of a rock berm in a wave-current flume to determine the resistance of the berm to damage from combined wave and current action. The range of tests covered many of the situations possible in the field and serves to aid in the design of pipeline protection systems.Two distinct mechanisms of berm damage were observed. The first was damage on the downstream face of the berm caused by the formation of a vortex and the second was damage due to excessive bed shear stress causing rocks to dislodge from the berm. These mechanisms can occur individually or simultaneously to cause unacceptable damage to the berm.The results are presented as a design chart, indicating under what conditions damage to a rock berm can be expected to occur and the extent of the expected damage where it does occur.
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10

Donavan, Paul, and Carrie Janello. "The Performance of a Low Berm in Reducing Traffic Noise." INTER-NOISE and NOISE-CON Congress and Conference Proceedings 263, no. 5 (August 1, 2021): 1227–38. http://dx.doi.org/10.3397/in-2021-1783.

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Traffic noise measurements were made behind a low, earth berm and in an adjacent open field to estimate insertion loss. The traffic was comprised of a mix of light vehicles, heavy trucks, and some medium trucks. The berm had a height of 1.65 meters above the roadway and began at the outside shoulder of a four-lane highway along U.S. Highway 101 in Northern California. Two microphone positions were located on the far side of the berm at distances of 28 and 40 meters from the center of the near lane of vehicular traffic. Away from the berm, a microphone was placed in an open field at 28 meters from the highway at a site upstream of the berm. The difference between the open location and those behind the berm were 11.6 and 9.9 dB for the 28- and 40-meter locations, respectively. The reductions obtained with the berm are compared to double edge diffraction theory and acoustic scale model results from the literature. The results of this study are reviewed in this paper and a comparison to FHWA Traffic Noise Model results is presented.
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11

Shafieefar, Mehdi, Mohammad Reza Shekari, and Bas Hofland. "Influence of toe berm geometry on stability of reshaping berm breakwaters." Coastal Engineering 157 (April 2020): 103636. http://dx.doi.org/10.1016/j.coastaleng.2020.103636.

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12

Gourvenec, Susan M., and William Powrie. "Three-dimensional finite element analyses of embedded retaining walls supported by discontinuous earth berms." Canadian Geotechnical Journal 37, no. 5 (October 1, 2000): 1062–77. http://dx.doi.org/10.1139/t00-033.

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A series of three-dimensional finite element analyses has been carried out to investigate the effect of the removal of sections of an earth berm supporting an embedded retaining wall. For the particular wall-berm geometry and ground conditions considered in these analyses, relationships between the wall movement, the length of berm section removed, the spacing between successive unsupported sections, and the time elapsed following excavation are presented and discussed. The analyses show that, for a given elapsed time, wall movements are proportional to the length of the excavated berm section provided that the unsupported sections are sufficiently widely spaced. If the spacing between unsupported sections is reduced below some critical value, wall movements then depend on both the length of and distance between the excavated berm sections.Key words: finite element analyses, diaphragm walls, earth berms, construction sequence, three-dimensional effects.
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13

Chang, Hyungjoon, Kukhyun Ryou, and Hojin Lee. "Debris Flow Characteristics in Flume Experiments Considering Berm Installation." Applied Sciences 11, no. 5 (March 6, 2021): 2336. http://dx.doi.org/10.3390/app11052336.

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This study was conducted to identify the characteristics and mobility of debris flows and analyze the performance of a berm as a debris flow mitigation measure. The debris flow velocity, flow depth, Froude number, flow resistance coefficients, and mobility ratio were accordingly determined using the results of flume tests. To analyze the influence of the berm, the results for a straight channel test without a berm were compared with those for a single-berm channel test. The debris flow velocity was observed to increase with increasing channel slope and decreasing volumetric concentration of sediment, whereas the mobility ratio was observed to increase with increasing channel slope and volumetric concentration of sediment. In addition, it was confirmed that the installation of a berm significantly decreased the debris flow velocity and mobility ratio. This indicates that a berm is an effective method for reducing damage to areas downstream of a debris flow by decreasing its potential mobility. By identifying the effects of berms on debris flow characteristics according to the channel slope and volumetric concentration of sediment, this study supports the development of berms to serve as debris flow damage mitigation measures.
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14

Herrera, Maria Piedad, Ainoha Hoyos, and Josep Ramon Medina. "TOE STABILITY IN VERY SHALLOW WATER COMBINED WITH STEEP SEA BOTTOM." Coastal Engineering Proceedings, no. 35 (June 23, 2017): 9. http://dx.doi.org/10.9753/icce.v35.structures.9.

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It is common to construct a rock toe berm of three to four rocks wide when concrete armor units are placed in the armor layer. This toe berm is a relevant element, especially in very shallow waters combined with steep sea bottoms, where waves directly attack the toe berm and the lowest part of the armor. Several formulas are available to estimate the damage to rock toe berms. In this paper, these formulas are compared for different design conditions within their range of application. Most of these formulas use the damage parameter Nod. However, there are often situations in which wider toe berms are required for a safe design, and the damage parameter Nod is not recommended. A methodology is thus proposed to design wider toe berms based on the damage to the nominal toe berm of three rocks wide (Nod*), considered as the most shoreward part of the toe berm which effectively supports the armor layer.
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15

Tabbert, Russell. "Berm in Alaskan English." American Speech 60, no. 1 (1985): 93. http://dx.doi.org/10.2307/454655.

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16

Song, Chuan Wang, Guang Ming Yu, and Pei Shou Wang. "Influence of Berm Number on Safety Factor of Tailings Dam." Advanced Materials Research 374-377 (October 2011): 2488–92. http://dx.doi.org/10.4028/www.scientific.net/amr.374-377.2488.

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Tailings dam safety has always been an important research field of geotechnical engineering world, and research on safety factor of dam is an important indicator of stability of tailings dams. In this paper assumed that Sweden arc method and simplified Bishop method were used to analyze influence of berm number on safety factor of tailings dam in some condition. Results showed that change of berm number had an impact on total safety factor of dam; Impact of change of berm number on safety factors was also different at different intervals. The influence analysis of changes of berm number on safety factor of dam had directive significance for design and construction on site.
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17

Woo, Jinho, Dongha Kim, and Won-Bae Na. "Anchor Dragging Analysis of Rock-Berm Using Smoothed Particle Hydrodynamics Method." Shock and Vibration 2015 (2015): 1–8. http://dx.doi.org/10.1155/2015/687623.

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This study presents dynamic responses of rock-berm structural system under anchor dragging and accordingly provides the characteristics of the stresses and displacements obtained. For the purpose, first, a rock-berm was modeled by the SPH (smoothed particle hydrodynamics) method and piecewise Drucker-Prager material model by facilitating the associated software package—ANSYS-AUTODYN. Second, 2-ton stockless anchor was modeled as a rigid body and eventually dragging external force was obtained. Then, the dragging velocity (1 and 2 m/s) was considered as a parameter to investigate the effect of its variation on the responses. Finally, the dragging tensile forces of the anchor cable were obtained and compared according to the dragging velocities. It is shown that the four-layer rock-berm gives the safety margin to the submarine power cable according to the unaffected gauge points near the cable. This safety is accomplished by the four layers (related to rock-berm height) and the number of rock particles at each layer (related to rock-berm widths).
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18

Yuan, Xiang, Quan Mei Gong, and Shun Hua Zhou. "Analysis on Excavation Procedure in Large Soft Soil Foundation Pit of Shanghai Expo Axis." Advanced Materials Research 243-249 (May 2011): 2909–14. http://dx.doi.org/10.4028/www.scientific.net/amr.243-249.2909.

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On the basis of the large soft soil foundation pit of Shanghai Expo axis and the Section 1 of underground complex project, this paper proposes the appropriate excavation procedure according to the results obtained by using centrifuge model tests and time hardening creep model, which uses ANSYS to compute foundation pit deformation caused by different excavation timeline, sequence and longitudinal excavation width of remained berm. The results of numerical calculation were approximately close to the horizontal displacement of the underground diaphragm wall measured both on site and from centrifuge model tests, so numerical calculation could well reflect the deformation behavior of excavation. The study also showed that more than 80% of underground diaphragm wall deformation caused by soil creep occurred within 60 days after the remained berm being excavated. In order to decrease the deformation, it would be useful to conduct plate structures as soon as the remained berm started being excavated. Remained berm and middle plate had good control over underground diaphragm wall deformation. When the remained berm was excavated by jumpily digging method, it would be advisable to firstly excavate the vicinity of underground diaphragm wall where there were no required protected objects nearby. The longitudinal excavation width of remained berm was proposed to be 20 meters in the north part and 30 meters in the south part.
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19

Timco, G. W., M. Sayed, and R. M. W. Frederking. "Model Tests of Load Transmission Through Grounded Ice Rubble." Journal of Offshore Mechanics and Arctic Engineering 112, no. 2 (May 1, 1990): 171–76. http://dx.doi.org/10.1115/1.2919852.

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A model test series has been performed to look at the load distribution through newly formed grounded ice rubble. In the tests, a section of a vertical-sided Arctic structure was built above a submerged berm. Both the structure and the berm were instrumented independently of one another so that the load apportioning through the rubble to the berm and structure could be determined. The results have important implications in the design loads of Arctic structures built on submerged berms.
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20

Li, Wen Ying, and Chun Lei Wang. "The Effect Analysis of the Plate-Stone Berm Structure on Safety of Anti-Thawing of Roadbed in Qinghai-Tibet Railway." Applied Mechanics and Materials 178-181 (May 2012): 1663–66. http://dx.doi.org/10.4028/www.scientific.net/amm.178-181.1663.

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The plate-stone berm is an active cooling foundation to resist thaw. The Qinghai-Tibet Railway have been widely adopted the plate-stone berm to maintain the safety and stability of roadbed. Structure of the plate-stone berm have great effect on the safety of anti-thawing of roadbed. Different structure in one engineering measure cause different effect. Relying on the experimental segment in the region of Naquhe of Qinghai-Tibet railway (between DK1561+975～DK1562+530),the paper study the most safe anti-thawing structure by numerical analysis: The sunlit side height of plate-stone berm(dia. 20cm) is 1.1m, the sunless side is 1m. The sunlit/sunless side width is 6m/4m. The result is similar to practical test, which show that this method can use into engineering analysis.
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21

Yüksel, Yalcin, Esin Çevik, Marcel Van Gent, C. Sahin, Müge Gülver Gültekin, and Cihan Gültekin. "STABILITY EFFECTS OF CUBE ARMOR UNIT PLACEMENT CONFIGURATIONS IN THE BERM OF A BREAKWATER." Coastal Engineering Proceedings, no. 36 (December 30, 2018): 39. http://dx.doi.org/10.9753/icce.v36.papers.39.

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For the sake of overtopping, stability and economy, rubble mound breakwaters have been built with a berm in the seaward slope. Here, a breakwater model with cube armour units in the lower slope and a horizontal berm, and rock in the upper slope was tested experimentally. The purpose of the study was to investigate the stability of berms for two different configurations of the transition of armor units from the lower slope to the berm. Based on the test results, an effective configuration of cube units at the transition has been obtained.
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22

Jiang, Haoran, Xiaowen Zhou, and Ziwei Xiao. "Stability of Extended Earth Berm for High Landfill." Applied Sciences 10, no. 18 (September 10, 2020): 6281. http://dx.doi.org/10.3390/app10186281.

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This study presents a stability analysis of an extended berm reinforced by geotextiles, with a steep slope of 1V:1.1H (vertical: horizontal). Finite element (FE) analyses were carried out to explore the failure mechanism and factor of safety (FOS) of the berm, on which the effect of the strength of geotextiles, leachate level, and anti-slide pile arrangement located at the toe of the berm were considered. It was found that: (1) failure surfaces developed along the interface between the new and the existing berms; (2) the FOS decreased as the leachate increased, and an FOS value of 1.42 could be obtained if the leachate level was controlled at a height of 20 m; (3) the tensile force of geotextiles was far lower than the available strength, which suggested that the geotextile had enough of a safety reserve; and (4) one row of longer piles at the toe of the berm performed better than two rows of shorter piles if the total length of piles was the same. The design and analysis of this project can be used as a reference for landfill expansion. Especially for a site condition with limited space, a geosynthetic-reinforced soil (GRS) berm is a safe, reliable and promising alternative.
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23

Blackmar, Philip, and Ronald McPherson. "BATTLING THE BERING SEA: ST GEORGE ISLAND’S BERM BREAKWATER." Coastal Engineering Proceedings, no. 36 (December 30, 2018): 20. http://dx.doi.org/10.9753/icce.v36.papers.20.

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St. George Island, Alaska is located in the Bering Sea more than 320 kilometers (200 miles) north of the nearest Aleutian Island. During original design and construction of the fishing harbor at St. George Island in the early 1980’s, stone large enough for a conventional breakwater was not available to quarry on the island, so the project utilized a berm breakwater approach with the available local stone. The long-term performance and service life of the berm breakwaters is reviewed in this paper. Construction of the berm breakwater was completed in 1987 and the breakwaters remained functional for nearly 20 years with little maintenance. In the winter of 2015/2016, approaching 30 years since initial construction, significant damage occurred during a winter storm. Repairs utilized a berm breakwater approach similar to the original design. Repairs were completed in 2 phases due to the short construction seasons at the project site.
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24

Van der Meer, Jentsje, and Sigurdur Sigurdarson. "GEOMETRICAL DESIGN OF BERM BREAKWATERS." Coastal Engineering Proceedings 1, no. 34 (October 26, 2014): 25. http://dx.doi.org/10.9753/icce.v34.structures.25.

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25

Pillai, Karthika Krishna, Amir Etemad-Shahidi, and Charles Lemckert. "WAVE REFLECTION FROM BERM BREAKWATERS." Coastal Engineering Proceedings, no. 36v (December 28, 2020): 7. http://dx.doi.org/10.9753/icce.v36v.structures.7.

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Wave reflection from berm breakwaters is an area less focused as these structures are generally considered to have relatively low reflection levels. However, the reflected waves may compromise the stability of the structure by inducing scour at the toe and may enhance harbour access risk (Zanuttigh et al., 2013). Hence, it is necessary that the reflection coefficients are predicted accurately. Several empirical formulas such as Postma (1989), Alikhani (2000), Zanuttigh and Van der Meer (2008) and Van der Meer and Sigurdarson (2016) have been suggested for the prediction of wave reflection, Kr. In this study, physical model tests were conducted to supplement the existing berm breakwater data sets in the CLASH database (Zanuttigh et al., 2016). The measured reflection coefficients were then compared with those of the existing formulas to evaluate their performance.Recorded Presentation from the vICCE (YouTube Link): https://youtu.be/WXIoa_ae-1Y
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26

Van Gent, Marcel R. A. "Wave Interaction with Berm Breakwaters." Journal of Waterway, Port, Coastal, and Ocean Engineering 121, no. 5 (September 1995): 229–38. http://dx.doi.org/10.1061/(asce)0733-950x(1995)121:5(229).

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27

Tørum, Alf, Stein R. Krogh, and Svein Fjeld. "Berm Breakwaters: Stone Breaking Strength." Journal of Waterway, Port, Coastal, and Ocean Engineering 128, no. 4 (July 2002): 163–72. http://dx.doi.org/10.1061/(asce)0733-950x(2002)128:4(163).

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28

UDA, Takaaki, Yasuhito NOSHI, Toshinori ISHIKAWA, Satoru SUZUKI, and Mitsunaga OKAMOTO. "EXPERIMENT OF DISINTEGRATION OF BERM DUE TO FILTRATION FLOW FROM A FLOODWAY BEHIND BERM." Journal of Japan Society of Civil Engineers, Ser. B2 (Coastal Engineering) 73, no. 2 (2017): I_571—I_576. http://dx.doi.org/10.2208/kaigan.73.i_571.

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29

Yuksel, Yalcin, Esin Cevik, Marcel R. A. van Gent, Cihan Sahin, Ahmet Altunsu, and Z. Tugce Yuksel. "Stability of berm type breakwater with cube blocks in the lower slope and berm." Ocean Engineering 217 (December 2020): 107985. http://dx.doi.org/10.1016/j.oceaneng.2020.107985.

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30

Sladen, J. A., R. D. D'Hollander, J. Krahn, and D. E. Mitchell. "Back analysis of the Nerlerk berm liquefaction slides." Canadian Geotechnical Journal 22, no. 4 (November 1, 1985): 579–88. http://dx.doi.org/10.1139/t85-077.

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Five liquefaction slides occurred in 1983 during the construction of a hydraulically placed subsea sand berm designed to form part of a bottom-founded, offshore, hydrocarbon exploration platform at Nerlerk in the Canadian Beaufort Sea. These slides were triggered by simple static loading arising from the sand placement itself. Failures started at locally oversteepened side slopes and retrogressed to form bowl-shaped crests. The slide material came to rest beyond the berm at very flat slopes. Stability back analyses reveal that effective stress strength parameters consistent with limiting equilibrium are within the range of the collapse surface parameters determined from triaxial laboratory tests. This finding lends credibility to the collapse surface concepts introduced in another study. Back calculations show that the berm state prior to failure was much looser than the steady state, with the potential for a large strength loss. According to back calculations, the berm density was lower than that inferred from cone penetration tests. Key words: liquefaction, sand, hydraulic fill, slope stability, cone penetration testing.
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31

Eichentopf, Sonja, Joep van der Zanden, Iván Cáceres, and José M. Alsina. "Beach Profile Evolution towards Equilibrium from Varying Initial Morphologies." Journal of Marine Science and Engineering 7, no. 11 (November 9, 2019): 406. http://dx.doi.org/10.3390/jmse7110406.

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The evolution of different initial beach profiles towards the same final beach configuration is investigated based on large-scale experimental data. The same wave condition was performed three times, each time starting from a different initial profile morphology. The three different initial profiles are an intermediate energy profile with an offshore bar and a small swash berm, a plane profile and a low energy profile with a large berm. The three cases evolve towards the same final (equilibrium) profile determined by the same wave condition. This implies that the same wave condition generates different sediment transport patterns. Largest beach changes and differences in hydrodynamics occur in the beginning of the experimental cases, highlighting the coupling between morphology and hydrodynamics for beach evolution towards the same profile. The coupling between morphology and hydrodynamics that leads to the same final beach profile is associated with differences in sediment transport in the surf and swash zone, and is explained by the presence of bar and berm features. A large breaker bar and concave profile promote wave energy dissipation and reduce the magnitudes of the mean near-bed flow velocity close to the shoreline limiting shoreline erosion. In contrast, a beach profile with reflective features, such as a large berm and a small or no bar, increases negative velocity magnitudes at the berm toe promoting shoreline retreat. The findings are summarised in a conceptual model that describes how the beach changes towards equilibrium from two different initial morphologies.
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32

Tabasi, Mohammad, Mohsen Soltanpour, Takayuki Suzuki, and Ravindra Jayaratne. "MODELING OF BERM FORMATION AND EROSION AT THE SOUTHERN COAST OF THE CASPIAN SEA." Coastal Engineering Proceedings, no. 36v (December 31, 2020): 19. http://dx.doi.org/10.9753/icce.v36v.papers.19.

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Cross-shore beach profile data from field measurements performed at six locations on the southern coast of the Caspian Sea are used to investigate bathymetry change due to various wave conditions. Beach profile measurements are analyzed and subsequently compared with the results of a berm formation and erosion model. The model comprises distinct empirical sediment transport equations for predicting the cross-shore sediment transport rate under various wave conditions. To yield a berm formation and erosion model, empirical cross-shore sediment transport equations are combined with the mass conservation equation. Simulations results obtained from the model compared well with the measurements, proving the capability of the model in simulating berm formation and erosion evolution.Recorded Presentation from the vICCE (YouTube Link): https://youtu.be/FTgAr73h5rA
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33

Ryou, Kukhyun, Hyungjoon Chang, and Hojin Lee. "Laboratory Analysis of Debris Flow Characteristics and Berm Performance." Water 13, no. 16 (August 16, 2021): 2223. http://dx.doi.org/10.3390/w13162223.

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In this study, laboratory tests were used to determine the deposition characteristics (runout distance, lateral width, and deposition area) of debris flow and their relationships with the flow characteristics (flow velocity and flow depth) according to the presence of a berm. An experimental flume 1.3 to 1.9 m long, 0.15 m wide, and 0.3 m high was employed to investigate the effects of channel slope and volumetric concentration of sediment with and without the berm. The runout distance (0.201–1.423 m), lateral width (0.045–0.519 m), and deposition area (0.008–0.519 m2) increased as the channel slope increased and as the volumetric concentration of sediment decreased. These quantities also increased with the flow velocity and flow depth. In addition, the maximum reductions in the runout distance, lateral width, and deposition area were 69.1%, 65.9%, and 93%, respectively, upon berm installation. The results of this study illustrate general debris flow characteristics according to berm installation; the reported relationship magnitudes are specific to the experimental conditions described herein. However, the results of this study contribute to the design of site-specific berms in the future by providing data describing the utility and function of berms in mitigating debris flow.
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34

Graves, Jonathan, Rama Mohapatra, and Nicholas Flatgard. "Drainage Ditch Berm Delineation Using Lidar Data: A Case Study of Waseca County, Minnesota." Sustainability 12, no. 22 (November 18, 2020): 9600. http://dx.doi.org/10.3390/su12229600.

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Within a drainage system, drainage ditches are designed to improve existing natural drainage. Although drainage ditches are mostly engineered, they can also be part of natural watercourses. For environmental sustainability, in many places there are guidelines to establish vegetative buffer strips along the boundary of drainage ditches. In this landscape planning study, a geospatial modeling framework was established to identify these drainage system landforms and the boundary that separates these landforms from their surrounding areas across Waseca County in south-central Minnesota. By employing almost 2000 GPS spot elevation measurements from five ditch systems and one-meter Light Detection and Ranging (LiDAR) derived digital elevation model (DEM) data, the drainage ditch berm polygons were delineated. Eight low light angle hillshade rasters at 45-degree azimuth intervals were used to construct the model. These hillshade rasters were combined to form a composite raster so that the effect of multiple azimuths can be captured during ditch berm delineation. The GPS points identified as the top of the berm were used to extract cell values from the combined hillshade. These cell values were modeled further using statistical distribution graphs. The statistical model derived +0.5 and +1 standard deviation values (cell values 812 and 827, respectively) of the combined hillshade raster were utilized to obtain complete berm polygons. In this semi-automated method, between 67.30% to 79.80% of ditch berm lengths were mapped with an average error that is less than the resolution of the DEM. Demarcation of these boundaries are important for local governments in Minnesota and throughout the world, as it could help guide land–water management and aid sustainable agriculture.
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35

Burcharth, H. F., and Peter Frigaard. "ON 3-DIMENSIONAL STABILITY OF RESHAPING BREAKWATERS." Coastal Engineering Proceedings 1, no. 21 (January 29, 1988): 169. http://dx.doi.org/10.9753/icce.v21.169.

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The paper deals with the 3-dimensional stability of the type of rubble mound breakwaters where reshaping of the mound due to wave action is foreseen in the design. Such breakwaters are commonly named sacrificial types and berm types. The latter is due to the relatively large volume of armour stones placed in a seaward berm. However, as also conventional armoured breakwaters sometimes do contain a berm it is assumed that a better and more ambiguous designation would be "reshaping" mound breakwaters. The principle of reshaping breakwaters is to use relatively fine rock material which will then be eroded to S-shape profiles if sufficient amount of material is provided, Fig. 1. This type of breakwater can be constructed and maintained without the use of expensive specialized equipment. For a detailed discussion see Baird et al., 1984.
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36

van Noortwijk, Jan M., and Pieter H. A. J. M. van Gelder. "Optimal maintenance decisions for berm breakwaters." Structural Safety 18, no. 4 (January 1996): 293–309. http://dx.doi.org/10.1016/s0167-4730(96)00023-9.

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37

KATOH, Kazumasa, and Shi-ichi YANAGISHIMA. "Berm erosion due to infragravity waves." Doboku Gakkai Ronbunshu, no. 452 (1992): 41–50. http://dx.doi.org/10.2208/jscej.1992.452_41.

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38

Tørum, Alf, Franziska Kuhnen, and Andreas Menze. "On berm breakwaters. Stability, scour, overtopping." Coastal Engineering 49, no. 3 (September 2003): 209–38. http://dx.doi.org/10.1016/s0378-3839(03)00062-0.

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39

Hegde, Arkal Vittal, and Rajaraman. "BERM BREAKWATERS—STATE OF THE ART." ISH Journal of Hydraulic Engineering 8, no. 2 (January 2002): 50–59. http://dx.doi.org/10.1080/09715010.2002.10514716.

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40

Lykke Andersen, Thomas, Jentsje W. Van der Meer, Hans F. Burcharth, and Sigurdur Sigurdarson. "STABILITY OF HARDLY RESHAPING BERM BREAKWATERS." Coastal Engineering Proceedings 1, no. 33 (October 15, 2012): 17. http://dx.doi.org/10.9753/icce.v33.structures.17.

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The present paper deals with stability of berm breakwaters designed to be hardly or sometimes partly reshaping. Burcharth (2008, 2011) showed by comparison to the performance of a prototype berm breakwater that the Van der Meer formulae for stability of conventional rock armour including low crests could predict the deformations of the front slope in terms of the eroded area. The present paper verifies the method by comparison to model test results. It is found that the Van der Meer formula for plunging waves predicts very well the eroded area of the reshaped profile, even if it is applied in the surging wave area. Moreover, a simple method to estimate the erosion area based on recession formulae and the depth of intersection of reshaped and initial profile is presented and is applicable for hardly reshaping to fully reshaping. Even when using the only very simple and inaccurate estimate of the depth of intersection the last method leads to scatter quite similar to the first method when considering hardly and partly reshaping berm breakwaters. The influence of the slope angle is though expected to be more correctly included for hardly reshaping breakwaters using the method for straight non-overtopped slopes when the slope angle is 1:1.5 or flatter.
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41

Lykke Andersen, Thomas, Mohammad Navid Moghim, and Hans Falk Burcharth. "REVISED RECESSION OF RESHAPING BERM BREAKWATERS." Coastal Engineering Proceedings 1, no. 34 (October 28, 2014): 53. http://dx.doi.org/10.9753/icce.v34.structures.53.

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42

Phillips, Ryan, and Ken Chi. "Modelling ice rubble–rock berm interaction." International Journal of Physical Modelling in Geotechnics 15, no. 1 (March 2015): 35–43. http://dx.doi.org/10.1680/ijpmg.14.00014.

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43

Juul Jensen, Ole, and Torben S⊘rensen. "Hydraulic performance of berm breakwater heads." Journal of Hydraulic Research 29, no. 6 (November 1991): 815–28. http://dx.doi.org/10.1080/00221689109498961.

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44

Carling, P. A. "Hydrodynamic models of boulder berm deposition." Geomorphology 2, no. 4 (October 1989): 319–40. http://dx.doi.org/10.1016/0169-555x(89)90018-4.

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45

Tarakcioglu, Gulizar Ozyurt, Cuneyt Baykal, Semih Bezazoglu, Dogukan Atak, Aysen Ergin, and Isikhan Guler. "A CASE STUDY ON PERFORMANCE OF RESHAPING BERM BREAKWATERS: ORDU GIRESUN INTERNATIONAL AIRPORT, TURKEY." Coastal Engineering Proceedings, no. 36 (December 30, 2018): 40. http://dx.doi.org/10.9753/icce.v36.structures.40.

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In this study, the stability and serviceability (wave overtopping) of hardly-reshaping berm breakwater of Ordu-Giresun International Airport and four alternative cross-sections of fully- and partly-reshaping berm breakwaters are assessed by physical model experiments. Ordu-Giresun International Airport is a public airport constructed on an approximately 1.77 km-square reclaimed land at the eastern Black Sea coast of Turkey. The reclaimed land area is protected with a 7345 m long hardly reshaping rubble mound berm breakwater at a depth of 11 m (MSL). The design high water level (HWL) corresponding to 100-yr return period is calculated as +1.12 m. The bottom slope from deep water up to 20 m water depth is around 1:50 and becomes steeper (1:20) towards the shore. The design wave characteristics at the toe of the structure (100-yr return period) is determined as Hs = 6.68m, Tm= 10.80 sec.
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46

Sigurdarson, Sigurdur, and Jentsje W. Van der Meer. "WAVE OVERTOPPING AT BERM BREAKWATERS IN LINE WITH EUROTOP." Coastal Engineering Proceedings 1, no. 33 (December 14, 2012): 12. http://dx.doi.org/10.9753/icce.v33.structures.12.

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The paper presents the development of a new overtopping formula for berm breakwaters. Overtopping data from hydraulic model tests of berm breakwaters have been gathered and reanalysed in line with the procedure in the EurOtop Manual. The data shows a clear dependency on wave period or wave steepness, which is in contrast to the main conclusion of the CLASH project and the EurOtop Manual for conventional rubble mound breakwaters. The formula is roughly validated on prototype performance.
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47

Wu, Zhen Yu, and Zhong Yuan Duan. "Analysis of Earth Berm on the Impact of Cantilever Retaining Structure Based on ABAQUS." Advanced Materials Research 1065-1069 (December 2014): 3–6. http://dx.doi.org/10.4028/www.scientific.net/amr.1065-1069.3.

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Software ABAQUS was carried out to analyze the effect of earth berms on behavior of cantilever retaining structure, and the soil was in modified Cambridge model. The results showed that: in the premise of ensuring the stability of earth berm itself, height and width of earth berm increased reasonably can reduce the horizontal displacement and bending moment of supporting structure, so as to improve the safety of the supporting structure, and save the cost of project.
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48

Chen, Yun-min, Jun-chao Li, Chun-bao Yang, Bin Zhu, and Liang-tong Zhan. "Centrifuge modeling of municipal solid waste landfill failures induced by rising water levels." Canadian Geotechnical Journal 54, no. 12 (December 2017): 1739–51. http://dx.doi.org/10.1139/cgj-2017-0046.

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New types of synthetic municipal solid wastes (MSWs) were developed, exhibiting engineering characteristics similar to those of real MSWs at different states of degradation in terms of total unit weight, void ratio, water content, compressibility, permeability, stress–strain relationship, and shear strength. Using these synthetic MSWs, several centrifuge model tests on the stability of geosynthetics-lined landfills with rising water levels were performed. The test results revealed the developing processes of MSW landfill failures induced by rising water levels. In most tests, a continuous slide occurred once a critical water level was attained. The ratio of critical water level and landfill height was 0.75–0.92 for present model tests using fresh or partly degraded synthetic MSWs with landfill slope ratio of 1:1–1:3, increasing with the increases of MSW degradation states and decreases of the slope ratio. An engineered berm increased the critical water level by 1.3%–9.5%. The landfills without an engineered berm tended to slide along the bottom liner; however, for normal landfills with an engineered berm and a slope ratio of 1:3, penetrating cracks developed when the failures occurred. These results provide a good reference for water level and stability control of the landfill, and the construction of an engineered berm is suggested to improve the stability of these landfills.
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49

Sakka, Samir, and Frank Wappler. "Anästhesie berim akuten Abdomen – Aspekte des perioperativen Managements." AINS - Anästhesiologie · Intensivmedizin · Notfallmedizin · Schmerztherapie 44, no. 02 (February 2009): E1. http://dx.doi.org/10.1055/s-0029-1202691.

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50

Sakka, Samir, and Frank Wappler. "Anästhesie berim akuten Abdomen – Aspekte des perioperativen Managements." AINS - Anästhesiologie · Intensivmedizin · Notfallmedizin · Schmerztherapie 43, no. 11/12 (November 2008): 734–44. http://dx.doi.org/10.1055/s-0028-1104613.

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