https://www.marinespecies.org/i/api.php?hidebots=1&urlversion=1&days=14&limit=50&target=Category%3APages_with_reference_errors&action=feedrecentchanges&feedformat=atomMarineSpecies Introduced Traits Wiki - Changes related to "Category:Pages with reference errors" [en]2024-03-29T06:40:20ZRelated changesMediaWiki 1.31.7https://www.marinespecies.org/i/index.php?title=Stability_of_rubble_mound_breakwaters_and_shore_revetments&diff=80916&oldid=80564Stability of rubble mound breakwaters and shore revetments2024-03-26T16:27:39Z<p></p>
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<td colspan="2" style="background-color: #fff; color: #222; text-align: center;">Revision as of 16:27, 26 March 2024</td>
</tr><tr><td colspan="2" class="diff-lineno" id="mw-diff-left-l116" >Line 116:</td>
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<tr><td class='diff-marker'> </td><td style="background-color: #f8f9fa; color: #222; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>* The gradation of the armor elements (thumb rule: the size of the 20% smallest elements should not be smaller than half the size of the 20% largest elements).  </div></td><td class='diff-marker'> </td><td style="background-color: #f8f9fa; color: #222; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>* The gradation of the armor elements (thumb rule: the size of the 20% smallest elements should not be smaller than half the size of the 20% largest elements).  </div></td></tr>
<tr><td class='diff-marker'> </td><td style="background-color: #f8f9fa; color: #222; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>* The packing/porosity of the structure; the corresponding permeability parameter <math>c_p</math> is defined as <math>c_p=[1 + (D_{core}/D_{armor})^{0.3}]</math>, where <math>D_{core}, D_{armor}</math> are the average particle sizes of the core and the armor layer, respectively.</div></td><td class='diff-marker'> </td><td style="background-color: #f8f9fa; color: #222; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>* The packing/porosity of the structure; the corresponding permeability parameter <math>c_p</math> is defined as <math>c_p=[1 + (D_{core}/D_{armor})^{0.3}]</math>, where <math>D_{core}, D_{armor}</math> are the average particle sizes of the core and the armor layer, respectively.</div></td></tr>
<tr><td class='diff-marker'>−</td><td style="color: #222; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div>* The acceptable damage <math>S_d</math> during the lifetime of the structure, defined as <math>S_d=A_e/D_{n50}^2</math>, where <math>A_e</math> is the cross-sectional area eroded by wave action. Damage is sometimes expressed as the damage number <math>N_{od}</math>, the number of displaced units within  a  strip  of  width  <math>D_{n50}</math> across  the  slope; the relation between <math>N_{od}</math> and <math>S_d</math> can be approximated by<ref name=CEM></ref>  <math>N_{od} \approx G(1-p)S_d</math>,  where <math>G</math> = gradation factor, depending on the armor layer gradation (<math>G \approx 1.4</math> for stone armor) and <math>p \approx 0.5</math>= armor layer porosity. There is no unique relationship between 'acceptable damage' and 'loss of intended performance and functionality'. It depends on the type and the purpose of the structure<ref>Campos, A., Castillo, C. and Molina, R. 2020. Damage in Rubble Mound Breakwaters. Part I: Historical Review of Damage Models. J. Mar. Sci. Eng. 8, 317</ref>. Start of damage is often associated with values of <math>S_d</math> of about 2 and 'failure' with values of about 12<ref name=Rock/>. However, for reshaping structures the values are much higher. <del class="diffchange diffchange-inline"> </del></div></td><td class='diff-marker'>+</td><td style="color: #222; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #a3d3ff; vertical-align: top; white-space: pre-wrap;"><div>* The acceptable damage <math>S_d</math> during the lifetime of the structure, defined as <math>S_d=A_e/D_{n50}^2</math>, where <math>A_e</math> is the cross-sectional area eroded by wave action. Damage is sometimes expressed as the damage number <math>N_{od}</math>, the number of displaced units within  a  strip  of  width  <math>D_{n50}</math> across  the  slope; the relation between <math>N_{od}</math> and <math>S_d</math> can be approximated by<ref name=CEM></ref>  <math>N_{od} \approx G(1-p)S_d</math>,  where <math>G</math> = gradation factor, depending on the armor layer gradation (<math>G \approx 1.4</math> for stone armor) and <math>p \approx 0.5</math>= armor layer porosity. There is no unique relationship between 'acceptable damage' and 'loss of intended performance and functionality'. It depends on the type and the purpose of the structure<ref>Campos, A., Castillo, C. and Molina, R. 2020. Damage in Rubble Mound Breakwaters. Part I: Historical Review of Damage Models. J. Mar. Sci. Eng. 8, 317</ref>. Start of damage is often associated with values of <math>S_d</math> of about 2 and 'failure' with values of about 12<ref name=Rock/>. However, for reshaping structures <ins class="diffchange diffchange-inline">and for structures with a very gentle slope </ins>the values are much higher. <ins class="diffchange diffchange-inline">The stability of the structure is most threatened when the filter layer underneath the armor layer becomes exposed. The erosion depth (i.e. the reduction in thickness of the armor layer due to displaced stones) is therefore a more pertinent stability criterion rather than the eroded area (<math>A_e</math> or <math>S_d</math>) or the number of displaced stones <math>N_{od}</math> <ref name=J24>Jumelet, D., van Gent, M.R.A., Hofland, B. and Kuiper, C. 2024. Stability of rock-armoured mild slopes. Coastal Engineering 187, 104418</ref>. </ins></div></td></tr>
<tr><td class='diff-marker'>−</td><td style="color: #222; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div>* The number of waves <math>n</math> corresponding to design conditions (related to storm duration; often a maximum number <math>n</math>=7500 is assumed).</div></td><td class='diff-marker'>+</td><td style="color: #222; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #a3d3ff; vertical-align: top; white-space: pre-wrap;"><div>* The number of waves <math>n</math> corresponding to design conditions (related to storm duration; often a maximum number <math>n</math>=7500 is assumed).  </div></td></tr>
<tr><td class='diff-marker'> </td><td style="background-color: #f8f9fa; color: #222; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>* The wave period of the design waves. The considered wave period is <math> T_{m-1,0}</math>= mean energy period (definition given in [[Statistical description of wave parameters]]).  </div></td><td class='diff-marker'> </td><td style="background-color: #f8f9fa; color: #222; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>* The wave period of the design waves. The considered wave period is <math> T_{m-1,0}</math>= mean energy period (definition given in [[Statistical description of wave parameters]]).  </div></td></tr>
<tr><td class='diff-marker'> </td><td style="background-color: #f8f9fa; color: #222; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>* The steepness of the design waves. The wave steepness <math>s</math> is defined as <math>s=2 \pi H_s/(g T_{m-1,0}^2)</math>.</div></td><td class='diff-marker'> </td><td style="background-color: #f8f9fa; color: #222; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>* The steepness of the design waves. The wave steepness <math>s</math> is defined as <math>s=2 \pi H_s/(g T_{m-1,0}^2)</math>.</div></td></tr>
<tr><td colspan="2" class="diff-lineno" id="mw-diff-left-l142" >Line 142:</td>
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<tr><td class='diff-marker'> </td><td style="background-color: #f8f9fa; color: #222; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"></td><td class='diff-marker'> </td><td style="background-color: #f8f9fa; color: #222; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"></td></tr>
<tr><td class='diff-marker'> </td><td style="background-color: #f8f9fa; color: #222; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>[[Image:ConcreteArmorUnits.jpg|thumb|400px|left|Fig. 8. Examples of concrete armor units. Not shown here are recent designs such as the Accropode II/Ecopode, Xbloc, Cubipod.]]</div></td><td class='diff-marker'> </td><td style="background-color: #f8f9fa; color: #222; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>[[Image:ConcreteArmorUnits.jpg|thumb|400px|left|Fig. 8. Examples of concrete armor units. Not shown here are recent designs such as the Accropode II/Ecopode, Xbloc, Cubipod.]]</div></td></tr>
<tr><td class='diff-marker'>−</td><td style="color: #222; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div><del style="font-weight: bold; text-decoration: none;"> </del></div></td><td colspan="2"> </td></tr>
<tr><td class='diff-marker'> </td><td style="background-color: #f8f9fa; color: #222; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"></td><td class='diff-marker'> </td><td style="background-color: #f8f9fa; color: #222; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"></td></tr>
<tr><td class='diff-marker'> </td><td style="background-color: #f8f9fa; color: #222; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"></td><td class='diff-marker'> </td><td style="background-color: #f8f9fa; color: #222; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"></td></tr>
<tr><td colspan="2"> </td><td class='diff-marker'>+</td><td style="color: #222; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #a3d3ff; vertical-align: top; white-space: pre-wrap;"><div><ins style="font-weight: bold; text-decoration: none;">For high wave loads, requiring very large rock sizes (typically >10 ton), special concrete armor elements have been designed that provide better stability than rock armor, see Fig. 8. Experimentally determined stability numbers for randomly placed interlocking armor elements are in the range <math>N_s = 2 - 3</math>. Interlocking concrete armor elements are susceptible to breakage<ref name=CEM></ref>. Breakage of armor elements compromises the stability of the armor layer. </ins></div></td></tr>
<tr><td class='diff-marker'> </td><td style="background-color: #f8f9fa; color: #222; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"></td><td class='diff-marker'> </td><td style="background-color: #f8f9fa; color: #222; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"></td></tr>
<tr><td class='diff-marker'>−</td><td style="color: #222; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div><del style="font-weight: bold; text-decoration: none;">For high wave loads, requiring very large rock sizes (typically >10 ton), special concrete armor elements have been designed that provide better stability than rock armor, see Fig. 8. Experimentally determined stability numbers for randomly placed interlocking armor elements are in the range <math>N_s = 2 - 3</math>. Interlocking concrete armor elements are susceptible to breakage<ref name=CEM></ref>. Breakage of armor elements compromises the stability of the armor layer. </del></div></td><td colspan="2"> </td></tr>
<tr><td class='diff-marker'>−</td><td style="color: #222; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div><del style="font-weight: bold; text-decoration: none;"><br clear=all></del></div></td><td colspan="2"> </td></tr>
<tr><td class='diff-marker'> </td><td style="background-color: #f8f9fa; color: #222; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"></td><td class='diff-marker'> </td><td style="background-color: #f8f9fa; color: #222; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"></td></tr>
<tr><td colspan="2"> </td><td class='diff-marker'>+</td><td style="color: #222; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #a3d3ff; vertical-align: top; white-space: pre-wrap;"><div><ins style="font-weight: bold; text-decoration: none;">The formula (3) has been derived for structures with slopes in the usual range <math>1.5 < \cot \alpha < 6</math>. On mild slopes (<math>\cot \alpha > 6</math>), displaced rocks more often remain present in the wave attack zone, which increases the strength. This leads to an overdesigned structure when existing formulae for steep rock-armored slopes are used. On mildly sloping structures, especially in cases where these structures have a shallow foreshore, spilling waves will more frequently occur than plunging waves. Compared to steeper sloping structures, mildly sloping structures therefore show a wider part of the armor layer being affected by erosion and accretion. Accretion occurs at lower levels on the slope (reaching lower levels than two significant wave heights below the still water level) than for steeper slopes. Also, stones move both up and down, and more often remain in the wave attack section after displacement. This means that the same damage area corresponds to a smaller erosion depth for mild sloping structures compared to steep sloping structures<ref name=J24/>. It also means that the erosion depth is less slope dependent than the damage area.</ins></div></td></tr>
<tr><td colspan="2"> </td><td class='diff-marker'>+</td><td style="color: #222; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #a3d3ff; vertical-align: top; white-space: pre-wrap;"><div><ins style="font-weight: bold; text-decoration: none;"></ins></div></td></tr>
<tr><td colspan="2"> </td><td class='diff-marker'>+</td><td style="color: #222; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #a3d3ff; vertical-align: top; white-space: pre-wrap;"><div><ins style="font-weight: bold; text-decoration: none;">There are situations where natural foreshores are formed if the structure has a mild slope with low wave reflection characteristics. For example, the natural foreshores in front of dikes in the Eastern and Western Scheldt estuaries in the Netherlands have slopes of 1:25 or gentler<ref name=J24/>.</ins></div></td></tr>
<tr><td class='diff-marker'> </td><td style="background-color: #f8f9fa; color: #222; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"></td><td class='diff-marker'> </td><td style="background-color: #f8f9fa; color: #222; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"></td></tr>
<tr><td class='diff-marker'> </td><td style="background-color: #f8f9fa; color: #222; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>===Low-crested breakwaters===</div></td><td class='diff-marker'> </td><td style="background-color: #f8f9fa; color: #222; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>===Low-crested breakwaters===</div></td></tr>
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</table>Dronkers J