298
edits
Changes
Jump to navigation
Jump to search
Line 1:
Line 1: − + − + − + + − + Line 42:
Line 43: − + Line 50:
Line 51: − + − + Line 73:
Line 74: − Void ratios were calculated based on the coefficient of uniformity (''C<sub>U</sub>'')<ref>Vuković, Milan and Soro, Andjelko Determination of hydraulic conductivity of porous media from grain-size composition. Water Resources Publications, Littleton, Colo, 1992.</ref><ref>Odong, J. (2007). Evaluation of Empirical Formulae for Determination of Hydraulic Conductivity based on Grain-Size Analysis. Journal of American Science, 3(3). Retrieved from http://www.jofamericanscience.org/journals/am-sci/0303/10-0284-Odong-Evaluation-am.pdf</ref><ref>Zhang, S. (2017). Relationship between Particle Size Distribution and Porosity in Dump Leaching. the University of British Columbia. Retrieved from https://open.library.ubc.ca/collections/ubctheses/24/items/1.0357233</ref>:+ − + Line 80:
Line 81: +
no edit summary
Of the standard granular materials in the standard OPSS.MUNI 1010 only '''Granular O''' is recommended as a substitute for [[reservoir aggregate| clear stone]].
[[File:Aggregates Highway 7.jpg|thumb|The fines can clearly be seen on these piles of standard OPSS aggregates for road reconstruction]]
{{Textbox|1= Where Granular O is substituted for clear stone in underground reservoir structures, the void ratio used in design calculations shall be '''0.3''' unless laboratory testing proves otherwise.}}
<onlyinclude>Of the standard granular materials in the standard [http://www.raqsb.mto.gov.on.ca/techpubs/ops.nsf/0/0b9aa4d966cac4f9852580820062909e/$FILE/OPSS.MUNI%201010%20Nov%2013.pdf OPSS.MUNI 1010] only '''Granular O''' is recommended as a substitute for [[reservoir aggregate| clear stone]] in LID construction.
Examples of BMPs with underground reservoirs include [[Underdrains]], [[infiltration trenches]], [[permeable paving]], [[infiltration chambers]], [[exfiltration trenches]].
{{Textbox|1= Where Granular O is substituted for clear stone in underground reservoir structures, the porosity used in design calculations shall be '''0.3''' unless laboratory testing proves otherwise.}}
Examples of BMPs with underground reservoirs include [[Underdrains]], [[infiltration trenches]], [[permeable pavements]], [[infiltration chambers]], [[exfiltration trenches]].
All other mixes must be avoided for free drainage or storage as they are permitted to contain a higher enough proportion of fines to reduce permeability below 50 mm/hr.
All other mixes must be avoided for free drainage or storage as they are permitted to contain a higher enough proportion of fines to reduce permeability below 50 mm/hr.
</onlyinclude>
===Justification===
===Justification===
| 0.15 || || 15 || || || || || || || || || || || 2 || 65
| 0.15 || || 15 || || || || || || || || || || || 2 || 65
|-
|-
| 0.075 || 2 || 8 || 0 || 8 || 0 || 10 || 0 || 8 || 2 || 8 || 0 || 5 || 0 ||style='color: red'|'''25'''
| 0.075 || 2 || 8 || 0 || 8 || 0 || 10 || 0 || 8 || 2 || 8 || 0 || 5 || 0 ||style='color: red'|25
|-
|-
| d<sub>60</sub> || 13 || 6 || 35 || 0.25 || 25 || 6 || 40 || 1.2 || 10 || 5 || 15 || 7 || 35 || 0.15
| d<sub>60</sub> || 13 || 6 || 35 || 0.25 || 25 || 6 || 40 || 1.2 || 10 || 5 || 15 || 7 || 35 || 0.15
| Content Uniformity || 19 || 60 || 35 || 3 || 21 || 80 || 33 || 14 || 17 || 56 || 6 || 23 || 29 ||
| Content Uniformity || 19 || 60 || 35 || 3 || 21 || 80 || 33 || 14 || 17 || 56 || 6 || 23 || 29 ||
|-
|-
| Void ratio (Vukovic) || 0.26 || 0.26 || 0.26 || 0.40 || 0.26 || 0.26 || 0.26 || 0.27 || 0.27 || 0.26 || 0.34 || 0.26 || 0.26 ||
| Porosity (Vukovic) || 0.26 || 0.26 || 0.26 || 0.40 || 0.26 || 0.26 || 0.26 || 0.27 || 0.27 || 0.26 || 0.34 || 0.26 || 0.26 ||
|-
|-
! Mean void ratio (Vukovic)
! Mean porosity (Vukovic)
!colspan = "2" align = center| 0.26
!colspan = "2" align = center| 0.26
!colspan = "2" align = center| 0.33
!colspan = "2" align = center| 0.33
|}
|}
Porosity values were calculated based on the coefficient of uniformity (''C<sub>U</sub>'')<ref>Vuković, Milan and Soro, Andjelko Determination of hydraulic conductivity of porous media from grain-size composition. Water Resources Publications, Littleton, Colo, 1992.</ref><ref>Odong, J. (2007). Evaluation of Empirical Formulae for Determination of Hydraulic Conductivity based on Grain-Size Analysis. Journal of American Science, 3(3). Retrieved from http://www.jofamericanscience.org/journals/am-sci/0303/10-0284-Odong-Evaluation-am.pdf</ref><ref>Zhang, S. (2017). Relationship between Particle Size Distribution and Porosity in Dump Leaching. the University of British Columbia. Retrieved from https://open.library.ubc.ca/collections/ubctheses/24/items/1.0357233</ref>:
<math>V_{R}=0.255\left ( 1+0.83^{C_{U}} \right )</math>
<math>n=0.255\left ( 1+0.83^{C_{U}} \right )</math>
Where coefficient of uniformity is the ratio of the 60th and 10th percentile grain sizes:
Where coefficient of uniformity is the ratio of the 60th and 10th percentile grain sizes:
<math>C_U=\frac{d_{60}}{d_{10}}</math>
<math>C_U=\frac{d_{60}}{d_{10}}</math>
Permeability (''K'') was estimated from the 10th percentile grain size using the [[Hazen]] formula.
Permeability (''K'') was estimated from the 10th percentile grain size using the [[Hazen]] formula.
----
----
[[Category: Materials]]