Updates made to address comments from technical edit for v1.1 of the RMC Breach Toolbox Technical Manual.

Author: AdamGohs

docs/toolbox-technical-manuals/internal-erosion-suite/breach/v1.1/06-unraveling.mdx

@@ -49,7 +49,7 @@ where:
 
 > _d<sub>s</sub>_ = minimum stable rock size (m) for the rockfill, assumed to be the median rock size (<EquationNoRef equation="d_{50}" />)  
 > _q<sub>t</sub>_ = unit discharge through the rockfill (m<sup>3</sup>/s/m)  
-> _S<sub>o</sub>_ = downstream slope (measured as V/H)  
+> _S<sub>o</sub>_ = downstream slope (measured as V/H)
 
 The minimum stable rock size is calculated as a function of unit discharge and the downstream slope for the minimum, most likely (mode), maximum, and
 mean unit discharges. The critical unit discharge is also calculated for the mean _d<sub>50</sub>_ , and the headwater elevation where that
@@ -76,9 +76,10 @@ dams up to 20 feet tall. The calculations are the same as in Option 1, except fo
 illustrates the calculations for this option.
 
 <Equation equationKey="equation-15" equation="d_{50} = 0.43S_{o}^{0.43}q_{t}^{0.78}" />
+
 where:
 
-> _d<sub>50</sub>_ = median rock size (m) needed for stability  
+> _d<sub>50</sub>_ = median rock size (m) needed for stability
 
 <Figure
   figKey="figure-18"

docs/toolbox-technical-manuals/internal-erosion-suite/breach/v1.1/07-sinkhole.mdx

@@ -25,7 +25,7 @@ import VersionSelector from '@site/src/components/VersionSelector';
 # Sinkhole
 
 This worksheet assesses the stability of residual soil as a function of potential soil void diameter to assess the impact of a sinkhole developing at
-a given location on the of likelihood of breach. Drumm et al. (2009) <Citation citationKey="Drumm2009" /> developed a dimensionless stability chart to evaluate the
+a given location on the likelihood of breach. Drumm et al. (2009) <Citation citationKey="Drumm2009" /> developed a dimensionless stability chart to evaluate the
 stability of residual soils in karst where subsurface voids may exist near the rock contact and collapse of these voids may result in a sinkhole.
 
 The sinkhole size and location and impounded water level at the time of the sinkhole are critical to evaluating the likelihood of breach due to
@@ -34,7 +34,7 @@ overtopping with breach. If the sinkhole occurs downstream of the embankment cen
 freeboard, but for this scenario, there is usually sufficient time for intervention and corrective action.
 
 <FigReference figKey="figure-21" /> shows the idealized profile from Drumm et al. (2009) <Citation citationKey="Drumm2009" /> with residual soil
-thickness (h) above a subsurface void of diameter (_D_) overlying bedrock. A weak zone of thickness <EquationNoRef equation="\frac{3D}{4}" />
+thickness (_h_) above a subsurface void of diameter (_D_) overlying bedrock. A weak zone of thickness <EquationNoRef equation="\frac{3D}{4}" />
 overlying the rock surface is also shown in the figure, which is discussed in [Undrained Stability (Short-Term
 Conditions)](#undrained-stability-short-term-conditions).
 
@@ -52,7 +52,7 @@ The thickness (_h_) of the residual soil above the void at the rock surface is c
 where:
 
 > _H_ = embankment height above the rock contact  
-> _D_ = void diameter  
+> _D_ = void diameter
 
 Assuming no internal cavity pressure, the methodology compares a dimensionless stability number for a spherical void in residual soil overlying the
 rock surface for undrained (short-term) and drained (long-term) conditions to a critical dimensionless stability number. From the results of the
@@ -105,7 +105,7 @@ where:
 
 > &gamma; = unit weight of the residual clay soil  
 > _h_ = soil thickness above the void  
-> _c_ = undrained cohesion  
+> _c_ = undrained cohesion
 
 The critical dimensionless stability number for undrained (short-term) conditions as a function of <EquationNoRef equation="\frac{h}{D}" /> is portrayed
 as a stability chart in <FigReference figKey="figure-22" /> and is calculated using <EquationReference equationKey="equation-18" />.
@@ -114,9 +114,9 @@ as a stability chart in <FigReference figKey="figure-22" /> and is calculated us
 
 where:
 
-> _a_, _b_, _c_, and _d_ = constants (see <TableReference tableKey="table-2" />)  
+> _a_, _b_, _c_, and _d_ = constants (see <TableReference tableKey="table-2" />)
 >
-> <EquationNoRef equation="\frac{h}{D}" /> = ratio of the thickness of the residual soil above the void at the rock surface to void diameter  
+> <EquationNoRef equation="\frac{h}{D}" /> = ratio of the thickness of the residual soil above the void at the rock surface to void diameter
 
 To account for the inverted residual soil strength profile in the stability chart, <Citation citationKey="Drumm2009" /> also evaluated a weak zone of
 thickness <EquationNoRef equation="\frac{3D}{4}" /> overlying the rock surface with a reduced cohesion value (_c\*_). The inverted strength factor (_&alpha;_)
@@ -127,9 +127,9 @@ relating to the two cohesion values is calculated using <EquationReference equat
 where:
 
 > _c_ = undrained cohesion for the soil above the weak zone  
-> _c\*_ = reduced cohesion for the soil in the weak zone  
+> _c\*_ = reduced cohesion for the soil in the weak zone
 
-The values of the constants for undrained (short-term) conditions are shown in <TableReference tableKey="table-2" /> for values of _a_ equal
+The values of the constants for undrained (short-term) conditions are shown in <TableReference tableKey="table-2" /> for values of _&alpha;_ equal
 to 0.25, 0.5, and 1.0 and undrained angle of internal friction (&phi;) equal to zero. Intermediate values are linearly interpolated.
 
 <TableVertical
@@ -138,9 +138,9 @@ to 0.25, 0.5, and 1.0 and undrained angle of internal friction (&phi;) equal to
     [
       { value: <EquationNoRef equation="\alpha(\phi = 0^o)" />, rowSpan: 1, colSpan: 1 },
       { value: 'a', rowSpan: 1, colSpan: 1 },
-      { value: 'B', rowSpan: 1, colSpan: 1 },
-      { value: 'C', rowSpan: 1, colSpan: 1 },
-      { value: 'D', rowSpan: 1, colSpan: 1 },
+      { value: 'b', rowSpan: 1, colSpan: 1 },
+      { value: 'c', rowSpan: 1, colSpan: 1 },
+      { value: 'd', rowSpan: 1, colSpan: 1 },
       { value: <EquationNoRef equation="R^2" />, rowSpan: 1, colSpan: 1 },
     ],
   ]}
@@ -245,7 +245,7 @@ where:
 
 > &gamma; = unit weight of the residual clay soil  
 > _h_ = soil thickness above the void  
-> _c′_ = effective (drained) cohesion  
+> _c′_ = effective (drained) cohesion
 
 The critical dimensionless stability number for drained (long-term) conditions as a function of <EquationNoRef equation="\frac{h}{D}" /> is
 portrayed as a stability chart in <FigReference figKey="figure-22" /> and is calculated using <EquationReference equationKey="equation-26" />.
@@ -254,21 +254,21 @@ portrayed as a stability chart in <FigReference figKey="figure-22" /> and is cal
 
 where:
 
-> _a_, _b_, _c_, and _d_ = constants (see <TableReference tableKey="table-3" />)  
+> _a_, _b_, _c_, and _d_ = constants (see <TableReference tableKey="table-3" />)
 >
-> <EquationNoRef equation="\frac{h}{D}" /> = ratio of the thickness of the residual soil above the void at the rock surface to void diameter  
+> <EquationNoRef equation="\frac{h}{D}" /> = ratio of the thickness of the residual soil above the void at the rock surface to void diameter
 
 The values of the constants for drained (long-term) conditions are shown in <TableReference tableKey="table-3" /> for various values of effective
-(drained) angle of internal angle (_&phi;'_). Intermediate values are linearly interpolated.
+(drained) angle of internal friction (_&phi;'_). Intermediate values are linearly interpolated.
 
 <TableVertical
   tableKey="table-3"
   headers={[
     [
       { value: 'ɸ′ (deg)', rowSpan: 1, colSpan: 1 },
-      { value: 'A', rowSpan: 1, colSpan: 1 },
-      { value: 'B', rowSpan: 1, colSpan: 1 },
-      { value: 'C', rowSpan: 1, colSpan: 1 },
+      { value: 'a', rowSpan: 1, colSpan: 1 },
+      { value: 'b', rowSpan: 1, colSpan: 1 },
+      { value: 'c', rowSpan: 1, colSpan: 1 },
       { value: 'd', rowSpan: 1, colSpan: 1 },
       { value: <EquationNoRef equation="R^2" />, rowSpan: 1, colSpan: 1 },
     ],