# Curb cuts

(diff) ← Older revision | Latest revision (diff) | Newer revision → (diff)

## Overview

Curb cuts are a form of LID/BMP inlet. They include a variety of modified curbs and spillways.
They are well suited to retrofit scenarios and to collect runoff from catchments with relatively gentle longitudinal slope, and/or a greater cross slope. This might be the local topography of a parking lot or a piece of parkland?

As this inlet width is directly proportional to longitudinal slope; the required curb cut width increases rapidly on steeper roads.
Standard width (450 mm), as included in OPSD drawings should be compared to and modified for the flow requirements of the practice.

The OPSD collection of standard drawings for curb cuts include
Flow direction From asphalt catchment From concrete catchment From either asphalt or concrete catchment
30 - 45 deg 605.020  605.010  605.040 Asphalt Spillways 
90 deg 604.020  604.010  605.040 Asphalt Spillways 

## Sizing

To completely capture linear flow travelling along a gutter perpendicular to a curb inlet, the inlet must be of width: $W_{T}=0.817Q^{0.42}S_{0}^{0.3}\left({\frac {1}{nS_{x}}}\right)^{0.6}$ Where:

• WT is the total width of inlet for complete capture (m),
• Q is the design flow perpendicular to the inlet (m3/s)
• S0 is the longitudinal slope ratio
• n is Manning's 'n' (between 0.012 and 0.016 for concrete, depending on surface treatment), and
• Sx is the cross slope ratio (typically between 0.015 and 0.04)

The value obtained for total inlet width (WT) can then be divided by the chosen number of inlets to determine the required width of each individual curb cut inlet. Curb cut inlets draining roadways should be a minimum of 0.45 m in width and are typically no wider than 1.5 m. The chosen number of inlets may be adjusted up or down to ensure individual inlet widths are within this range.

Where the available space for curb cuts is constrained and a greater flow into the BMP is desired, the effective cross slope (Sx) may be increased by adding a depressed concrete apron.

Where the intention is to capture only a portion of flow from the design storm event, the proportion of flow entering the curb inlet under such conditions may be calculated: $R_{c}=1-\left(1-{\frac {W}{W_{T}}}\right)^{1.8}$ Where:

• Rc is the proportion of flow entering the curb cut, and
• W is the available curb cut width (m)

## Example

Three (3) curb cut inlets of 1 m width each, representing a total curb cut width of 3 m, are proposed for an offline bioretention cell receiving runoff from an adjacent roadway. The gutter and the curb are made from smooth concrete with Manning's 'n' = 0.013. The cross slope ratio is 3% and the longitudinal slope of the road is 2%. The 1 in 25 year design storm produces a peak flow of 0.08 m3/s from the road drainage area.

The total width of curb cut inlets required to capture 100% of this flow is: $W_{T}=0.817\times (0.08)^{0.42}\times (0.02)^{0.3}\left({\frac {1}{0.013\times 0.03}}\right)^{0.6}=9.71\ m$ The proportion of water entering the bioretention cell under peak flow conditions during the design storm event would be: $R_{c}=1-\left(1-{\frac {3}{9.71}}\right)^{1.8}=0.48$ So only 48% of the 0.08 m3/s (i.e. 0.038 m3/s) would enter the bioretention cell through the inlets as designed.