Caltrans Highway Design Manual

Commonly accepted values for Manning’s roughness coefficient are provided in Table 866.3A. The tabulated values take into account deterioration of the channel lining surface, distortion of the grade line due to unequal settlement, construction joints and normal surface irregularities. These average values should be modified to satisfy any foreseeable abnormal conditions (Reference: Caltrans Highway Design Manual Index 866.3(3)).

Table 866.3A Average Values for Manning’s n
Type of Channel n value
Unlined Channels:
Clay Loam 0.023
Sand 0.020
Gravel 0.030
Rock 0.040
Lined Channels:
Portland Cement Concrete 0.014
Sand 0.020
Gravel 0.030
Rock 0.040
Lined Channels:
Portland Cement Concrete 0.014
Air Blown Mortar (troweled) 0.012
Air Blown Mortar (untroweled) 0.016
Air Blown Mortar (roughened) 0.025
Asphalt Concrete 0.016 – 0.018
Sacked Concrete 0.025
Pavement and Gutters:
Portland Cement Concrete 0.013 – 0.015
Hot Mix Asphalt Concrete 0.016 – 0.018
Depressed Medians:
Earth (without growth) 0.016 – 0.025
Earth (with growth) 0.05
Gravel (d50 = 1 in. flow depth < 6 in.) 0.040
Gravel (d50 = 2 in. flow depth < 6 in.) 0.056
NOTES:
For additional values of n, see HEC No. 15, Tables 2.1 and 2.2, and “Introduction to Highway Hydraulics”, Hydraulic Design Series No. 4, FHWA Table 14. (No such table. Table B-2 provides n values.)

HEC-15

Section 2.1.3 Resistance to Flow

For rigid channel lining types, Manning’s roughness coefficient, n, is approximately constant. However, for very shallow flows the roughness coefficient will increase slightly. (Very shallow is defined where the height of the roughness is about one-tenth of the flow depth or more.)

For a riprap lining, the flow depth in small channels may be only a few times greater than the diameter of the mean riprap size. In this case, use of a constant n value is not acceptable and consideration of the shallow flow depth should be made by using a higher n value.

Tables 2.1 and 2.2 provide typical examples of n values of various lining materials. Table 2.1 summarizes linings for which the n value is dependent on flow depth as well as the specific properties of the material. Values for rolled erosion control products (RECPs) are presented to give a rough estimate of roughness for the three different classes of products. Although there is a wide range of RECPs available, jute net, curled wood mat, and synthetic mat are examples of open-weave textiles, erosion control blankets, and turf reinforcement mats, respectively. Chapter 5 contains more detail on roughness for RECPs.

Table 2.2 presents typical values for the stone linings: riprap, cobbles, and gravels. These are highly depth-dependent for roadside channel applications. More in-depth lining-specific information on roughness is provided in Chapter 6. Roughness guidance for vegetative and gabion mattress linings is in Chapters 4 and 7, respectively.

Table 2.1. Typical Roughness Coefficients for Selected Linings
Manning’s n1
Lining Category2 Lining Type Maximum Typical Minimum
Rigid Concrete 0.015 0.013 0.011
Grouted Riprap 0.040 0.030 0.028
Stone Masonry 0.042 0.032 0.030
Soil Cement 0.025 0.022 0.020
Asphalt 0.018 0.016 0.016
Unlined Bare Soil 0.025 0.020 0.016
Rock Cut (smooth, uniform) 0.045 0.035 0.025
RECP Open-weave textile 0.028 0.025 0.022
Erosion control blankets 0.045 0.035 0.028
Turf reinforement mat 0.036 0.030 0.024
1Based on data from Kouwen, et al. (1980), Cox, et al. (1970), McWhorter, et al. (1968) and Thibodeaux (1968).
2Minimum value accounts for grain roughness. Typical and maximum values incorporate varying degrees of form roughness.

Table 2.2. Typical Roughness Coefficients for Riprap, Cobble, and Gravel Linings
Manning’s n for Selected Flow Depths1
Lining Category Lining Type 0.15 m (0.5 ft) 0.50 m (1.6 ft) 1.0 m (3.3 ft)
Gravel Mulch D50 = 25 mm (1 in.) 0.040 0.033 0.031
D50 = 50 mm (2 in.) 0.056 0.042 0.038
Cobbles D50 = 0.1 m (0.33 ft) 2 0.055 0.047
Rock Riprap D50 = 0.15 m (0.5 ft) 2 0.069 0.056
D50 = 0.1 m (0.33 ft) 2 2 0.080
1Based on Equation 6.1 (Blodgett and McConaughy, 1985). Manning’s n estimated assuming a trapezoidal channel with 1:3 side slopes and 0.6 m (2 ft) bottom width.
2Shallow relative depth (average depth to D50 ratio less than 1.5) requires use of Equation 6.2 (Bathurst, et al., 1981) and is slope-dependent. See Section 6.1.

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