
Culvert Design Process:

The following is a stepbystep culvert design procedure for a standard culvert
configuration, straight in profile and if multiple barrels are used, with barrels
that are parallel and of equal size.
Any of the configurations considered in the iterative process of design influences
a unique flow type. Each new iteration
requires a determination of whether there is inlet or outlet control.

1. Establish an initial trial size
You can pick the trial size at random or judiciously, based on experience. However,
one expedient is to assume inlet control as follows: Determine the maximum practical
rise of culvert (Dmax) and the maximum allowable headwater depth (HWmax). Determine
a trial head using the head equation below. Next use the area equation below (a
form of the orifice equation) to determine the required area, A, for the design
discharge, Q. This assumes an orifice coefficient of 0.5, which is reasonable for
initial estimates only.
h = HWmax â€“Dmax/2
Where:
h = allowable effective head (ft. or m)
HWmax = allowable headwater depth (ft.
or m)
Dmax = maximum conduit rise (ft. or m).
A = 0.45(Q/(h^0.5))
Where:
A = approximate crosssectional area required
(sq.ft. or m2)
Q = design discharge (cfs or m3/s).
Decide on the culvert shape:

For a box culvert, determine the required width, W, as A/Dmax. Round
W to the nearest value that yields a whole multiple of standard box widths. Divide
W by the largest standard span S for which W is a multiple. This yields the number
of barrels, N. At this point, the determination has been made that the initial trial
configuration will be N  S Dmax L.

For a circular pipe culvert, determine the ratio of area required
to maximum barrel area according to the equation below. Round this value to the
nearest whole number to get the required number of barrels, N. At this point, the
determination has been made that the initial trial size culvert will be N  D L
circular pipe.
4A/(3.14Dmax^2) <= N



2. Determine the design discharge per
barrel as Q/N
This assumes that all barrels are of equal size and parallel profiles with the same
invert elevations. The computations progress using one barrel with the appropriate
apportionment of flow.

3. Perform a hydraulic analysis of the trial configuration
For the trial configuration determine the inlet control headwater (HWic), (submerged inlet or
unsubmerged inlet), the outlet control headwater (HWoc) by calculating the
head, (square box, rectangular box,
arch pipe, round pipe,
oval pipe, or any other shape ) and then the
outlet control headwater, and
outlet velocity (vo). Inlet control in culverts occurs when the
culvert barrel is capable of conveying more flow than the inlet will accept.
Inlet control is possible when the culvert slope is hydraulically steep, (critical
depth, dc, > uniform depth, du, or normal depth, dn). Outlet control is
possible when the culvert barrel is not capable of conveying the flow that the inlet
opening will accept. Outlet control is likely only when the hydraulic gradeline
inside the culvert entrance exceeds critical depth. Therefore, outlet control
is most likely when the culvert is on a mild slope, (dn > dc). It is also
possible to experience outlet control with the culvert on a steep slope (dn <
dc), such that subcritical flow or full flow exists in the culvert. For the
design, the culvert designer can determine whether the culvert is under inlet or
outlet control, or the designer can be conservative and calculate the headwater
for both conditions and assume the headwater to the highest from either calculations.

4. Evaluate trial design
At this step in the design process, you have calculated a headwater and outlet velocity
for the design discharge passage through a trial culvert configuration.

If the calculated headwater is equal to or is not appreciably lower than the allowable
headwater, (an indication of culvert efficiency), the design is complete. A good
measure of efficiency is to compare the calculated headwater with the culvert depth
D. If the headwater is less than the depth, the configuration may not be efficient.

If the calculated headwater is considerably lower than the allowable headwater or
lower than the culvert depth D, a more economical configuration may be possible.
Choose the trial culvert configuration by reducing the number of barrels, span widths,
diameter, or other geometric or material changes. Repeat the calculations; go back
to step 2.

If the calculated headwater is equal to or is not appreciably lower than the allowed
headwater and the culvert is operating as inlet control, an improved inlet may be
in order.

If the calculated headwater is greater than the allowable headwater, change the
trial culvert configuration to increase capacity by adding barrels, widening spans,
and increasing diameter. Regardless of the changes made here, repeat the calculations
and go back to step 2.

If the operation is not inlet control, then the culvert geometry design is complete.

If the culvert is operating with inlet control, the possibility exists for improving
the entrance conditions with the aim of reducing the overall cost of the structure.
Investigate the design of a flared (or tapered) inlet and associated structure.

Because of the cost of the improved inlet, make a careful economic comparison between
the design with a normal entrance and the design with an improved inlet.

The culvert for which the calculated headwater is satisfactory may have an excessive
outlet velocity. The definition of an "excessive" outlet velocity is normally
an engineering judgment based on local conditions.

In comparison to adjusting the culvert barrel configuration, it is usually more
economical to provide riprap, sills, or a stilling basin at the outlet end to control
any excessive velocity.

Consider any required outlet control or protection device as part of the hydraulic
design. It is normal for a properly designed culvert to have an outlet velocity
that is greater than the natural stream velocity.

5. Develop a hydraulic performance curve
It may be desirable to develop a hydraulic performance curve for the culvert.
An overall hydraulic performance curve for the designed culvert indicates headwater
and outlet velocity characteristics for a wide range of discharges. Use the performance
curve to check other stormwater discharges.

For any culvert design, the minimum additional analysis required is typically the
application of the 100year discharge to the culvert. Consider the design complete
if the results of the headwater and outlet velocity represent an acceptable risk
and conform to the requirements of local authorities.

However, if any of the hydraulic characteristics are unacceptable, some adjustment
to the facility design may be in order. This is an analysis technique to define
risks of greater floods to help judge whether or not to accept the risks involved.
Evaluate other culvert performance risks. Identify and evaluate the potential for
increased impact associated with different flood conditions.
