Stormwater management

Cultivated land absorbs most of the rain that falls on it. Roofs, driveways and streets absorb almost none. When a field becomes a neighbourhood, the volume of runoff rises and, because water now flows quickly through gutters and pipes, the peak rate rises much more. Left unmanaged, that extra water floods downstream properties and, at Coulee Ridge, would scour the gully and threaten the coulee bank. Stormwater management is the design of the pipes, channels, ponds and landscape features that collect, convey, store and treat this runoff. Hydrology and hydraulics are taught in depth in civil engineering courses; this lesson covers what a land development designer must know to plan the system and check its size.

Minor and major systems

Urban drainage is designed as two systems working together. The minor system is the piped storm sewer, with catch basins in the gutters, sized for a frequent storm, commonly the 1:5 year event in Alberta cities. It keeps streets passable during ordinary rains. The major system is everything that carries water when the minor system is full: the streets themselves, overland routes between houses and walkways, and the pond. It is designed for a rare storm, usually the 1:100 year event, so that no house floods even when the pipes are overwhelmed. Lesson 6 traced the overland routes; this lesson sizes the flows and the storage.

The rational method

For small urban catchments, the peak flow is commonly estimated by the rational method. It assumes that the peak occurs when the whole catchment contributes, which happens when the storm lasts as long as the time of concentration, the time water takes to travel from the farthest point to the outlet. The rainfall intensity for that duration and return period is read from the intensity-duration-frequency curve for the area.

The runoff coefficient C is the fraction of rainfall that runs off. Cultivated land on clay till has a C of about 0.2; a single-detached neighbourhood about 0.45 to 0.55; pavement and roofs about 0.9. A composite C is the area-weighted average of its parts. Development raises C and shortens the time of concentration, and both raise the peak, because a shorter duration means a higher intensity. The method is simple and widely used for sizing pipes in catchments up to a few tens of hectares or about a hundred acres; larger systems and ponds are checked with hydrograph models.

Release criteria

Alberta's provincial stormwater guidelines and the standards for municipal storm drainage systems, applied through each city's design standards and the approvals for the outfall, require that development not increase the risk of flooding or erosion downstream and that it improve the quality of the runoff. In practice the city sets an allowable release rate for each watershed, often as a rate per hectare of development, and the pond must store whatever exceeds it in the design storm. This course uses 2.5 L/s per hectare as an illustrative release rate.

Quality matters as well as quantity. Runoff from streets carries sediment, oils, metals, salt and nutrients. The provincial guidelines expect stormwater facilities to remove a large share of the suspended sediment before discharge, and wet ponds with a permanent pool and a forebay are the usual way to do it. At Coulee Ridge the discharge goes down the coulee to the river, so both erosion at the outfall and sediment in the water matter.

Sizing the pond

The storage a pond needs is the difference between the volume that arrives and the volume that leaves during the design storm. The modified rational method gives a simple estimate. For a series of storm durations, it computes the inflow volume as the post-development peak for that duration times the duration, and the outflow volume as the allowable release times the duration. The storm duration that gives the largest difference is the critical duration, and that difference is the storage needed. Longer storms have lower intensities but more volume, so the critical duration is often much longer than the time of concentration when the release rate is small.

# Rational method peaks and modified rational pond storage (SI)
A = 24.6                     # catchment area, ha
C_pre, C_post = 0.20, 0.50   # runoff coefficients before and after development
tc_pre, tc_post = 38.0, 18.0 # times of concentration, min
def i100(t):                 # illustrative 1:100 year IDF curve, mm/h
    return 1650 / (t + 9.5) ** 0.85
def i5(t):                   # illustrative 1:5 year IDF curve, mm/h
    return 820 / (t + 8.0) ** 0.85
def Q(C, i, A): return C * i * A / 360     # m3/s
for name, f in (("1:5 year", i5), ("1:100 year", i100)):
    print(f"{name:10} pre {Q(C_pre, f(tc_pre), A):5.2f} m3/s   post {Q(C_post, f(tc_post), A):5.2f} m3/s")
release = 2.5 * A / 1000     # allowable release, 2.5 L/s per ha in this course
print(f"allowable release {release * 1000:.0f} L/s")
best = (0, 0)
for t in range(10, 24 * 60, 5):
    inflow = Q(C_post, i100(t), A) * t * 60          # volume in during a storm of length t
    outflow = release * t * 60                        # constant release (conservative)
    if inflow - outflow > best[0]:
        best = (inflow - outflow, t)
print(f"storage needed {best[0]:,.0f} m3 for a {best[1]} min storm")
depth = 1.5
print(f"live storage depth {depth} m -> pond area at the water line about {best[0] / depth / 10000:.2f} ha")

1:5 year   pre  0.43 m3/s   post  1.76 m3/s
1:100 year pre  0.85 m3/s   post  3.37 m3/s
allowable release 62 L/s
storage needed 6,672 m3 for a 375 min storm
live storage depth 1.5 m -> pond area at the water line about 0.44 ha

Development quadruples the peaks: the 1:100 year peak rises from 0.85 to 3.37 m³/s. With a release of only 62 L/s, the critical storm is long, about six hours, and the pond must hold about 6,700 m³ above its normal water level. At a live storage depth of 1.5 m that needs roughly 0.45 ha of water surface at the top of the active storage. The pond lot in the land budget is 1.45 ha because a wet pond also needs its permanent pool, a forebay to trap sediment, side slopes of 5:1 or flatter at the water's edge for safety, freeboard, a maintenance access road and a buffer to the nearest lots.

Outlets and controls

The release is controlled by an outlet structure, usually an orifice plate or a small pipe at the bottom of a manhole, sized so that at the maximum water level it passes no more than the allowable rate. Above the active storage, an emergency spillway carries flows from storms larger than the design storm safely past the pond without overtopping its berm. The outlet pipe then carries the water to the outfall, here down the coulee, where it must be protected from erosion with riprap or a drop structure. Outfalls in steep coulees are among the most delicate structures in a prairie subdivision.

Designing the pipes

The storm sewer network is designed reach by reach from the top of each catchment down to the pond. For each inlet, the engineer finds the area draining to it, its composite runoff coefficient and the time of concentration to that point, which grows downstream as the travel time in the pipes is added. The rational method gives the design flow at each point, and Manning's equation gives the pipe size and slope that carry it flowing full, with velocities high enough to keep sediment moving but not so high that they damage the pipe. The hydraulic grade line, the level the water would rise to in each manhole, is then checked against the pond's maximum water level, because a full pond backs water up the pipes. If the grade line rises above the catch basin grates in the lowest street, the pipes or the pond must change.

Catch basins are spaced along the gutters so that the spread of water across the pavement stays within the city's limit in the minor storm, and at every sag. Their leads to the main need enough cover to stay out of frost and enough slope to drain. The survey supports all of this: the street profiles and gutter grades come from Leah's design surfaces, and every catch basin, manhole and pipe end will be staked by Grant's crew and surveyed again as built.

Snowmelt, frozen ground and prairie storms

Prairie drainage has seasonal quirks. Many of the largest runoff events come not from summer thunderstorms but from spring snowmelt, sometimes with rain, on ground that is still frozen and absorbs nothing. Catch basins can be blocked by ice and snow, so overland routes carry more of the flow than the design storm suggests. Ponds may still be frozen when melt begins, and their outlets can be iced shut. Designers in the region therefore check ponds for a spring melt volume as well as for the summer design storm, keep outlet structures accessible for clearing, and avoid sags in streets where meltwater would freeze into ice sheets. Summer convective storms, on the other hand, can be very intense over small areas, which is exactly what the rational method's short durations are meant to capture.

Ponds as public places

A stormwater pond in a neighbourhood is also a park feature, and it must be safe. Side slopes near the water's edge are kept gentle, often 5 horizontal to 1 vertical or flatter for a bench around the normal water level, so that anyone who slips in can walk out. Signs warn that water levels rise quickly in storms. Native planting around the edge filters runoff, discourages geese and looks better than mown grass to the water. The city takes over the pond after a maintenance period and will dredge its forebay every several years, so the design includes an access road and a place to dewater sediment.

Low impact development

Ponds deal with the effects of runoff at the end of the pipe. Low impact development tries to reduce runoff at its source by letting more water soak in or evaporate where it falls: deeper topsoil on lots, roof leaders draining to lawns rather than driveways, bioretention cells in boulevards and parks, permeable pavement in lanes and parking areas, and swales instead of pipes where grades allow. On the prairies, clay soils, frozen ground in spring and the risk of wetting slopes near coulees limit infiltration, so these measures usually supplement rather than replace a pond. At Coulee Ridge the team specifies 300 mm of topsoil on lots and a bioretention strip in the collector's median, and avoids any infiltration within the geotechnical setback.

Coulee Geomatics: the stormwater plan

Brightwater's stormwater report is the engineering heart of the application, but the survey feeds it at every step: the drainage areas come from Ines's terrain model, the pond volumes from Leah's grading surfaces, the outfall route from Grant's survey of the coulee draw, and the pond lot boundary from the layout. When the city asks for the pond to be moved 10 m west to keep it out of the setback, Leah regrades the pond in an afternoon and Theo reruns the storage check; the pond loses a little volume and Sunil deepens it by 0.1 m to compensate.