constructed wetlands final project report with final edits 4-27-11 (1)

Rick Hollander

Noah Posthuma

Arturo Roberto Huesca Santos

Final Project Report

NRE 501: Constructed Wetlands

Professor Christopher Ellis

School of Natural Resources and Environment

University of Michigan

April 27, 2011

Constructed Stormwater Pocket Wetland System for Site 5 – Botanical Gardens North

1

Acknowledgments

We would like to acknowledge the considerable time, attention to detail and remarkable

clarity of communication offered by Professor Christopher Ellis in advising on constructed

wetland design solutions, and providing invaluable insights and information on resources,

including a suggested a tour of the infiltration swale at West Park in Ann Arbor, and a guided

tour of the extended detention stormwater wetland in Doyle Park, Ann Arbor. In addition, the

course lectures and reading list for NRE 501 – Constructed Wetlands provided the knowledge

base for the entire project.

2

Executive Summary

This report describes a stormwater constructed wetland project designed to treat runoff

for a 2-year storm in the Botanical Gardens North catchment area in Ann Arbor, Michigan. The

catchment size and configuration posed design challenges, as well as an opportunity, to create a

pocket wetland treatment train that accomplished the required treatment of the desired water

quality volume, WQv, while also allowing for a sufficient dewatering time. Such dewatering

time needed to provide for both adequate residence time for runoff to be treated as well as

sequentially lengthening inundation periods for which wetland plants could be selected that best

met environmental constraints. Finally, the selection of wetland plants, and other physical

design characteristics of the engineered solution – a four-cell pocket wetland – were chosen,

along with a maintenance plan, to provide an important amenity for the surrounding community,

ensuring support for eventual wetland construction and ongoing maintenance. Further analysis

should be conducted to determine the feasibility of creating an offline wetland structure within

the catchment in order to avoid the cost and administrative complexity of obtaining required

permits and constructing wetland mitigation for the existing stream/wetland in the catchment.

3

Table of Contents

Introduction……………………………………………………………….6

Description of the catchment……………………………………………..8

Modelling WQv…....................................................................................16

Estimation of contaminant loading and removal…………………………24

Master plan………………………………………………………………..26

Plant schedule……………………………………………………………..36

Conclusions……………………………………………………………….40

References…………………………………………………………………42

Appendices………………………………………………………………...43

4

Lists of Figures, Maps, Tables, Exhibits

Figures 1 and 2: Commercial Area in the Upper Part of the Catchment (Domino’s Headquarters) and Infiltration Pond for Domino’s Parking Lot………………………………………….11

Figures 3 and 4: Upper Part of the Catchment with Stump-Sprouted Deciduous Forest Growth (American Elms), and an Artificial Pond Surrounded by Scots Pine (Pinus sylvestris)…..12

Figures 5 and 6: Upper Part of the Catchment Showing Riverine Forest (Poplars and Elms) at Plymouth Road Intersection (with Earthen Embankment Sloping Down from Plymouth Road Shoulder in Foreground in Left Picture)……………………………………………………13

Figures 7 and 8: Middle Area of Catchment (South of Plymouth Road) Showing Permanent Water Flow and Pasture Land…………………………………………………………………14

Figure 9: Lower Part of Catchment; Single-Family Residential Developments Are Present On Either Sides of the Creek……………………………………………………………………..14

Figure 10: Single-Family Residential Development in Lower Part of Catchment…………..15

Figure 11: Catchment Outlet at Dixboro Road………………………………………………15

Figure 12: Catchment Plan View with Contour Lines……………………………………….17

Figure 13: Catchment Lateral View with Contour Lines……………………………………..17

Figure 14: Plan View of Four-Cell, Pocket Wetland, Situated Within the Catchment……….28

Figure 15: Designing Pocket Wetland 1………………………………………………………30

Figure 16: Designing Pocket Wetland 2………………………………………………………30

Figure 17: Designing Pocket Wetland 3……………………………………………………….31

Figure 18: Designing Pocket Wetland 4……………………………………………………….31

Figure 19: Pocket Wetland 1 Diagram…………………………………………………………32

Figure 20: Pocket Wetland 2 Diagram………………………………………………………….33

Figure 21: Pocket Wetland 3 Diagram…………………………………………………………..34

Figure 22: Pocket Wetland 4 Diagram…………………………………………………………..35

Figure 23: Plant species selected for aesthetic value (Iris versicolor)……………………….36

Figure 24: Peltandra virginica. Rhizomatous plant suitable for wildlife food and cover……37

Figure 25: Eutrophication problems…………………………………………………………..37

Figure 26: Cattail (Typha latifolia), for Nitrogen, Nitrate, Ammonia and Phosphate ……….38

5

Map 1: Catchment Location in Ann Arbor…………………………………………………8

Map 2: Catchment Area Land Use Types. …………………………………………………9

Map 3: Catchment Area by Hydrological Soil Types, A-D………………………………..10

Exhibit 1: Win TR-55 Data description ……………………………………………………18

Exhibit 2: Hydrograph for 2-year storm for Pocket Wetland Storm Water Constructed Wetland with 6-Inch Diameter Pipe…………………………………………………………………..21

Exhibit 3: Hydrograph for 2-year storm for Pocket Wetland Storm Water Constructed Wetland with 8-Inch Diameter Pipe. ………………………………………………………………….22

Exhibit 4: Hydrograph for 2-year storm for Pocket Wetland Storm Water Constructed Wetland with 10-Inch Diameter Pipe. …………………………………………………………………23

Exhibit 5: TR-55 Model Run for 2-Year Storm for Calculation of WQv, Peak Flow Time, and Dewatering Time for Pocket Wetland Structure with 8-inch Diameter Outlet Pipe. …………………………….43

Table 1: Time of Concentration Details…………………………………………………….19

Table 2: Estimation of Contaminant Loading……………………………………………….24

Table 3: Estimation of Contaminant Removal……………………………………………… 25

Table 4: Stormwater treatment control and practices………………………………………..26

Table 5: Pond Vegetation at Various Depths ……………………………………………….37

Table 6: Species for Lower and Upper Marsh Zones, and Buffer Zone ……………………39

6

Introduction

The unique challenges and characteristics of the catchment include a long, but narrow,

catchment area, with a relatively steeply sloped catchment width, but also a low gradient of

catchment/channel length. The catchment configuration constrains the size of the treatment

structure. Moreover, the source of channel flow, as described more fully in the Master Plan

section, is primarily groundwater. These two constraints – physical configuration and water

source – are ideally suited for a treatment train, consisting of a series of pocket wetlands (C.

Campbell and M. Ogden 1999).

In addition to management of stormwater flow and avoidance of flooding, the constructed

wetland design and plant schedule must also provide for contaminant removal from runoff for

not only existing development in the catchment, but also future development in the catchment.

56% of the area is largely undeveloped, mostly forested, land.

Another major category of goals for the constructed wetland centers on providing an

amenity for the surrounding community, which not only increases property values for

landowners in and around the catchment, but also provides for high aesthetic values as well as

habitat to attract birds and wildlife. Objectives that can achieve the “amenity” goal would

include incorporating: ornamental plants into the wetland design, plants that provide for food

and cover for animals, plants that oxygenate water but inhibit algal growth, and plants that attract

wildlife which will keep mosquito populations under control, given the proximity of residential

development to the constructed wetland (C. Campbell and M. Ogden 1999). By having the

constructed wetland be an amenity for the community, and not just an engineering solutions for

stormwater treatment, there will be continued community support for developing the wetland

7

master plan and providing for ongoing maintenance. Ongoing maintenance could incorporate

educational components, as well as local residents volunteering for maintenance work.

A final, major goal will be designing the wetland for safety, which can be achieved by

including design features, such as safety benches and appropriate slopes for pool edges, as well

having a thorough, ongoing maintenance plan (C. Campbell and M. Ogden 1999).

Description of the Catchment

The project is a suburban catchment in northeast Ann Arbor, Michigan. The total surface

of the catchment is 264 acres articulated around a forested creek that starts at Domino’s

corporate headquarters, draining towards Dixboro Road into a relatively flat marsh system. The

marsh system ultimately drains into the Huron River.

Map 1: Catchment Location in Ann Arbor. Source: Washtenaw County.

8

Map 2: Catchment Area Land Use Types. Source: Washtenaw County.

9

Map 3: Catchment Area by Hydrological Soil Types, A-D. Source: Washtenaw County.

Note that Washtenaw County GIS data indicated that soil types B and D, which also

contain roads with impervious, paved surfaces, were classified as “B/D” and “A/D,”

respectively.

10

Land cover for 56% of the catchment is predominantly irregular deciduous forest with

some Scots pine trees in the upper part of the catchment, and a riverine forest on both sides of a

creek with permanent water flow. Vegetative regeneration from root and stump sprouts appears

in some areas, generating a very dense and old forest structure. This regeneration has likely

happened as a result of human disturbance, such as wild fires and fuel wood harvesting in past

decades. Other areas of the forest have a more conventional regular structure with the presence

of seedlings, saplings and mature trees – mostly deciduous species, with Scots pines scattered

throughout. Lack of silvicultural practices, such as thinning in the forest or maintenance pruning

on both sides of gravel roads to prevent forest fires may reduce resilience of these very disturbed

woods.

Figures 1 and 2: Commercial Area in the Upper Part of the Catchment (Domino’s Headquarters)

and Infiltration Pond for Domino’s Parking Lot

11

Figures 3 and 4: Upper Part of the Catchment with Stump-Sprouted Deciduous Forest Growth

(American Elms), and an Artificial Pond Surrounded by Scots Pine (Pinus sylvestris).

Figures 5 and 6: Upper Part of the Catchment Showing Riverine Forest (Poplars and Elms) at

Plymouth Road Intersection (with Earthen Embankment Sloping Down from Plymouth Road

Shoulder in Foreground in Left Picture).

12

Figures 7 and 8: Middle Area of Catchment (South of Plymouth Road) Showing Permanent

Water Flow and Pasture Land

The understory is very dense where the slope exposition is to the west or southwest, and

these forest areas are very difficult to walk through. Invasive species are also present throughout

these areas. Pasture is also present at the western side of the creek, mainly colonizing disturbed

soil after a sewage line had been installed, which runs roughly parallel to the creek, and services

either Domino’s headquarters or University of Michigan facilities. Despite being covered by

herbs and other grasses, some erosion in the form of gullies is present on this disturbed site.

The hydrological soil group under forest cover is mostly type B, but 7% of the forested

cover consists of type A soils, which contain the riverine forests. The dominant tree species in

the upper part of the catchment are Scots pine (Pinus sylvestris) and American elm (Ulmus

americana), which form a dense canopy, with 100% of soil covered by tree canopies. Natural

succession is occurring in gaps caused by the falling of dead trees, mainly Scots pine, which are

infected by a nematode. Other conifer species growing in the site include: eastern red cedar

13

(Juniperus virginiana), Norway spruce (Picea abies), white spruce (Picea glauca) and green

spruce (Picea pungens). Apparently no forestry activities are carried out in the area and

colonization of forest gaps is the only method of forest regeneration. There is no major erosion

apparent in the upper part of the catchment (north of Plymouth Road); however, some severe

erosive channels or gullies were present in the earthen embankment sloping down from

Plymouth Road down to the creek.

The remaining 44% of the catchment area is commercial, streets and roads, and

residential single-family development (which contain approximately quarter-acre lot sizes).

Commercial areas cover 9% of total surface (24 acres), and consist chiefly of parking lots for

Domino’s corporate headquarters in the upper part of the catchment, as well as a University of

Michigan Computer Services facility. Streets and roads cover almost 7% of the catchment (19

acres), and residential single-family development in the lower part of the catchment covers 27%

of the total surface. All of these land uses areas contain primarily hydrological type-B soils.

Figure 9: Lower Part of Catchment; Single-Family Residential Developments Are Present On

Either Sides of the Creek.

14

Figure 10: Single-Family Residential Development in Lower Part of Catchment.

Figure 11: Catchment Outlet at Dixboro Road.

15

Modeling WQv

TR-55 was used to model WQv and generate hydrographs. Hydrographs for a 2-year

storm for the chosen design, a four-cell stormwater constructed pocket wetland (see Master Plan

section below for design details), for three different scenarios for outlet pipe diameter are

presented in Exhibits 1 to 4, and Table 1, respectively. Peak flow occurs within 12-14 hours.

The total surface area of the four-cell pocket wetland is 10.045 acres. With an average water

depth over this surface area of 1 foot, WQv is 10.045 acre-feet of water.

The summary statistics for the catchment, including area of each land use sub-area,

runoff curve number by land use type, catchment time of concentration (Tc), and rainfall depth

for a 2-year storm for this catchment are presented in Exhibit 1. Note, the total catchment area is

264 acres, or 0.413 square miles, and the average runoff depth of the 2-year storm is 0.452

inches. The residential component of the catchment consists of 72 acres, with a density of 0.25

acre lot sizes. The commercial component is 24 acres, which includes the Domino’s corporate

headquarters buildings and parking lots, University of Michigan-owned commercial buildings

and parking lots, and a private, non-University-affiliated grammar/high school. The third

component, roads and streets, includes Plymouth Road and Dixboro Road, covering 19 acres.

The fourth component, the largest, is open space of 149 acres, with forest covering an area equal

to 56% of the total catchment space, and the balance being grass-covered fields.

Table 1 provides time of concentration details, including the length of the flow path from

the top of the catchment to the outlet, the length of each segment of the path by flow type, the

path slope by flow type, the Manning’s coefficient by flow type, and Tc by path segment, along

with details of the channel portion of the flow path. The total channel length is 7,547 feet, with a

16

small gradient from the upper catchment to the outlet of approximately 110 feet. Figure 12

provides a plan view of the catchment with 2 foot contour lines outlining the channel path.

Figure 13 provides a lateral view of the catchment with contour lines, indicated the relatively

steep slope of the catchment width, and the shallow slope of the catchment length.

Figure 12 Catchment Plan View with Contour Lines

Figure 13 Catchment Lateral View with Contour Lines

17

Exhibit 1 Win TR-55 Data description. Source: TR-55

WinTR-55 Current Data Description

--- Sub-Area Data ---

Name Description Reach Area(ac) Runoff Tc (hrs)

Curve

Number

---------------------------------------------------------------------------------------

Open Space (grass and Wetland 148.85 59

forest cover)

Commercial Wetland 23.84 92

Streets (paved and gravel) Wetland 19.17 95

Residential (0.25 acre Wetland 72.14 75

density)

Total area: 264 (ac) 1.764

Exhibit 1 continued

--- Storm Data --

Rainfall Depth by Rainfall Return Period

2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr

(in) (in) (in) (in) (in) (in)

--------------------------------------------------------------------------------

2.26 2.75 3.13 3.6 3.98 4.36

18

Table 1. Time of Concentration Details. Source: TR-55

Path Flow Type

Length (ft)

Slope (ft/ft)

Surface Manning’s Coeff.

n

Area (ft2)

Wetted Perimeter

(ft)

Velocity (f/s)

Tc (hrs)

Sheet 100 0.0010 Grass 0.41 1.440Shallow Concentrated

888 0.0427 Unpaved, forest

0.074

Channel 6,559 0.0156 0.022 4.00 5.00 7.288 0.250Total 7,547 1.1884 1.764

Exhibits 2 to 4 present hydrographs and the TR-55 model run (the model run is contained

in the Appendix) to calculate for the 2-year storm for the pocket wetland structure: WQv, peak

flow time, and the time to de-water. The peak flow time is approximately 13 hours, and the

pocket wetland substantially de-waters in 48 hours, with total de-watering within 70 hours.

Three outlet pipe diameters were analyzed: a 6-inch, 8-inch and 10-inch. The desired de-

watering time is 48 hours, so that the constructed wetland has a storm water residence time that

is sufficient for contaminant removal, yet not so long as to kill wetland plants. The 8-inch

diameter outlet pipe was selected, in order to achieve a 48-hour dewatering time, which balances

the need for water treatment against the risk of financial loss associated damaging wetland

plants.

Note that a modeling simplification was used in TR-55 to model the dewatering time of

the constructed pocket wetland. As described more fully in the Master Plan section below, the

constructed wetland consists of a series of 4 pocket wetlands that are linked in a treatment train

along the channel area of the catchment to the outlet. The overall treatment structure would be

modeled in TR-55 as 4 sub-catchments, each one feeding into a pocket wetland cell (sub-

structure), which is connected by a reach to the next cell in the treatment train. Because runoff

flows sequentially from one sub-catchment cell to the next, the residence time of runoff increases

19

in length going from the first cell to the next, with the fourth cell (connected to the outlet) having

the longest residence time (in other words, each cell has a different hydrograph). This increasing

residence time for the water (or dewatering time) in each sequential pocket wetland cell would

result in a different plant schedule for each cell, based upon tolerance for inundation and ability

to remove contaminants during inundation. However, the analysis in this report is based on a

modeling short-cut or simplification, in which a single catchment and treatment cell (ie, one sub-

structure) is modeled in TR-55, and connected to the outlet. The overall dewatering time for the

treatment train of 4 cells should not differ materially from the dewatering time for the single cell.

20

Exhibit 2. Hydrograph for 2-year storm for Pocket Wetland Storm Water Constructed Wetland

with 6-Inch Diameter Pipe. Source: TR-55.

21

Exhibit 3. Hydrograph for 2-year storm for Pocket Wetland Storm Water Constructed Wetland with 8-Inch Diameter Pipe. Source: TR-55.

22

Exhibit 4. Hydrograph for 2-year storm for Pocket Wetland Storm Water Constructed Wetland with 10-Inch Diameter Pipe. Source: TR-55.

23

Estimation of Contaminant Loading and Removal

Table 2: Estimation of Contaminant Loading

Sources for loading calculations: Claytor and Schueler (1996), Steuer et al. (1997), Bannerman 1993), Caraco (2001), Camp et al. (2004), Marsh (2010).

LOADING

Land Use Acres Phosphorus Loading Nitrogen Loading TSS Loading

pounds per acre per year per land use

pounds per acre per year per land use

tons per acre per

yearpounds per year

pounds per year

tons per year

Residential

0.5 units/acre 0.8 6.2 0.09

1 units/acre 0.8 6.7 0.11

2 units/acre 0.9 7.7 0.14

10 units/acre** 72.144 1.5 108.216 12.1 872.942 0.27 19.479

Commercial 23.84 0.7 16.69 7.1 169.264 0.08 1.907

Industrial 0.7 9.5 0.15

Roads 19.17 0.8 15.336 7 134.19 0.14 2.684

Ag/Pasture 0.7 12.4 0.15

Forest 148.846 0.2 29.769 5.5 818.653 0.05 7.4423

Total 264.0 170.0 1,995.1 31.5

____________________

24

** Note lot sizes for residential units were estimated as 0.25 acres/unit; thus, assuming 10 units/acre or 0.10 acre lot sizes is conservative (ie, overestimates contaminant loading for purposes of designing phytoremediating plant schedule).

Table 3: Estimation of Contaminant Removal

For pocket wetland system for phosphorus, nitrogen, and TSS (based upon Table 14.3 below (J. Randolph 2004))

REMOVAL

Phosphorus Nitrogen TSS

pounds per acre per

year

pounds per acre per year

Tons per acre per

year

96.9 877.8 18.0

25

Table 4: Table 14.3 (J. Randolph 2004)

26

Master Plan

As indicated in the Introduction section, the unique features and challenges of the catchment

include the fact that it is quite long, but also narrow and with a steeply sloped width. These

physical characteristics constrain the size of the treatment cells, and require a treatment train of

pocket wetlands, which would have the following benefits:

occupy less surface area than extended detention wetlands, pond/wetlands or a shallow

marsh system (C. Campbell and M. Ogden 1999); and,

are ideal where a high water table or groundwater maintains the wetland pools

(Maryland Department of the Environment 2009).

Visual inspection of the “headwaters” of the upper catchment confirmed that neither a pond,

stream, river, nor other above-ground body of water was the source of the channel flow in the

catchment. Instead, at the very top of the catchment, water, rather audibly, was found to be

rushing from underground, and a stream was daylighting. Hence the source of the channel flow

was confirmed to be groundwater, which is ideally-suited for a pocket constructed wetland

(Maryland Department of the Environment 2009). Furthermore, because of the restrictions on

space, and in order to take advantage of the existing contour lines, a treatment train of pocket

wetlands was used to treat the full WQv, as shown in Figure 14 below. In addition, because the

goals of the stormwater wetland include removing contaminants from runoff from both existing

commercial and residential development in the catchment, as well future additional development,

a treatment train rather than a single-cell system was chosen.

27

Figure 14. Plan View of Four-Cell, Pocket Wetland, Situated Within the Catchment

As illustrated in Figures 15 to 18, the existing contour lines were used to bound the 4

pocket wetland cells. In cells 1, 3 and 4, contour lines were connected to form embankments to

bound the cells, where existing contour lines formed polygons that were too long. Following the

upper end of the suggested range for pocket wetlands identified by Campbell and Ogden, the

total surface area of the 4 pocket wetlands was capped at approximately 10 acres. Since the

WQv for the 2-year storm was calculated using TR-55 to be approximately 10 acre-feet, the

average water depth of the 4 pockets wetlands, inclusive of sediment forebays, micropools, and

high/low marsh, is 1 foot. The Maryland Department of Environment Stormwater Design

Manual was used as the guide for designing the 4 pocket wetlands, including the following

elements in each cell: sediment forebay and micropool, high marsh and low marsh zones, a

28

buffer surrounding each cell, safety bench surrounding each cell as well as the forebay and

micropool, barrel riser with trash rack in micropool, use of a broad-crested weir on the

embankment, use of a stable inflow and outflow, maintenance access, and use of a vegetated

swales (W. Marsh 2010) as the reach connecting each pocket wetland. Vegetated swales are

used to maximize infiltration (Maryland Department of the Environment 2009).

The sediment forebays and micropools were designed to be 4 feet in depth to prevent low

flow pipes from clogging and to avoid sediment re-suspension (Maryland Department of the

Environment 2009). Forebays were installed with drain pipes so that they can be drained within

24 hours. The combined surface area of the forebays and micropools was set so that at least 25%

of total WQv would be contained in the pools (Maryland Department of the Environment 2009).

The high marsh zone areas were sized so that at least 35% of the total pocket wetland surface

area would be a depth of six inches or less, and the low marsh zones were sized so

that at least 65% of the total surface area would be shallower than 18 inches

(Maryland Department of the Environment 2009).

The sediment forebays and micropools were designed with a

reasonable safety factor to manage liability issues, including a safety bench

around each pool, planted with emergent plants, such as cattails to inhibit

people from entering the pools (see Plant Schedule for further information),

and pond edges with slopes no greater than 3:1 (C. Campbell and M. Ogden

1999).

29

Figure 15. Designing Pocket Wetland 1


30



31

Figure 19. Pocket Wetland 1 Diagram

32


33


34


35

Plant Schedule

Because the goals of the constructed wetland system include providing for an amenity for

the surrounding community, in addition to an engineered stormwater solution, the plant schedule

is designed, in part, to provide strong visual appeal, as well as providing habitat for waterfowl

and wildlife, and to control unsightly algal growth.

Species have been selected according to the water depth, and the species list provided

below in Table 5 includes plant species with phytoremediation properties to treat pollutants like

nitrogen compounds, phosphorous and total suspended solids. For aesthetic purposes, a selection

of species for the high marsh should include Iris versicolor, whose flower’s color would add

aesthetic value to the wetland. To promote wildlife cover and feed, species like Peltandra

virnica, Decodon verticillatus and Eupatorium perfoliatum have been selected for planting in

shallow waters (0-6 in). As part of the strategy design to manage nutrient load and prevent

eutrophication, floating species have been selected to reduce pond water column temperature

(Nuphar lutea and Lemna minor) as well as submerged species to aerate the water (Elodea

cadadensis). (Interstate Technology and Regulatory Council 2009)

Figure 23. Plant species selected for aesthetic value (Iris versicolor)

36

Figure 24. Peltandra virginica. Rhizomatous plant suitable for wildlife food and cover

Figure 25. Eutrophication problems

Table 5: Pond Vegetation at Various Depths. Source: (Christopher Ellis 2011)

0-6 inches (0-15 cm) 6-18 in (15-45 cm) >18 in (>45 cm)Acorus calamus (full sun, no drought)

Nuphar lutea variegate (Floating, growing to height of up to 7 feet, likes sun or shade, food/cover for wildlife)

Elodea canadensis (good for water aeration)

Peltandra virginica (sun or shade, food/cover for wildlife)

Lemna minor Lemna minor

Eupatorium perfoliatum (perennial, full sun, food for birds and pollinators)

Cattails (Typha latifolia) Cattails (Typha latifolia)

Tussock sedge (Carex stricta)

37

Inorganic pollutants of main concern are heavy metals and nutrients. The primary

inorganic pollutants of concern in urban stormwater include: cadmium, copper, lead, zinc,

nitrogen, nitrate, ammonia, phosphorous and phosphate. Plant species included in the schedule

(not necessarily native) with phytoremediation capabilities are:

Figure 26. Cattail (Typha latifolia), for Nitrogen, Nitrate, Ammonia and Phosphate

Grey willow (Salix cinerea): tree species, tolerates swampy grounds, good for the forest buffer.

Flatsedge (cyperus spp): originally from Egypt; prefers up to 18 inches of depth

Additional species that can be used in the lower and upper marsh zones, and in the buffer

zone, according to the Phytotechnology Technical and Regulatory Guidance and Decision Tree

(Interstate Technology and Regulatory Council 2009), are presented below in Table 6.

38

Table 6: Species for Lower and Upper Marsh Zones, and Buffer Zone (Interstate Technology

and Regulatory Council 2009)

POLLUTANT SPECIES REMEDIATION YIELD

REFERENCE

NH4 Meadow rush and salt grass(Juncus spp. and Distichlisspicata)

Decreased concentrations from 14.1 to 0.1 mg/L (near naturalbackground)

Kadlec and Knight 1996

NH4 Hybrid poplars (Populus spp.)

Decreased groundwater concentrations from 140 to 20 mg/kg in1 year

Applied Natural Sciences, Inc.1997

NO3 Meadow rush and salt grass(Juncus spp. and Distichlisspicata)

Decreased concentrations from 41 to 0.6 mg/L (below naturalbackground)


NO3 Hybrid poplars (Populus spp.)

Decreased groundwater concentrations by over 100 mg/kgcompared to unvegetated areas

Applied Natural Sciences, Inc.1997

Total suspended solids

Bulrush and cattail (Scirpusand Typha spp.)

35 mg/L influent reduced to 5 mg/L at effluent


Total suspended solids

Multiple wetland species(specific types notreported)

Average reduction from 40.4 to 14.1 mg/L for 2 years


Maintenance Plan

Regardless of the treatment objective, management activities for the cells are similar and

include maintenance of water uniformity, management of vegetation, control of odor, pests and

insects, and structural integrity of berms and embankments (Interstate Technology and

Regulation Council 2003). Proper maintenance of the inlet/outlet piping will ensure that earthen

39

structures do not clog, thereby ensuring proper water level and flow. Maintenance includes

physical removal of trapped sediment, flushing of pipes and the use of high pressure water spray

for cleaning (Interstate Technology and Regulation Council 2003). Once or twice every year,

depending on the amount of sediments carried towards our wetland, the sediment forebays must

be cleaned and toxic sediments must be properly landfilled as necessary.

It will be desirable to coordinate with the City of Ann Arbor, and perhaps the Huron

River Watershed Council, for the use of volunteer coordinators for removing any trash, as well

as invasive species. Volunteer efforts have been a successful, low-cost element of the

maintenance plans nearby at Matthei Botanical Gardens in Ann Arbor.

Nuisance pests like mosquitoes find a perfect breeding ground in permanent standing

water. In most parts of the country (including Michigan), mosquito fish (Gambusia affinis) have

proven to be very useful in controlling mosquito larvae (C. Campbell and M. Ogden 1999). The

use of insecticides is not advised due to persistence problems in wetland systems.

40

Conclusion

Stormwater wetlands may not be constructed within jurisdictional waters (including

wetlands) without first obtaining a CWA Section 404 permit and/or State of Michigan (and

perhaps county/local) wetlands and waterways permit(s). Moreover, these permit(s), if granted,

would nonetheless require mitigation. A lower cost approach to the stormwater wetland may be

to redesign it, so that the system is offline, but within the catchment (Maryland Department of

the Environment 2009). The catchment site would need to be analyzed to confirm that there is,

in fact, sufficient space to construct an offline system, and that other ecosystem damage (eg,

deforestation within the catchment, and habitat damage) can be minimized.

Assuming a multi-cell, treatment train would still be used, the structure should be

re-modeled in TR-55 to compute residence/dewatering times for each cell for a 2-year (and/or

other) storms, so that plants can be better selected that work best for varying periods of

inundation.

41

References

C. Campbell and M. Ogden. Constructed Wetlands in the Sustainable Landscape. New York: John Wiley & Sons, 1999.

Christopher Ellis. " In class lecture slides, "Constructed Wetlands 6- Plants (Revised)"." NRE 501 - Constructed Wetlands class lecture given by author. Ann Arbor: University of Michigan School of Natural Resources and Environment, 2011.

Interstate Technology and Regulation Council. Technical and Regulatory Guidance Document for Constructed Treatment Wetlands. Washington: Interstate Technology and Regulation Council, 2003.

Interstate Technology and Regulatory Council. Phytotechnology Technical and Regulatory Guidance and Decision Trees. Washington, 2009.

J. Randolph. Environmental Land Use Planning and Management. Washington, DC: Island Press, 2004.

Maryland Department of the Environment. Maryland Stormwater Design Manual, Volumes I and II. Maryland DOE, 2009.

W. Marsh. Landscape Planning - Environmental Applications. John Wiley & Sons, 2010.

42

Appendices

Exhibit 5: TR-55 Model Run for 2-Year Storm for Calculation of WQv, Peak Flow Time, and Dewatering Time for Pocket Wetland Structure with 8-inch Diameter Outlet Pipe. Source: TR-55.

WinTR-20 Printed Page File Beginning of Input Data List

TR20.inp

WinTR-20: Version 1.10

Dominos

SUB-AREA: Area (sq mi) RCN Tc

Open Space .23258 59 1.764

Commercial .03725 92 1.764

Streets .02995 95 1.764

Residential .11272 75 1.622

STREAM REACH:

Wetland Outlet Structure (name of Outlet structure)

STORM ANALYSIS:

2-Yr 2.26 in Type II 2

STRUCTURE RATING:

Structure (6-Inch Diameter Outlet Pipe)

0.00 0.000 0.00

0.25 2.107 2.50

0.50 2.159 5.00

1.00 2.260 10.00

2.50 2.538 25.00

5.00 2.943 50.00

10.00 3.620 100.00

43

A_Structure

0.00 0.000 0.00

0.25 3.715 2.50

0.50 3.808 5.00

1.00 3.989 10.00

2.50 4.485 25.00

5.00 5.209 50.00

10.00 6.417 100.00

B_Structure

0.00 0.000 0.00

0.25 5.756 2.50

0.50 5.903 5.00

1.00 6.186 10.00

2.50 6.968 25.00

5.00 8.105 50.00

10.00 9.998 100.00

ALTERNATE ANALYSIS:

Trial #2 Second possible alternative : 8-Inch Diameter Outlet Pipe

REACHES

Wetland Outlet A_Structure

Trial #3 Third possible alternative: 10-Inch Diameter Outlet Pipe

REACHES

Wetland Outlet B_Structure

GLOBAL OUTPUT:

2 0.05 YYYYN YYYYNN

44

WinTR-20 Printed Page File End of Input Data List

ALTERNATE Trial #2 STORM 2-Yr

Area or Drainage Rain Gage Runoff ------------ Peak Flow ------------

Reach Area ID or Amount Elevation Time Rate Rate

Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm)

Open Space 0.233 0.097 14.07 1.82 7.82

Line

Start Time ------------ Flow Values @ time increment of 0.111 hr ------------

(hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)

12.284 0.07 0.14 0.25 0.39 0.55 0.74 0.92

13.064 1.10 1.27 1.41 1.54 1.64 1.72 1.77

13.843 1.80 1.81 1.82 1.81 1.81 1.79 1.77

14.623 1.75 1.72 1.70 1.67 1.65 1.63 1.60

15.403 1.58 1.56 1.54 1.52 1.50 1.48 1.46

16.183 1.44 1.42 1.40 1.38 1.36 1.34 1.32

16.963 1.30 1.28 1.27 1.25 1.24 1.22 1.21

17.743 1.20 1.19 1.18 1.17 1.16 1.15 1.14

18.523 1.13 1.12 1.11 1.10 1.09 1.08 1.07

19.303 1.06 1.05 1.04 1.03 1.01 1.00 0.99

20.082 0.98 0.97 0.96 0.94 0.93 0.92 0.91

20.862 0.90 0.89 0.88 0.87 0.86 0.86 0.85

21.642 0.85 0.84 0.84 0.84 0.83 0.83 0.83

22.422 0.83 0.83 0.82 0.82 0.82 0.82 0.82

23.202 0.82 0.81 0.81 0.81 0.81 0.81 0.81

23.982 0.80 0.80 0.80 0.78 0.76 0.74 0.70

24.762 0.65 0.60 0.54 0.48 0.42 0.36 0.31

45

25.542 0.26 0.22 0.19 0.16 0.13 0.11 0.10

26.321 0.08 0.07 0.06 0.05

WinTR-20 Version 1.10 Page 10 04/26/2011 14:19

Dominos

Second possible alternative




Commercial 0.037 1.470 12.96 12.83 344.39

Line



7.612 0.05 0.06 0.07 0.08 0.09 0.10 0.11

8.391 0.12 0.14 0.15 0.16 0.18 0.19 0.21

9.171 0.23 0.25 0.27 0.29 0.31 0.34 0.36

9.951 0.39 0.41 0.44 0.47 0.50 0.53 0.57

10.731 0.61 0.66 0.71 0.77 0.84 0.92 1.01

11.511 1.11 1.25 1.45 1.81 2.44 3.38 4.59

12.291 6.09 7.81 9.53 10.98 12.02 12.63 12.83

13.071 12.69 12.24 11.58 10.74 9.76 8.74 7.83

46

13.851 7.07 6.41 5.83 5.33 4.87 4.46 4.09

14.630 3.77 3.49 3.24 3.01 2.81 2.64 2.48

15.410 2.34 2.22 2.11 2.01 1.93 1.84 1.77

16.190 1.70 1.63 1.58 1.52 1.47 1.42 1.37

16.970 1.33 1.29 1.25 1.22 1.18 1.16 1.14

17.750 1.11 1.10 1.08 1.06 1.04 1.03 1.01

18.530 0.99 0.98 0.96 0.95 0.94 0.92 0.91

19.310 0.89 0.88 0.87 0.85 0.84 0.82 0.81

20.090 0.80 0.78 0.77 0.76 0.74 0.73 0.72

20.869 0.71 0.70 0.69 0.68 0.67 0.66 0.66

21.649 0.65 0.65 0.64 0.64 0.63 0.63 0.63

22.429 0.62 0.62 0.61 0.61 0.61 0.61 0.60

23.209 0.60 0.60 0.59 0.59 0.59 0.58 0.58

23.989 0.58 0.58 0.57 0.56 0.54 0.52 0.49

24.769 0.46 0.42 0.38 0.34 0.29 0.25 0.22

25.549 0.18 0.15 0.13 0.11 0.09 0.08 0.07

26.329 0.06




Streets 0.030 1.729 12.92 12.02 401.19

Line



5.792 0.05 0.06 0.07 0.08 0.08 0.09 0.10

6.571 0.11 0.12 0.13 0.14 0.15 0.16 0.17

7.351 0.19 0.20 0.21 0.22 0.23 0.24 0.25

47

8.131 0.27 0.28 0.29 0.30 0.32 0.33 0.35

8.911 0.37 0.38 0.40 0.43 0.45 0.47 0.50

9.691 0.53 0.55 0.58 0.61 0.63 0.66 0.69

10.471 0.73 0.77 0.81 0.86 0.91 0.97 1.04

11.251 1.11 1.20 1.30 1.42 1.60 1.89 2.39

12.031 3.18 4.23 5.53 7.07 8.67 10.09 11.14


Dominos


Line



12.810 11.77 12.02 11.94 11.55 10.95 10.19 9.29

13.590 8.31 7.41 6.65 6.01 5.44 4.95 4.51

14.370 4.12 3.76 3.46 3.19 2.94 2.73 2.54

15.150 2.37 2.22 2.09 1.98 1.87 1.78 1.70

15.930 1.62 1.55 1.49 1.43 1.38 1.33 1.28

16.710 1.24 1.20 1.16 1.12 1.08 1.05 1.02

17.490 1.00 0.98 0.96 0.94 0.93 0.91 0.89

18.270 0.88 0.87 0.85 0.84 0.83 0.81 0.80

19.049 0.79 0.78 0.77 0.75 0.74 0.73 0.72

19.829 0.71 0.69 0.68 0.67 0.66 0.65 0.64

20.609 0.63 0.62 0.61 0.60 0.59 0.58 0.57

21.389 0.57 0.56 0.56 0.55 0.55 0.54 0.54

22.169 0.54 0.53 0.53 0.53 0.52 0.52 0.52

22.949 0.51 0.51 0.51 0.51 0.50 0.50 0.50

23.729 0.50 0.49 0.49 0.49 0.48 0.48 0.47

48

24.509 0.45 0.43 0.40 0.37 0.33 0.30 0.26

25.288 0.23 0.19 0.16 0.14 0.12 0.10 0.08

26.068 0.07 0.06 0.05




Residential 0.113 0.515 12.98 11.80 104.65

Line



11.858 0.16 0.53 1.20 2.15 3.44 5.06 6.86

12.575 8.53 9.89 10.88 11.50 11.80 11.76 11.49

13.292 11.01 10.32 9.51 8.74 8.08 7.49 6.97

14.009 6.51 6.09 5.69 5.33 5.01 4.72 4.46

14.726 4.22 4.00 3.81 3.63 3.48 3.34 3.21

15.443 3.10 3.00 2.90 2.81 2.73 2.65 2.58

16.160 2.51 2.45 2.38 2.32 2.26 2.20 2.14

16.877 2.09 2.04 2.00 1.97 1.93 1.90 1.87

17.594 1.84 1.82 1.79 1.77 1.75 1.73 1.71

18.311 1.68 1.66 1.64 1.62 1.60 1.59 1.57

19.029 1.55 1.53 1.51 1.49 1.47 1.45 1.43

19.746 1.41 1.39 1.37 1.35 1.33 1.31 1.29

20.463 1.27 1.26 1.24 1.22 1.21 1.19 1.18

21.180 1.17 1.16 1.15 1.14 1.13 1.12 1.12

21.897 1.11 1.10 1.10 1.09 1.09 1.08 1.08

22.614 1.08 1.07 1.07 1.06 1.06 1.06 1.05

23.331 1.05 1.05 1.04 1.04 1.03 1.03 1.03

49

24.048 1.02 1.01 1.00 0.98 0.95 0.90 0.85

24.765 0.78 0.71 0.63 0.55 0.48 0.41 0.35

25.482 0.30 0.25 0.21 0.18 0.15 0.13 0.11

26.199 0.09 0.08 0.07 0.06


Dominos





Wetland 0.413 Upstream 0.453 12.98 37.52 90.95

Line



5.916 0.06 0.07 0.08 0.08 0.09 0.10 0.11

6.633 0.12 0.13 0.14 0.15 0.16 0.17 0.18

7.350 0.19 0.20 0.23 0.27 0.29 0.31 0.33

8.067 0.35 0.37 0.39 0.42 0.44 0.46 0.49

8.784 0.52 0.55 0.58 0.61 0.65 0.69 0.73

9.501 0.77 0.82 0.86 0.91 0.96 1.00 1.05

10.219 1.11 1.16 1.22 1.29 1.36 1.44 1.53

10.936 1.63 1.74 1.86 2.00 2.16 2.34 2.55

11.653 2.84 3.29 4.17 5.69 8.02 11.11 15.04

12.370 19.65 24.54 29.05 32.70 35.32 36.89 37.52

50

13.087 37.26 36.28 34.72 32.64 30.19 27.70 25.41

13.804 23.40 21.64 20.08 18.68 17.40 16.24 15.19

14.521 14.24 13.39 12.62 11.92 11.30 10.73 10.23

15.238 9.78 9.37 9.00 8.67 8.37 8.09 7.84

15.955 7.60 7.37 7.16 6.96 6.77 6.59 6.42

16.672 6.26 6.10 5.95 5.81 5.68 5.56 5.45

17.389 5.35 5.26 5.18 5.11 5.04 4.97 4.91

18.107 4.85 4.79 4.73 4.68 4.62 4.57 4.51

18.824 4.46 4.40 4.35 4.30 4.25 4.19 4.14

19.541 4.09 4.03 3.98 3.93 3.87 3.82 3.77

20.258 3.71 3.66 3.61 3.55 3.50 3.46 3.41

20.975 3.37 3.34 3.30 3.27 3.24 3.22 3.19

21.692 3.17 3.15 3.14 3.12 3.10 3.09 3.08

22.409 3.06 3.05 3.04 3.03 3.02 3.01 2.99

23.126 2.98 2.97 2.96 2.95 2.94 2.93 2.92

23.843 2.91 2.90 2.89 2.87 2.83 2.78 2.70

24.560 2.59 2.45 2.28 2.09 1.89 1.68 1.49

25.278 1.30 1.12 0.96 0.82 0.70 0.60 0.51

25.995 0.44 0.38 0.32 0.28 0.21 0.14 0.10




Wetland 0.413 Downstream 0.452 0.62 19.95 3.85 9.34

Line



8.375 0.05 0.06 0.06 0.07 0.07 0.08 0.09

51

9.092 0.09 0.10 0.11 0.11 0.12 0.13 0.14

9.809 0.15 0.16 0.17 0.18 0.19 0.20 0.21

10.526 0.23 0.24 0.26 0.27 0.29 0.30 0.32

11.243 0.34 0.37 0.39 0.41 0.44 0.48 0.52


Dominos


Line



11.960 0.57 0.65 0.76 0.92 1.12 1.38 1.70

12.677 2.07 2.47 2.89 3.31 3.72 3.73 3.74

13.394 3.75 3.75 3.76 3.77 3.78 3.78 3.79

14.111 3.79 3.80 3.80 3.80 3.81 3.81 3.81

14.828 3.82 3.82 3.82 3.82 3.82 3.83 3.83

15.546 3.83 3.83 3.83 3.83 3.83 3.84 3.84

16.263 3.84 3.84 3.84 3.84 3.84 3.84 3.84

16.980 3.84 3.84 3.84 3.85 3.85 3.85 3.85

17.697 3.85 3.85 3.85 3.85 3.85 3.85 3.85

18.414 3.85 3.85 3.85 3.85 3.85 3.85 3.85

19.131 3.85 3.85 3.85 3.85 3.85 3.85 3.85

19.848 3.85 3.85 3.85 3.85 3.85 3.85 3.85

20.565 3.85 3.85 3.85 3.85 3.85 3.85 3.85

21.282 3.85 3.85 3.85 3.85 3.85 3.85 3.85

21.999 3.85 3.85 3.85 3.85 3.85 3.85 3.85

22.716 3.85 3.85 3.85 3.85 3.85 3.85 3.85

23.434 3.84 3.84 3.84 3.84 3.84 3.84 3.84

52

24.151 3.84 3.84 3.84 3.84 3.84 3.84 3.84

24.868 3.84 3.84 3.84 3.84 3.84 3.84 3.84

25.585 3.84 3.83 3.83 3.83 3.83 3.83 3.83

26.302 3.83 3.83 3.83 3.82 3.82 3.82 3.82

27.019 3.82 3.82 3.82 3.82 3.82 3.81 3.81

27.736 3.81 3.81 3.81 3.81 3.81 3.81 3.80

28.453 3.80 3.80 3.80 3.80 3.80 3.80 3.80

29.170 3.80 3.79 3.79 3.79 3.79 3.79 3.79

29.887 3.79 3.79 3.78 3.78 3.78 3.78 3.78

30.605 3.78 3.78 3.78 3.77 3.77 3.77 3.77

31.322 3.77 3.77 3.77 3.77 3.77 3.76 3.76

32.039 3.76 3.76 3.76 3.76 3.76 3.76 3.75

32.756 3.75 3.75 3.75 3.75 3.75 3.75 3.75

33.473 3.75 3.74 3.74 3.74 3.74 3.74 3.74

34.190 3.74 3.74 3.73 3.73 3.73 3.73 3.73

34.907 3.73 3.73 3.73 3.73 3.72 3.72 3.72

35.624 3.72 3.72 3.72 3.72 3.72 3.70 3.65

36.341 3.61 3.56 3.52 3.47 3.43 3.39 3.34

37.058 3.30 3.26 3.22 3.18 3.14 3.10 3.06

37.775 3.02 2.99 2.95 2.91 2.88 2.84 2.80

38.493 2.77 2.73 2.70 2.67 2.63 2.60 2.57

39.210 2.54 2.50 2.47 2.44 2.41 2.38 2.35

39.927 2.32 2.29 2.26 2.24 2.21 2.18 2.15

40.644 2.13 2.10 2.07 2.05 2.02 2.00 1.97

41.361 1.95 1.92 1.90 1.88 1.85 1.83 1.81

42.078 1.78 1.76 1.74 1.72 1.70 1.67 1.65

42.795 1.63 1.61 1.59 1.57 1.55 1.53 1.51

43.512 1.50 1.48 1.46 1.44 1.42 1.40 1.39

44.229 1.37 1.35 1.33 1.32 1.30 1.29 1.27

44.946 1.25 1.24 1.22 1.21 1.19 1.18 1.16

45.663 1.15 1.13 1.12 1.11 1.09 1.08 1.06

53

46.381 1.05 1.04 1.03 1.01 1.00 0.99 0.97

47.098 0.96 0.95 0.94 0.93 0.92 0.90 0.89

47.815 0.88 0.87 0.86 0.85 0.84 0.83 0.82


Dominos


Line



48.532 0.81 0.80 0.79 0.78 0.77 0.76 0.75

49.249 0.74 0.73 0.72 0.71 0.70 0.69 0.69

49.966 0.68 0.67 0.66 0.65 0.64 0.64 0.63

50.683 0.62 0.61 0.60 0.60 0.59 0.58 0.57

51.400 0.57 0.56 0.55 0.55 0.54 0.53 0.53

52.117 0.52 0.51 0.51 0.50 0.49 0.49 0.48

52.834 0.48 0.47 0.46 0.46 0.45 0.45 0.44

53.552 0.44 0.43 0.42 0.42 0.41 0.41 0.40

54.269 0.40 0.39 0.39 0.38 0.38 0.37 0.37

54.986 0.37 0.36 0.36 0.35 0.35 0.34 0.34

55.703 0.33 0.33 0.33 0.32 0.32 0.31 0.31

56.420 0.31 0.30 0.30 0.29 0.29 0.29 0.28

57.137 0.28 0.28 0.27 0.27 0.27 0.26 0.26

57.854 0.26 0.25 0.25 0.25 0.24 0.24 0.24

58.571 0.24 0.23 0.23 0.23 0.22 0.22 0.22

59.288 0.22 0.21 0.21 0.21 0.20 0.20 0.20

60.005 0.20 0.19 0.19 0.19 0.19 0.19 0.18

60.722 0.18 0.18 0.18 0.17 0.17 0.17 0.17

54

61.440 0.17 0.16 0.16 0.16 0.16 0.16 0.15

62.157 0.15 0.15 0.15 0.15 0.14 0.14 0.14

62.874 0.14 0.14 0.14 0.13 0.13 0.13 0.13

63.591 0.13 0.13 0.12 0.12 0.12 0.12 0.12

64.308 0.12 0.11 0.11 0.11 0.11 0.11 0.11

65.025 0.11 0.11 0.10 0.10 0.10 0.10 0.10

65.742 0.10 0.10 0.10 0.09 0.09 0.09 0.09

66.459 0.09 0.09 0.09 0.09 0.08 0.08 0.08

67.176 0.08 0.08 0.08 0.08 0.08 0.08 0.08

67.893 0.07 0.07 0.07 0.07 0.07 0.07 0.07

68.611 0.07 0.07 0.07 0.07 0.07 0.06 0.06

69.328 0.06 0.06 0.06 0.06 0.06 0.06 0.06

70.045 0.06 0.06 0.06 0.06 0.05 0.05 0.05

70.762 0.05 0.05 0.05 0.05 0.05




OUTLET 0.413 0.452 19.95 3.85 9.34

Line



8.375 0.05 0.06 0.06 0.07 0.07 0.08 0.09

9.092 0.09 0.10 0.11 0.11 0.12 0.13 0.14

9.809 0.15 0.16 0.17 0.18 0.19 0.20 0.21

10.526 0.23 0.24 0.26 0.27 0.29 0.30 0.32

11.243 0.34 0.37 0.39 0.41 0.44 0.48 0.52

11.960 0.57 0.65 0.76 0.92 1.12 1.38 1.70

55

12.677 2.07 2.47 2.89 3.31 3.72 3.73 3.74

13.394 3.75 3.75 3.76 3.77 3.78 3.78 3.79


Dominos


Line



14.111 3.79 3.80 3.80 3.80 3.81 3.81 3.81

14.828 3.82 3.82 3.82 3.82 3.82 3.83 3.83

15.546 3.83 3.83 3.83 3.83 3.83 3.84 3.84

16.263 3.84 3.84 3.84 3.84 3.84 3.84 3.84

16.980 3.84 3.84 3.84 3.85 3.85 3.85 3.85

17.697 3.85 3.85 3.85 3.85 3.85 3.85 3.85

18.414 3.85 3.85 3.85 3.85 3.85 3.85 3.85

19.131 3.85 3.85 3.85 3.85 3.85 3.85 3.85

19.848 3.85 3.85 3.85 3.85 3.85 3.85 3.85

20.565 3.85 3.85 3.85 3.85 3.85 3.85 3.85

21.282 3.85 3.85 3.85 3.85 3.85 3.85 3.85

21.999 3.85 3.85 3.85 3.85 3.85 3.85 3.85

22.716 3.85 3.85 3.85 3.85 3.85 3.85 3.85

23.434 3.84 3.84 3.84 3.84 3.84 3.84 3.84

24.151 3.84 3.84 3.84 3.84 3.84 3.84 3.84

24.868 3.84 3.84 3.84 3.84 3.84 3.84 3.84

25.585 3.84 3.83 3.83 3.83 3.83 3.83 3.83

26.302 3.83 3.83 3.83 3.82 3.82 3.82 3.82

27.019 3.82 3.82 3.82 3.82 3.82 3.81 3.81

56

27.736 3.81 3.81 3.81 3.81 3.81 3.81 3.80

28.453 3.80 3.80 3.80 3.80 3.80 3.80 3.80

29.170 3.80 3.79 3.79 3.79 3.79 3.79 3.79

29.887 3.79 3.79 3.78 3.78 3.78 3.78 3.78

30.605 3.78 3.78 3.78 3.77 3.77 3.77 3.77

31.322 3.77 3.77 3.77 3.77 3.77 3.76 3.76

32.039 3.76 3.76 3.76 3.76 3.76 3.76 3.75

32.756 3.75 3.75 3.75 3.75 3.75 3.75 3.75

33.473 3.75 3.74 3.74 3.74 3.74 3.74 3.74

34.190 3.74 3.74 3.73 3.73 3.73 3.73 3.73

34.907 3.73 3.73 3.73 3.73 3.72 3.72 3.72

35.624 3.72 3.72 3.72 3.72 3.72 3.70 3.65

36.341 3.61 3.56 3.52 3.47 3.43 3.39 3.34

37.058 3.30 3.26 3.22 3.18 3.14 3.10 3.06

37.775 3.02 2.99 2.95 2.91 2.88 2.84 2.80

38.493 2.77 2.73 2.70 2.67 2.63 2.60 2.57

39.210 2.54 2.50 2.47 2.44 2.41 2.38 2.35

39.927 2.32 2.29 2.26 2.24 2.21 2.18 2.15

40.644 2.13 2.10 2.07 2.05 2.02 2.00 1.97

41.361 1.95 1.92 1.90 1.88 1.85 1.83 1.81

42.078 1.78 1.76 1.74 1.72 1.70 1.67 1.65

42.795 1.63 1.61 1.59 1.57 1.55 1.53 1.51

43.512 1.50 1.48 1.46 1.44 1.42 1.40 1.39

44.229 1.37 1.35 1.33 1.32 1.30 1.29 1.27

44.946 1.25 1.24 1.22 1.21 1.19 1.18 1.16

45.663 1.15 1.13 1.12 1.11 1.09 1.08 1.06

46.381 1.05 1.04 1.03 1.01 1.00 0.99 0.97

47.098 0.96 0.95 0.94 0.93 0.92 0.90 0.89

47.815 0.88 0.87 0.86 0.85 0.84 0.83 0.82

48.532 0.81 0.80 0.79 0.78 0.77 0.76 0.75

49.249 0.74 0.73 0.72 0.71 0.70 0.69 0.69

57

49.966 0.68 0.67 0.66 0.65 0.64 0.64 0.63


Dominos


Line



50.683 0.62 0.61 0.60 0.60 0.59 0.58 0.57

51.400 0.57 0.56 0.55 0.55 0.54 0.53 0.53

52.117 0.52 0.51 0.51 0.50 0.49 0.49 0.48

52.834 0.48 0.47 0.46 0.46 0.45 0.45 0.44

53.552 0.44 0.43 0.42 0.42 0.41 0.41 0.40

54.269 0.40 0.39 0.39 0.38 0.38 0.37 0.37

54.986 0.37 0.36 0.36 0.35 0.35 0.34 0.34

55.703 0.33 0.33 0.33 0.32 0.32 0.31 0.31

56.420 0.31 0.30 0.30 0.29 0.29 0.29 0.28

57.137 0.28 0.28 0.27 0.27 0.27 0.26 0.26

57.854 0.26 0.25 0.25 0.25 0.24 0.24 0.24

58.571 0.24 0.23 0.23 0.23 0.22 0.22 0.22

59.288 0.22 0.21 0.21 0.21 0.20 0.20 0.20

60.005 0.20 0.19 0.19 0.19 0.19 0.19 0.18

60.722 0.18 0.18 0.18 0.17 0.17 0.17 0.17

61.440 0.17 0.16 0.16 0.16 0.16 0.16 0.15

62.157 0.15 0.15 0.15 0.15 0.14 0.14 0.14

62.874 0.14 0.14 0.14 0.13 0.13 0.13 0.13

63.591 0.13 0.13 0.12 0.12 0.12 0.12 0.12

64.308 0.12 0.11 0.11 0.11 0.11 0.11 0.11

58

65.025 0.11 0.11 0.10 0.10 0.10 0.10 0.10

65.742 0.10 0.10 0.10 0.09 0.09 0.09 0.09

66.459 0.09 0.09 0.09 0.09 0.08 0.08 0.08

67.176 0.08 0.08 0.08 0.08 0.08 0.08 0.08

67.893 0.07 0.07 0.07 0.07 0.07 0.07 0.07

68.611 0.07 0.07 0.07 0.07 0.07 0.06 0.06

69.328 0.06 0.06 0.06 0.06 0.06 0.06 0.06

70.045 0.06 0.06 0.06 0.06 0.05 0.05 0.05

70.762 0.05 0.05 0.05 0.05 0.05

59

constructed wetlands final project report with final edits 4-27-11 (1)

Documents