Table of Contents
4.2. Ecological Restoration Planning
4.4. Soil Erosion and Stabilization Practices
4.5. Streambed Erosion Prevention and Sedimentation
4.6. Completed Stream Restoration in Oklahoma
6.3. Streambed Erosion Prevention
6.4. Stream Toe Erosion Prevention
6.7. Vegetation and Planting Plan
6.7.3. Herbaceous Plant Selection
6.7.4. Herbaceous Plant Placement
6.10. Educational Sign Designs
6.10.1. Trash Pickup and School Involvement
7.1. Bank Stabilization Maintenance Plan
7.2. Planted Tree Maintenance Plan
7.3. In-Stream Maintenance Plan
7.4. Retention Pond Maintenance Plan
8.2. Measuring Project Success
Table of Figures
Figure 1. Project Area – Eastwood Park, Norman, OK
Figure 2. Bishop Creek, Eastwood Park, Norman, OK
Figure 3. Bishop Creek Watershed Extension
Figure 4. Bishop Creek Monthly Streamflow Durations
Figure 5. Soil Composition and Distribution in the Area of Interested
Figure 6. Bishop Creek Main Channel and Surrounding Area Soil Unit
Figure 7. Soil Unit Type in the Reaming Area of the AOI
Figure 8. Bishop Creek Vegetation
Figure 10. Live Stakes Involve the Growth or Riparian Tree Species Cuttings
Figure 11. Live Fascines Roots to Prevent Bank Erosion
Figure 12. Installation of a Live Brush Mattress
Figure 13. Cross Vane – Water Direction and Flow
Figure 14. J-hook Vane – Water Direction and Flow
Figure 15. Additional Functionality – Cross Vanes
Figure 16. Brookhaven Creek (a) and Cow Creek (b) Restoration
Figure 17. Emergy Flow Diagram
Figure 18. Erosion Problem Bishop Creek, Norman, OK
Figure 19. Bank Stability and Erosion Problem Bishop Creek, Norman, OK
Figure 20. Erosion Problem Bishop Creek, Norman, OK
Figure 21. In-Channel Stream Habitat Bishop Creek, Norman, OK
Figure 22. In-Channel Stream Habitat Bishop Creek, Norman, OK
Figure 23. Channel Drainage Bishop Creek, Norman, OK
Figure 24. Channel Drainage Issues Bishop Creek, Norman, OK
Figure 25. Components of the Design – Top View
Figure 26. Components of the Design – Downstream View
Figure 27. Cross-Sectional View – Bankfull Stage, Eastwood Park, Norman, Ok
Figure 28. Bankfull Stage Location – Eastwood Park, Norman, Ok
Figure 29. On-Site Bankfull Indicators
Figure 30. Ground Elevation – Eastwood Park, Norman, Ok
Figure 31. Ground Slopes – Eastwood Park, Norman, Ok
Figure 32. Falling Tree, Eastwood Park, Norman, OK
Figure 33. Locations Bank Stabilization Methods within the AOI Bishop Creek
Figure 34. Locations Stream Bed Stabilization Cross Vanes and Community Access
Figure 35. Coir Rolls Places at the Stream Edge
Figure 36. In-Stream Wetland – Top View
Figure 37. Close-up of J-hook structure
Figure 38. Intensity Duration Curves for the City of Norman, OK
Figure 39. Path Ephemeral Channel
Figure 40. Retention Pond Location and Propose Elevation
Figure 41. Tree Placement (Yellow)
Figure 42. Proposed Trail Location (Red)
Figure 44. Example of “Tree Tag”
Figure 45. “Please Do Not Litter!”- Sign Design
Figure 46. Example Infographic – Reducing Household Impacts on a Stream
Figure 47. Rapid Soil Testing Kit
Figure 48. Low Flow below Dam Velocity Profile (left) and Z-Velocity (right)
Figure 49. High Flow above Dam Velocity Profile (left) and Z-Velocity (right)
Figure 50. Redesigned Wetland Simulation, Top View (left) and Downstream View (right)
Figure 51. Initial Wetland Simulation, Entrance (left) and Exit (right)
Figure 52. Half-Depth Cross Vanes Showing Separate Flow Profiles
Figure 53. Triple Cross Vane Inlet Condition
Table of Tables
Table 1. Monthly Flow Duration City of Norman, OK
Table 2. Soil Distribution and Area of Coverage
Table 3. Norge Series Soil Profile
Table 4. Ashport Series Soil Profile
Table 5. Stream parameters measured on site
Table 6. Level II Classification Parameters
Table 7. Location of Each Stabilization Method and Recommended Bank Slope
Table 8. Distance Cross Vane from the North Bridge
Table 9. Storm Intensity, City of Norman, OK
Table 10. Discharges for Various Design Storms, City of Norman, OK
Table 11. Sizing Parameters Retention Pond
Table 12. Growing Specifications of Each Selected Tree Species
Land development overtime has caused a change to the watershed of Bishop Creek in Oklahoma, with the banks, at several locations, showing signs of significant erosion. Bank stabilization and waterflow improvement methods are proposed to repair the degrading conditions of Bishop Creek. Additionally, maintenance and community involvement projects are also presented to keep the restored area from deteriorating and maintain awareness. The following sections will give a description of the site area, general information on restoration techniques, details on the proposed improvement design, and additional supporting material such as maintenance and educational plans.
This project was developed as a response to the Bishop Creek Restoration Project (BCRP) introduced by the Friends of Bishop Creek and Blue Thumb organizations. The main goals of the BCRP include the reduction of bank erosion and improvement of water quality while meeting the community’s needs. Additionally, improvements should support and improve the wildlife habitat, and present educational opportunities. The project will feature a pollinator garden, nature trails, and areas of native vegetation, including native grasslands and riparian buffer zones. Restoration methods are constrained by the area of the adjacent park, resources from the City of Norman and potential investors, as well as the overall aesthetics.
Bishop Creek Neighborhood is located in the central portion of the City of Norman, Oklahoma (35.215˚ N and -97.429˚ W). It encompasses an area of 1 square mile (mi2) and its political boundaries are defined by Alameda Street, Boyd Street, 12th Avenue SE and Oklahoma Avenue. (north, south, east and west, respectively). According to the City of Norman Bishop Creek Neighborhood Plan, the land use inside this neighborhood has been designated as low density residential (approximately 80%), high density residential (approximately 5%), commercial (approximately 3%) floodplain (approximately 7%) and parks (approximately 5%). This means that the landscape of the area is heavily predominated by impervious surfaces (driveways, sidewalks, and roads).
This area is also home to Bishop Creek (Figure 1), and the adjacent recreational area, Eastwood Park (Figure 2). The headwaters begin north of Robinson St. and flow through the city several miles to the Canadian River, critical in storm water direction and flow. The quality of the water, however, as described by the Blue Thumb Report (2015), is in a generally poor condition. The physical habitat score as of June 29, 2012 was 72.4 compared to 77.6 for the Central Great Plains. The high quality in-stream cover provided by fallen tree limbs and other debris provides excellent cover for aquatic organisms (Smith et al., 2015). The canopy cover provided by the overhead tree establishment is also considered to be of good quality; however, many other factors within the stream still classify this area to be in a less than desirable condition.
Physically, the creek is subject to erosion and the bank stability and bank vegetation stability are major areas of concern. The stream is also rather channelized and lacks sinuosity only furthering the concerns of erosion. Biologically and chemically, Bishop Creek is not in an ideal condition. A lack of species richness and diversity adds to the overall inadequate quality of the stream. The water quality is also in rather poor condition with major concerns on dissolved oxygen (DO), phosphorus (P), and nitrogen (N) levels. Over the years, anthropogenic development and alteration of the riparian ecosystem has caused serious detriment to this stream.
Bishop Creek’s Watershed has a contributing drainage area of 1.85 mi2 (StreamStats, 2017) and is roughly bound between Robinson Street to Boyd Street vertically and Classen Boulevard to Alameda Park horizontally (Figure 3). The average elevation inside the watershed is 1180 feet (ft.) with an approximate elevation change of 37.6 feet. per mile (ft./mi) (StreamStats, 2017). Furthermore, 89% of the land in this area is classified as developed (NLCD, 2001).
Figure 3. Bishop Creek Watershed Extension
Monthly flow duration data gathered from StreamStats (2017) is shown in Table 1 and Figure 4. Average daily streamflow is 1.27 cubic feet per second (cfs) with 2 and 5-year peak flood flow velocities of 302 and 634 cfs, respectively (StreamStats, 2017). From Figure 4 it can be observed that the month of April is the wettest month of the year (maximum flow of 1.18 cfs), while July and August can be considered the driest moths of the year (maximum of 0.1 cfs).
Table 1. Monthly Flow Duration City of Norman, OK
| Month | 20% | 50% | 80% | 90% | 95% |
| January | 0.67 | 0.16 | 0.02 | 0.00 | 0.00 |
| February | 0.83 | 0.23 | 0.04 | 0.00 | 0.00 |
| March | 0.88 | 0.23 | 0.04 | 0.01 | 0.00 |
| April | 1.18 | 0.35 | 0.07 | 0.02 | 0.00 |
| May | 0.99 | 0.20 | 0.04 | 0.02 | 0.00 |
| June | 0.71 | 0.10 | 0.02 | 0.00 | 0.00 |
| July | 0.12 | 0.00 | 0.00 | 0.00 | 0.00 |
| August | 0.04 | 0.00 | 0.00 | 0.00 | 0.00 |
| September | 0.16 | 0.00 | 0.00 | 0.00 | 0.00 |
| October | 0.26 | 0.03 | 0.00 | 0.00 | 0.00 |
| November | 0.65 | 0.09 | 0.00 | 0.00 | 0.00 |
| December | 0.67 | 0.11 | 0.00 | 0.00 | 0.00 |
Figure 4. Bishop Creek Monthly Streamflow Durations
Figure 5 presents the soil composition and distribution performed by the United States Department of Agriculture (USDA) – Natural Resources Conservation Service (NRCS) 10.5 acres around Bishop Creek. Additionally, Table 2 presents a summary of the soil distribution and its respective area of coverage.
Table 2. Soil Distribution and Area of Coverage
| Name | Map Unit Symbol | Acres in AOI | % of AOI |
| Norge-Ashport | 33 | 6.6 | 62.4 |
| Kirkland Urban-Pawhuska | 49 | 1.6 | 14.7 |
| Norge-Urban land | 86 | 2.4 | 22.9 |
| Total | — | 10.5 | 100 |
Figure 5. Soil Composition and Distribution in the Area of Interested
From Figure 5, it can be observed that inside the Area of Interested (AOI), the USDA – NRCS has identified three soil units, (1) Norge-Ashport (unit symbol 33), (2) Kirkland Urban-Pawhuska (unit symbol 49) and (3) Norge-Urban land (unit symbol 86). These soil units consist of one or more major or miscellaneous soil series (USDA, 2017).
The Bishop Creek main channel and surrounding area is composed by Norge and Ashport series (33) (Figure 6) (62.4% of the AOI). The Norge series “consists of very deep, well drained, moderately slowly permeable upland soils that formed in loamy alluvium of Pleistocene age. Slopes range from 0 to 8 percent. Mean annual temperature is 61°F, and mean annual precipitation is 34 inches” (USDA, 2016a). Table 3 presents typical soil profiles for the Norge series.
Figure 6. Bishop Creek Main Channel and Surrounding Area Soil Unit
Table 3. Norge Series Soil Profile
| Horizon | Increment (cm) | Soil Type |
| A | 0-30 | Silt loam |
| BA | 30-46 | Silty clay loam |
| Bt1 | 46-91 | Silty clay loam |
| Bt2 | 91-122 | Silty clay loam |
| Bt3 | 122-167 | Silty clay loam |
The Ashport series “consists of very deep, well drained soils that formed in loamy alluvium of Holocene age. These soils are on flood plains along small streams. Slopes range from 0 to 3 percent. Mean annual precipitation is about 33.0 inches, and the mean annual air temperature is about 61°F” (USDA, 2016b). Typical soil profiles for the Ashport series are shown in Table 4.
Table 4. Ashport Series Soil Profile
| Horizon | Increment (cm) | Soil Type |
| Ap | 0-13 | Silty clay loam |
| A | 13-41 | Silty clay loam |
| Bw | 41-91 | Silty clay loam |
| Ab | 91-132 | Loam |
| Bwb1 | 132-168 | Loam |
| Bwb2 | 168-200 | Loam |
The remaining 37.6% of the AOI in composed of Kirkland Urban-Pawhuska (49) and Norge-Urban land (86), 14.7% and 22.9% respectively (Figure 7). The Kirkland Urban series is composed of various soil textures, covered by streets, parking lots buildings and other structures. Slopes range from one to 5 percent with high runoff rates (USDA, 2017). The Pawhuska series is composed of moderately well drained, very slowly permeable soils that formed predominantly in clayey material (USDA, 2016c).
The Norge series is composed of deep, well-drained, moderately slowly permeable upland soils that formed in loamy alluvium of Pleistocene age (USDA, 2016a). The Urban land series is composed of various soil textures, covered by streets, parking lots buildings and other structures (USDA, 2017).
Figure 7. Soil Unit Type in the Reaming Area of the AOI
Bishop Creek receives an average of 38.8 inches of rainfall per year (in./yr), with the wettest months being May to June (US Climate Data, 2017). The winter months, November through February, receive the least amount of precipitation on average. Furthermore, over 50% of the annual rainfall comes from thunderstorms that are most likely to occur in the months of May-June (Weather Spark, 2017). The annual average temperature for the Bishop Creek area is 60.0°F with an annual average high of 71.1°F and an annual average low of 49.0°F (US Climate Data, 2017). Wind speeds over this area rarely exceed 27 miles per hour (mph.) and normally range from 0 to 21 mph (Weather Spark, 2017). September has the lowest average daily wind speeds while highest average daily wind speeds occur within March and April (Weather Spark, 2017). The winds most often occur from the South or North direction (Weather Spark, 2017).
Bishop Creek’s vegetation is reflective of a more urban/suburban park setting in Oklahoma (Figure 8), rather than the native vegetation of the landscape type and region. The ecoregion which Norman, Oklahoma falls in is known as the Central Oklahoma/Texas Plains, ecoregion 29. It is characterized as the transition zone between large eastern forests and grasslands to the west, also known as the Cross Timbers (OFS, 2010). Bishop Creek is noticeably absent of almost all the dominant native species for the region and instead showcases larger, mature, trees which shade the banks, and smaller riparian trees and shrubs in more open areas. The Eastwood Park section of the creek is dominated by non-native grasses and park friendly trees, which have been allowed to grow to a mature status. Post Oak (Quercus stellata) and Blackjack Oak (Q. marilandica) are generally smaller trees which do not meet the aesthetic appeal of park managers and visitors. For this reason, many of the trees which exist within Eastwood Park would not be naturally present in such numbers.
The area on both sides of Bishop Creek, within Eastwood Park, has been designated a no-mow zone. Because of this, vegetation has been allowed to grow to higher levels than in other portions of the park, leading to an increase of usage of the vegetation by birds and wildlife species. However, the dominant vegetation, which has grown in this area since the time of implementation of the no-mow zone, has been Johnson Grass (Sorghum halepense). This is an invasive species from the Mediterranean region which spreads rapidly and will out-compete most other grasses, it is also listed as a noxious weed in many states (USDA, 2017).
| (a) | (b) |
Figure 8. Bishop Creek Vegetation
Ecological restoration is “the process of assisting in the recovery of an ecosystem that has been degraded, damaged, or destroyed” (SER, 2002). This process involves the manipulation of physical conditions: climate, habitat, soil chemistry, temperature, and sunlight, as well as biological conditions: plants, animals, or microorganisms, in order to eliminate or reduce threats of an ecosystem and accelerate its recovery (Alexander et al., 2011). Ecological restoration activities should be “ecologically efficient, methodologically and economically efficient and socio-culturally engaging” (CPC, 2008). Effective ecological restoration creates a self-sustaining ecosystem that is capable of enduring normal as well as stress events and conditions to the same extent as its reference ecosystem (SER, 2002).
Ecological restoration planning requires a series of steps to evaluate alternatives, define end states, report progress, and perform environmental analysis and evaluation (Nestler et al., 2010).
The Society for Ecological Restoration (SER) provides a set of parameters that should be considered to produce a successful restoration project. These parameters include:
A stream channel is a route of flowing water that carries sediments, energy, and vegetation within a stream bank (Figure 9) (Mitsch and Jorgensen, 2004). Over time, stream channels are constantly adjusting in shape and size in response to streamflow, quantity of sediment load, slope of the areas they cross, land use and cover of the surrounding watershed, and stream bank erosion (DeFries et al., 2004; Alexander et al., 2007; Jason et al., 2015). Channel size and water velocity are determined by the size and topography of the respective watershed (Mitsch and Jorgensen, 2004). Natural stream channel shape can be determined by factors such as the streamflow and sediment load (Jason et al., 2015). Most natural channels however, are “asymmetrical at bends and trapezoidal in straight stretches” (Allan and Castillo, 2007). Furthermore, stream channels can be described by their sinuosity, meandering or braided pattern (Wang and Li, 2011).
Soil erosion within a streambed is defined as the detachment of soil particles from the streambed or stream banks by the movement of water (USDA, 1992). Erosion can occur from increased water velocity, rainfall, runoff, and high bank slopes. Soils that have greater infiltration rates and higher organic content are less likely to be eroded, while clays and sands are more likely to be moved by the water (Ritter, 2015). Stream bank erosion can have many negative effects and can cause bank failure, impair the water quality of the stream, and compromise infrastructure such as bridges and roads (Wynn et al., 2006). As a response, stream bank stabilization traditionally involves the use of riprap lining the streambed and bank to serve as a reinforcing barrier and prevent the erosion of the bank soil (City of Portland, 2017).
Natural bank stabilization practices involve the introduction of plant species that root easily and will thus hold the soil in place over a reasonable time frame (City of Portland, 2017). Natural erosion control often involves the use of soil bioengineering erosion best management practices. Soil bioengineering utilizes living and nonliving plant materials to prevent erosion and bank failure. Such methods include the use of live stakes, live fascines, bush layers, and brush mattresses (City of Portland, 2017).
Live stakes are branch cuttings that are often taken from dogwood or willow tree species (City of Portland, 2017). These branches have all their smaller twigs removed and are pushed into the ground (Figure 11). The Natural Resources Conservation Service (NRCS) recommends that a cutting of three feet is taken, and then inserted into the ground up to a depth of 2 feet (USDA, n.d.). As the branches grow, the roots that help hold the soil in place also grow. Live stakes provide a natural bank stabilization, are relatively inexpensive, can be installed quickly, and provide habitat for riparian species.
Figure 10. Live Stakes Involve the Growth or Riparian Tree Species Cuttings
Live fascines are long bundles of plant cuttings and roots braided together (City of Portland, 2017). Like live stakes, live fascines also use dogwood and willow species that grow easily in riparian areas. The long, braid-like bundle is placed and secured parallel to the stream (Figure 11) (USDA, 1992). As the plants grow, the roots help to stabilize the soil and prevent erosion. These fascines can also be placed parallel to each other along the stream bank to further enhance the bank stability. Live fascines are inexpensive, provide bank protection and stabilization, while also preventing slope erosion by slowing down runoff from the floodplain.
Figure 11. Live Fascines Roots to Prevent Bank Erosion
The method of brush layers utilizes live branch cuttings to stabilize the stream bank and slope. This process is different from live fascines as the live cuttings are placed into the soil horizontally. This design is especially effective in steep slopes where the bank has been cut away (IDNR, 2006).
Brush mattresses are layers of branches and roots that are secured to the bank. They blanket the bank slope and the plant roots secure the soil as they grow, preventing erosion (Figure 12). This design is effective in streams with high water velocity as it helps to trap sediment while providing immediate bank cover (City of Portland, 2017).
Figure 12. Installation of a Live Brush Mattress
To prevent sediment transport within streams, structures can be installed to prevent sediment loss. These structures, if installed properly, have the potential to decrease near bank velocities, maintain channel capacity, provide passage across the stream, and improve fish habitat (Rosgen, 2004). Cross vanes and J-Hook vanes are all flow structures that prevent streambed and bank erosion, while enhancing stream stability (Rosgen, 2004).
Cross vanes are a series of rocks or boulders that are formed across the stream in an upside down “U” shape. This shape deflects flow from the banks and moves the water towards the center of channel, preventing bank erosion (Rosgen, 2004). The rocks may form a small waterfall at the center of the stream. This design is also used for grade control and to prevent streambed erosion, since sediment builds up behind the frame (Rosgen, 2004). Figure 13 presents a diagram of a typical cross vane structure with the direction of water flow.
Figure 13. Cross Vane – Water Direction and Flow
A J-hook vane is another formation of rocks configured in the shape of an upside down “J” (Rosgen, 2004). The bottom part of the “J” runs along the side of the channel while the curve of the letter is located in the middle of the stream. The curved portion serves to direct flow to the middle of the channel and dissipate the streams energy. Like cross vanes, the J-hook is designed to collect sediment from upstream durring high flow events. The “hole” created in the middle of the “J” can also provide benificial habitat for fish (Rosgen, 2004). Figure 14 presents a diagram of a J-hook vane with the direction of water flow.
Figure 14. J-hook Vane – Water Direction and Flow
These designs can also act as bridges for people and animals to cross the stream, allowing unique access which can be beneficial in parks and recreational areas. The vane can be constructed with flat rocks or large boulders to allow for a more stable footpath-crossing for people while still maintaining its engineering function. Figure 15 shows a footpath that could double as a cross vane or J-hook to allow easy acess to the water.
Figure 15. Additional Functionality – Cross Vanes
A local stream restoration in the City of Norman, OK was performed at Brookhaven Creek (Figure 16-a). The project “is designed to reduce flooding and create a wetland” (OK Conservation, 2010) stretching over a half mile focus area. Large rocks have been installed to prevent erosion and improve grade stabilization, while several thousand trees, shrubs, and other small plants will be placed to form a wetland. This wetland is intended to help detain storm water runoff and filter fertilizers, oils, and other pollutants.
Other projects in the state of Oklahoma include Cow Creek in Stillwater, OK (Figure 17-b) and twelve separate sites on the Illinois River watershed in Tahlequah, OK. These sites face problems of erosion along the stream banks and by extension, increased sedimentation. Methods used to address these issues are re-sloping of vertical bands and planting of native vegetation to stabilize the banks. As discussed by Fleming & Vogel (n.d) and addressed in previous sections, “Installation of various types of rock vanes and root wads within the stream channel is another way to help reduce erosion and improve water quality.”
| (a) | (b) |
Figure 16. Brookhaven Creek (a) and Cow Creek (b) Restoration
Figure 17 presents the energy/emergy diagram for the interactions happening inside Bishop Creek. The boundary of this diagram has been defined as Bishop Creek. From Figure 17 it can be observed that most of the interactions that happens inside the creek is driven by the various water types (rain, runoff and creek water). For example, if the water quality in the creek is low, the number of producers that are present in it is reduced, meaning that the number of consumers also decreases and this affects nutrient and biomass retentions as well as species diversity inside and outside the creek. Therefore, it is imperative to establish a healthy environment in the creek to make the system more productive.
After completing a series of visits to Bishop Creek, it has been identified that the major problems in the creek are:
Figure 18. Erosion Problem Bishop Creek, Norman, OK
Figure 19. Bank Stability and Erosion Problem Bishop Creek, Norman, OK
Figure 20. Erosion Problem Bishop Creek, Norman, OK
Figure 21. In-Channel Stream Habitat Bishop Creek, Norman, OK
Figure 22. In-Channel Stream Habitat Bishop Creek, Norman, OK
Figure 23. Channel Drainage Bishop Creek, Norman, OK
Figure 24. Channel Drainage Issues Bishop Creek, Norman, OK
In order to address these problems, the following design is composed by four phases (Figure 25 and Figure 26): bank stabilization, stream erosion prevention, in-stream wetland creation, and creation of a retention pond that will solve the problems in the creek. At the same time, and as requested by some of the entities involved in this project, this design also proposes the creation of an official walking trail. Please note that Figure 26 is rotated from Figure 25 to effectively show various features.
Rosgen stream classification morphological description (level II) was used to classify Bishop Creek. Longitudinal profiles, channel cross-sections, and elevations, were determined using Light Detection and Ranging (LiDAR) data (provided by the City of Norman).
Bankfull stage (Figure 27) was identified approximately 100 feet south of the footbridge (Figure 28). This point stage was identified by observation of changes in topographic features, such as: (1) changes in vegetation (29-A), (2) drastic change in slope (Figure 29-B), (3) erosion or scour features, and (4) flat depositional benches. Stream channel dimensions (width and depths), flood-prone elevation, flood plain distance, and terrace distance were also determined at this site (Table 5).
Figure 27. Cross-Sectional View – Bankfull Stage, Eastwood Park, Norman, Ok
Figure 28. Bankfull Stage Location – Eastwood Park, Norman, Ok
| A | B |
Figure 29. On-Site Bankfull Indicators
Table 5. Stream parameters measured on site
| Parameter | Value |
| Channel width (ft. ) | 14 |
| Average channel depth (ft.) | 1.08 |
| Flood-prone (ft.) | 6 |
| Flood plain distance (ft.) | 20.8 |
| Terrace distance (ft.) | 15.6 |
Figure 30 and Figure 31 present the ground elevation and channel slopes of the Area of Interest (AOI). This information was calculated from tile “32-T9N-R2W” from the LiDAR data provided by the city of Norman. The coordinate system for this data is NAD_1983_HARN_StatePlane_Oklahoma_South_FIPS_3502_Feet and the corresponding elevation coordinates are in NAVD88 – Geoid12A (Feet). According to the City of Norman, the LiDAR data was gathered in 2015, therefore, it is assumed that the ground elevations and channel slopes have not changed since the data was collected.
Figure 30. Ground Elevation – Eastwood Park, Norman, Ok
Figure 31. Ground Slopes – Eastwood Park, Norman, Ok
From the above-mentioned material and the calculated values from Table 6, it was determined that under the Rosgen stream level II classification, Bishop Creek is a Type C stream.
Table 6. Level II Classification Parameters
| Parameter | Value |
| Width/Depth ratio | 13.8 |
| Sinuosity | 1.4 |
| Slope | 0.00 – 0.02 |
| Entrenchment ratio | 2.8 |
The Bishop Creek bank stabilization plan encompasses five different methods to prevent stream bank erosion and collapse. Brush mattresses, live fascines, live stakes, bank seeding, and tree toe revetments will be used to stabilize the banks. The brush mattress stabilization method will be located right after the North Bridge where the stream has the greatest velocity due to the upstream channelization and straightening. The brush mattresses woody materials will protect the bank soils while the vegetation establishes itself. Live fascines and bank seeding will be implemented at distances 70-230 feet from the North Bridge. The live fascines will be used where established woody vegetation does not already exist, and bank seeding will occur in the areas around the already growing trees. During the construction of this area, it is recommended that the already established woody vegetation not be cut, to maintain the stream bank strength. At distances 230-292 feet from the North Bridge, a tree toe revetment will be implemented where the bank has been cut by the water. This design will prevent the water from cutting the bank further, causing bank collapse, and erosion. It is also resistant to erosion as the woody material is anchored into the streambed. Eastwood Park currently has multiple trees that are falling/dead and should be cut down before they fall into the creek (Figure 32). When these trees are cut down, they can be used for the tree toe revetment instead of being removed from site. Above the tree toe revetment, the bank will be stabilized using live fascines and live stakes.
Figure 32. Falling Tree, Eastwood Park, Norman, OK
After the revetment, a combination of live fascines, live stakes, and bank seeding will be used to further stabilize the bank. The banks stabilized with vegetation will have coconut fiber rolls laid out to assist the establishment of vegetation and to prevent further erosion while the vegetation is growing. For each of these methods, the banks will need to be cut to the proper slope seen in Table 7 to ensure proper establishment.
Table 7. Location of Each Stabilization Method and Recommended Bank Slope
| Method | Distance From North Bridge | Recommended Bank Slope |
| Brush Mattress | 0-70 feet | 2:1 |
| Live Fascines & Stakes | 70-230 feet | 3:1 |
| Bank Seeding | 70-230 feet | 6:1 |
| Tree Toe Revetment | 230-292 feet | 3:1 |
Each of the bank stabilization methods are shown below in Figure 33 along with their corresponding locations. Please note that the diagram is not to scale. Each of these soft engineering methods will help the Bishop Creek committee assess the effectiveness of each stabilization method to make the best management decisions for possible future bank stabilization of the south portions of Bishop Creek.
Figure 33. Locations Bank Stabilization Methods within the AOI Bishop Creek
For the prevention of further streambed erosion, cross vanes will be implemented at locations 30 feet, 90 feet, and 140 feet from the North Bridge (Table 8). The first cross vane will be located 30 feet from the North Bridge to slow down the water that is flowing in from the straightened channel just north of the bridge. It will also prevent bank and streambed erosion from the high velocity incoming waters. The second cross vane will be located 90 feet from the bridge, to continue to reduce the velocity of the water and to prevent bank erosion by moving the water energy to the middle of the stream. The final cross vane will function as a stepping stone cross vane and will have adequate spaces between it to act as both a cross vane and a stepping stone bridge for the children’s access and that of other community members. An example of this design can be seen in Figure 34, in the bottom left corner image.
Table 8. Distance Cross Vane from the North Bridge
| Cross Vane Number | Distance From North Bridge |
| Cross Vane 1 | 30 feet |
| Cross Vane 2 | 90 feet |
| Cross Vane 3 | 140 feet |
Large rocks lining the stream bank will also be used to prevent bank erosion and to allow for kids and community members to access the water. Figure 34 illustrates the locations selected for the cross vanes, stepping stone bridge, and bank lining rocks.
Figure 34. Locations Stream Bed Stabilization Cross Vanes and Community Access
In order to properly protect the bank toe from erosion, large rocks will be placed along the bank and act as more stepping stones for kids to play on in the streambed. These rocks will be placed in between the cross vanes in the first 140 feet of the stream where the water velocities are elevated. Each rock will have a diameter of one foot or greater to prevent the water from moving the stone and to act as a stable base for kids to step on. Natural fiber or coir rolls (Figure 35) will be placed at the toe of the stream along the length of the creek except for the locations where the lining rocks (first 140 feet) and rock toe revetment (230-292 feet on left side of stream) methods are, for additional stream toe erosion prevention. These rolls reduce the amount of bank erosion by acting as a barrier between the soil and water surfaces within the stream bank.
Figure 35. Coir Rolls Places at the Stream Edge
The target area for an in-stream wetland is the naturally occurring bench which currently exists within the stream. The bench starts 180 feet downstream of the bridge, on the East side of the creek, and extends 230 feet downstream of the bridge. The wetland will be created by excavating the bench, while the existing stream channel will remain in place. The wetland will function by utilizing a wider stream bed area with increased sinuosity, along with the planting of wetland vegetation to provide water quality improvement (Figure 36). An inflow section to the wetland will be created just upstream of a low flow damn, which will be installed across the existing stream bed. The elevation of the low-flow dam will be just above the water elevation at average flow. The wetland is sized to handle the average flow rate from Bishop Creek, 0.809 cfs (StreamStats, 2017). By sizing it accordingly, at average flow or lower, the stream should be almost completely diverted through the wetland area. Finally, the outlet of the wetland will be where the stream bends to the east and the natural bench ends, at a riffle area. Elevation on the exit end must be the same elevation as the average flow water level downstream, to allow the water to flow out.
Figure 36. In-Stream Wetland – Top View
The installation of the low-flow dam, which will be created by a series of rocks or a log, will serve a dual purpose. The first, is to implement the in-stream wetland, and the second purpose is to help dissipate some of the energy of the stream during high flows. Water flowing over the dam will create a natural scour pool which will provide an excellent habitat for aquatic species. At low and average flows, the stream channel below the dam will act as a backwater pool, as water is diverted away from the primary channel into the wetland. However, as it stands, the existing channel should handle any flows above average, and storm flows, with no problem. Especially considering the stream bank improvements listed earlier for this location. In order to prevent the above average flows from completely rerouting the stream into the newly established wetland, a J-hook weir will be installed just upstream of the inlet, along the east side of the creek (Figure 37), to channel energy away from the inlet of the wetland and send it over the dam.
Figure 37. Close-up of J-hook structure
The wetland will be designed to slow down the flow of the water and provide filtration. This will be accomplished by making the wetland a circuitous maze for the water to go through. By integrating wetland plant species with irregularities in the excavated bottom, including mounds and boulders, the water will not be able to quickly flow through the wetland system. The size of the wetland footprint is around 4100 ft2; however, the calculations were based on 90% of this area, or 3700 ft2, to allow for barrier structures. Excavating the bottom of the wetland to a max depth of 8 inches below the inlet elevation, and providing for the irregularities in the bottom and the circuitous path an average depth of 7 inches was assumed for the entire wetland area. Hydraulic Retention Time (HRT) was calculated using (Equation 1). As the barrier is designed to be overtopped once flow goes above the average value (0.809 ft3/s) retention time can only be successfully calculated for this flow or below.This resulted in an overall retention time in the wetland of 45 minutes, at average flow. While this is not a long retention time, it will hopefully slow the water down enough to promote particle settling, which the plants can then uptake, thus improving the water quality downstream.
HRT=VwQavg =Volume In-Stream WetlandAverage streamflow Bishop Creek (Equation 1)
Water quality in Bishop Creek has been recognized by the Oklahoma Blue Thumb organization as a major concern in the creek. They have identified that “runoff from residential areas where lawns are typically fertilized throughout the year, trash, oil and grease from roadways and driveways make their way to the edge of the creek” (Blue Thumb, 2015). For that reason, and to address a portion of the water quality problems in Bishop Creek, one of the design components proposed in this document is the construction of a retention pond, capable of capturing and passively treating runoff water from the residential area inside Bishop Creek watershed. The idea behind the construction of this retention pond, is based on the fact that these type of man-made structures (if well design) are capable of not only retaining a portion of the runoff, but also increasing water quality and decreasing peak flows.
It was identified by this group that due to the land constrains in the area, it is almost impossible to capture and passively treat all the runoff water produce inside the Bishop’s Creek watershed. For that reason, the main purpose of this retention pond is to capture, retain and passively treat the first flush produced by precipitation events. First flush is defined as the “initial period of storm water runoff during which the concentration of pollutants is substantially higher than during later stages” (Lee et al., 2002).
To calculate the runoff discharge inside the Bishop’s Creek watershed, the rational method (Equation 2) was used. This method calculates the discharge (Q) using the drainage area of the watershed (A), times the runoff coefficient (C), times the intensity (I). To calculate I, intensity duration curves for the City of Norman (Figure 38) were calculated using data from the USGS Water-Resources Investigations Report 99–4232 for the 2-yr, 5-yr, 10-yr, 25-yr, 50-yr and 100-yr storms.
Figure 38. Intensity Duration Curves for the City of Norman, OK
Time of concentration (tc) was calculated using the Kirpich equation (Equation 3). The length (L) of the watershed was obtain from the USGS Water Resources StreamStats. While the slope (S) was obtained from the LiDAR data provided by the City of Norman.
Q=CIA Equation 2
tc=0.0078L0.77S0.385 Equation 3
Table 9 presents a summary of the calculated intensities, using tc. Based on the land cover/land use, the runoff coefficient (C) was calculated as 0.4 since the watershed is highly dominated by residential areas. Table 10 presents the obtained discharges (Q) for various design storms.
Table 9. Storm Intensity, City of Norman, OK
| Storm (yr.) | Intensity (in/hr.) |
| 2 | 2.1 |
| 5 | 2.7 |
| 10 | 3.1 |
| 25 | 3.8 |
| 50 | 4.3 |
| 100 | 4.9 |
Table 10. Discharges for Various Design Storms, City of Norman, OK
| Storm (yr.) | Intensity (in/hr.) | C | Q (cfs) |
| 2 | 2.1 | 0.4 | 172.4 |
| 5 | 2.7 | 0.4 | 224.7 |
| 10 | 3.1 | 0.4 | 261.2 |
| 25 | 3.8 | 0.4 | 315.1 |
| 50 | 4.3 | 0.4 | 360 |
| 100 | 4.9 | 0.4 | 406.5 |
As stated above and due to land constrains, the main purpose of this retention is to capture, retain, and passively treat the first flush events. For that reason, the target storm selected for the design of this pond was the 2-year storm which corresponds to a Q of 172.4 cfs.
Four major assumptions were made to design this pond:
Figure 39. Path Ephemeral Channel
Figure 40 shows the proposed location of the retention pond (considering the elevation of its surrounding area). This design proposes that the runoff water that is being discharge by the culvert pipe gets captured 100 feet downstream by a 6 inch. 5 ft. long buried pipe that discharges to the upstream portion of the pond (Qin), then in approximately 1 hr., the water makes its way down to the outflow (Qout) that is also connected to a 6 inch 5 ft. long buried pipe that discharges into the ephemeral channel. Table 11 presents a summary of the sizing details of the retention pond. From this table, it is important to point out that the purpose of this pond is not to “take away” land from Eastwood park. For this reason, the design proposes that the depth of the pond not exceeds 2 ft. Additionally, from this limit, the pond will only hold water during rain events, (during dry periods this pond will not hold any water). Based on this and being aware that Eastwood Park is primarily a recreational place for the community, we would like to maintain this area open to any recreational activities instead of creating a hole in the ground that could pose a threat to community members.
Figure 40. Retention Pond Location and Propose Elevation
Table 11. Sizing Parameters Retention Pond
| QIn (cfs) | Qout (cfs) | Volume (ft3) | Area (ft2) | Depth (ft.) | Slope | HRT (hr.) |
| 17.38 | 17.38 | 62,566.67 | 31,283.34 | 2 | 2:1 | 1 |
From the data provided by the City of Norman, site visits, and aerial images of the terrain, it has been identified that the area inside the pond (Figure 41) lacks well established vegetation. Therefore, to warranty nutrient uptake by plants, it is also proposed that some eastern redbud is planted inside this area.
To aid in the streambed stabilization of the area adjacent to the stream, vegetation should be placed along the length of the stream. The placement of this vegetation should aid in the removal of nutrients within the immediate water runoff into the stream
For this site, five individual tree species were selected that can successfully grow and establish in this area. The individual tree species selected, upon establishment, should require little to no maintenance, provide shade and habitat for wildlife, and be aesthetically pleasing, especially in combinations due to the diversity of tree types and their individual growing patterns. The species selected include the Eastern Redbud, Loblolly Pine, Red Maple, Western Soapberry, and the Pecan Tree. Apart from the Pecan Tree, each of the selected species is native to the area. Even though the Pecan Tree is not native to this area, this species was selected due to its potential services to the community. Table 12 outlines the growing specifications of each of the selected species including the expected height and spread of the mature tree, the average growth rate, sun and shade preferences of the species, information on the individual tree’s water needs, and overall notes and information describing additional attributes of specific species. Additionally, Table 13 outlines the characteristics of the trees, including tree type, seasonality, flower, seed and fruit characterization, and wildlife accommodations. It is recommended that trees of at least three to five years of age, or approximately 5 to 10 feet tall, be planted to increase the probability of successful rooting and establishment of each individual tree.
Table 12. Growing Specifications of Each Selected Tree Species
| Tree Name | Mature Height & Spread (ft.) | Growth Rate |
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