WWALS Watershed Coalition

WWALS Watershed Coalition, Inc. (WWALS) is Suwannee RIVERKEEPER® WWALS advocates for conservation and stewardship of the Withlacoochee, Willacoochee, Alapaha, Little, Santa Fe, and Suwannee River watersheds in south Georgia and north Florida through education, awareness, environmental monitoring, and citizen activities.

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Sugar Creek Trash in 2010 Valdosta Stormwater Master Plan: Suwannee Riverkeeper and Mayor Scott James 2021-08-12 [Up]

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[Radio 2021, Plan 2010]
Radio 2021, Plan 2010

S3

[Section 3: Sugar Creek Geomorphologic Assessment]
Section 3: Sugar Creek Geomorphologic Assessment
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[Figure 3.1.1. Lanes Balance - Sediment Load X Sediment Size  Sediment Slope X Water Discharge]
Figure 3.1.1. Lanes Balance - Sediment Load X Sediment Size  Sediment Slope X Water Discharge
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[3.1.3 Channel Evolution – Evaluating Channel Changes in Cross Section]
3.1.3 Channel Evolution – Evaluating Channel Changes in Cross Section
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[Figure 3.1.2. Channel Evolution Model]
Figure 3.1.2. Channel Evolution Model
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[Figure 3.1.3. Channel Evolution Model]
Figure 3.1.3. Channel Evolution Model
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[3.1.4 Meander Formation and Migration – Evaluating Channel Change in Plan Form]
3.1.4 Meander Formation and Migration – Evaluating Channel Change in Plan Form
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[Figure 3.1.4. Illustration of a Stable Channel]
Figure 3.1.4. Illustration of a Stable Channel
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[Figure 3.1.5. Illustration of a Failing (severely incising) Channel]
Figure 3.1.5. Illustration of a Failing (severely incising) Channel
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[Figure 3.1.6. Mechanics of Meander Creation]
Figure 3.1.6. Mechanics of Meander Creation
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[Figure 3.1.7. Meander Geometry]
Figure 3.1.7. Meander Geometry
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S3 Analysis

[3.1.5 Profile Analysis]
3.1.5 Profile Analysis
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[3.1.6 Temporal and Spatial Implications]
3.1.6 Temporal and Spatial Implications
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[Figure 3.1.9. Sediment Transport Zones]
Figure 3.1.9. Sediment Transport Zones
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[Figure 3.1.10. Geomorphic Isolation by Infrastructure; Figure 3.1.11. Influence of Hydrology on Sediment Transport]
Figure 3.1.10. Geomorphic Isolation by Infrastructure; Figure 3.1.11. Influence of Hydrology on Sediment Transport
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S3 Methods

[3.2 Methods of Geomorphic Investigation]
3.2 Methods of Geomorphic Investigation
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[3.2.2 Geomorphic Field Investigation]
3.2.2 Geomorphic Field Investigation
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[Various parameters]
Various parameters
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S3 Evaluation

[3.3 Sugar Creek Evaluation; 3.3.1 Geomorphic Field Investigation]
3.3 Sugar Creek Evaluation; 3.3.1 Geomorphic Field Investigation
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[Figure 3.3.1 Dominant Processes through Sugar Creek Main Stem]
Figure 3.3.1 Dominant Processes through Sugar Creek Main Stem
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[3.3.2 Major Reaches of the Main Stem; River Street to Lankford Drive:]
3.3.2 Major Reaches of the Main Stem; River Street to Lankford Drive:
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[Figure 3.3.2 Geomorphic Features in Sugar Creek]
Figure 3.3.2 Geomorphic Features in Sugar Creek
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[Figure 3.3.3 Geomorphic Features and Channel Processes in Sugar Creek]
Figure 3.3.3 Geomorphic Features and Channel Processes in Sugar Creek
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[Figure 3.3.4. Knick Point 250 feet Downstream of River Stree]
Figure 3.3.4. Knick Point 250 feet Downstream of River Stree
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[Figure 3.3.5. Aerial Sanitary Lines]
Figure 3.3.5. Aerial Sanitary Lines
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[Figure 3.3.6. Foam Observations]
Figure 3.3.6. Foam Observations
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[Figure 3.3.7. Knick Points and Glides]
Figure 3.3.7. Knick Points and Glides
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[Figure 3.3.8. Indications of Long-term Erosion and Tree Adaptation]
Figure 3.3.8. Indications of Long-term Erosion and Tree Adaptation
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[Figure 3.3.9. Depositional Shelf 80 feet Upstream of W. Magnolia Street]
Figure 3.3.9. Depositional Shelf 80 feet Upstream of W. Magnolia Street
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[Lankford Drive to Baytree Road]
Lankford Drive to Baytree Road
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[Figure 3.3.10. Gullies Filled with Garbage and Debris Downstream of W. Magnolia St.]
Figure 3.3.10. Gullies Filled with Garbage and Debris Downstream of W. Magnolia St.
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[Figure 3.3.11. Knick Point about 400 feet Downstream of W. Magnolia Street]
Figure 3.3.11. Knick Point about 400 feet Downstream of W. Magnolia Street
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[Figure 3.3.12. Debris Jam Composed of Household Garbage]
Figure 3.3.12. Debris Jam Composed of Household Garbage
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[Figure 3.3.13. Advancing Sand Bars]
Figure 3.3.13. Advancing Sand Bars
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[Baytree Road to near Two Mile Creek confluence]
Baytree Road to near Two Mile Creek confluence
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[Figure 3.3.14. Garbage Rafts Upstream of Log Jams]
Figure 3.3.14. Garbage Rafts Upstream of Log Jams
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[Figure 3.3.15. Sand Bars Downstream of Railroad Crossing]
Figure 3.3.15. Sand Bars Downstream of Railroad Crossing
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[Figure 3.3.16. Gullies Cutting Down (incising) to Match Grade]
Figure 3.3.16. Gullies Cutting Down (incising) to Match Grade
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[3.3.3 Channel Geometry]
3.3.3 Channel Geometry
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[Figure 3.3.17 Stable and Developing Meanders in Sugar Creek]
Figure 3.3.17 Stable and Developing Meanders in Sugar Creek
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[Figure 3.3.18 Channel Bed Profile and Water Surface Elevation]
Figure 3.3.18 Channel Bed Profile and Water Surface Elevation
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[3.3.4 Boundary Material ... introduce debris ... Debris]
3.3.4 Boundary Material ... introduce debris ... Debris
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[Figure 3.3.19 StreamProfile and Bed Slope]
Figure 3.3.19 StreamProfile and Bed Slope
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S3 Hydraulics

[3.4 Hydraulics]
3.4 Hydraulics
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[Figure 3.3.20. Incision has let to Vegetation Damage]
Figure 3.3.20. Incision has let to Vegetation Damage
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[3.4.1 Analysis of Water Surface Profile]
3.4.1 Analysis of Water Surface Profile
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[Figure 3.4.1 Hydraulic Model Results and Geomporphic Process Relationship]
Figure 3.4.1 Hydraulic Model Results and Geomporphic Process Relationship
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[3.4.2 Tractive Shear]
3.4.2 Tractive Shear
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S3 Methods of Management

[3.6.1 Watershed-Scale Stability - Arrest Channel Incision]
3.6.1 Watershed-Scale Stability - Arrest Channel Incision
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[Water Quality]
Water Quality
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[Figure 3.6.1 Grade Control Structures (Newbury Style)]
Figure 3.6.1 Grade Control Structures (Newbury Style)
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[3.6.2 Local Stability Prevents Incision and Protects Infrastructure]
3.6.2 Local Stability Prevents Incision and Protects Infrastructure
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[conservation culvert design]
conservation culvert design
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[Figure 3.6.3 Conservation Culvert Design]
Figure 3.6.3 Conservation Culvert Design
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SC

[4.5 Sugar Creek]
4.5 Sugar Creek
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[Figure 4.5.1 Sugar Creek Sub-Basin Hydrologic Unit Boundaries]
Figure 4.5.1 Sugar Creek Sub-Basin Hydrologic Unit Boundaries
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[Table 4.5.2. Land Use; Table 4.5.3. Soils Breakdown]
Table 4.5.2. Land Use; Table 4.5.3. Soils Breakdown
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[Figure 4.5.2 Sugar Creek Sub-Basin Hydraulic Network]
Figure 4.5.2 Sugar Creek Sub-Basin Hydraulic Network
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[4.5.4 Water Quantity Problem Areas]
4.5.4 Water Quantity Problem Areas
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[4.5.5 Results]
4.5.5 Results
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[Roads; Structures]
Roads; Structures
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[Table 4.5.4. Sugar Creek Existing Condition Model Results]
Table 4.5.4. Sugar Creek Existing Condition Model Results
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[Figure 4.5.2.2 Sugar Creek Sub-Basin Level of Service Violations and Water Quantity Problem Areas]
Figure 4.5.2.2 Sugar Creek Sub-Basin Level of Service Violations and Water Quantity Problem Areas
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[4.5.6 Alternatives Evaluation]
4.5.6 Alternatives Evaluation
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[Figure 4.5.3 Sugar Creek Sub-Basin Alternative SG1 Regional Stormwater Facility near End Drive]
Figure 4.5.3 Sugar Creek Sub-Basin Alternative SG1 Regional Stormwater Facility near End Drive
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[Alternative SG4 – Grade Control Structures at four locations throughout the Sugar Creek Sub-basin]
Alternative SG4 – Grade Control Structures at four locations throughout the Sugar Creek Sub-basin
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[Figure 4.5.4 Alternative SG2 Regional Stormwater Facility near Lankford Drive]
Figure 4.5.4 Alternative SG2 Regional Stormwater Facility near Lankford Drive
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[Figure 4.5.5 Alternative SG3 Sugar Creek Stream Restoration and a Grade Control Structure North of Baytree Rd]
Figure 4.5.5 Alternative SG3 Sugar Creek Stream Restoration and a Grade Control Structure North of Baytree Rd
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[Figure 4.5.6 Alternative SG4 Six Grade Control Structures at four locations]
Figure 4.5.6 Alternative SG4 Six Grade Control Structures at four locations
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AI

[Baytree Road Culvert Improvements - Preliminary Design Evaluation]
Baytree Road Culvert Improvements - Preliminary Design Evaluation
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[Figure 1 Baytree Road Culvert Improvements Preliminary Design Evaluation]
Figure 1 Baytree Road Culvert Improvements Preliminary Design Evaluation
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[Hydraulic Evaluation]
Hydraulic Evaluation
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[Structural Flooding]
Structural Flooding
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[Conceptual Cost Estimate]
Conceptual Cost Estimate
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[Construction Cost $182,406 + Contingencies $117,100]
Construction Cost $182,406 + Contingencies $117,100
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[Discussion]
Discussion
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