20231655 Ver 1_3. Falling Creek Design Memo_20240408

Falling Creek Stream Restoration
Design Memorandum
in support of the
NE Wastewater Treatment Facility
Floodplain Hardening and Stream Restoration Project
City of Hickory, NC
Prepared by:
KCI
A �O(IATE`� or vc
KCI Associates of North Carolina, PC
November 4, 2022

This memo summarizes the design process and justification for the Falling Creek Stream and
Floodplain Improvements project (hereafter called the Falling Creek Project) as submitted
to the City of Hickory's Public Utilities at the 30% design stage.
Introduction and Background
Project Limits and Scope of Work
The Scope of Work includes comprehensive services for the natural resource assessment,
survey, permitting, and design necessary for the restoration of the Falling Creek Project (see
vicinity map below). Falling Creek is a third -order channel that originates in suburban
communities northeast of metropolitan Hickory, North Carolina. The project limits (study
area) encompass a stream corridor with approximately 1,600 linear feet (LF) of perennial
channel. The upstream study limit begins approximately 800 LF upstream of a culvert under
Cloninger Mill Road. The channel passes through a culvert under Cloninger Mill Road and
continues downstream approximately 800 LF to an elevated treatment facility outfall pipe
that crosses over the creek. Four tributaries flow into the channel. The study area is located
entirely on City of Hickory property.
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Figure 1. Vicinity Map (not to scale) showing the starred center of the project at Cloniger
Mill Road.
KCI Technologies 2 Design Memo
Natural Resources Practice Falling Creek Stream Restoration
KCI Job Number: 962107597 November 4, 2022

General Project Description
The Falling Creek Project is located northeast of Hickory, North Carolina in the Lake Hickory -
Catawba River watershed (HUC 030501010904). The drainage area entering the project
upstream boundary is approximately 4.71 square miles (3,014 acres). The drainage area at
the project exit is approximately 5.33 square miles (3,411 acres). The area is built up with
low to medium density suburban communities and light industrial facilities. Impervious
surfaces consisting of roads, driveways, and rooftops cover approximately 22% of the
drainage area, and forest covers approximately 10 percent of the drainage area, according
to the U.S. Geological Survey StreamStats web mapping application (USGS 2022).
Falling Creek upstream of Cloninger Mill Road flows in an easterly direction along the
southern border of the City of Hickory Northeast Wastewater Treatment Facility.
Downstream of Cloninger Mill Road, the creek flows past the Falling Creek Pump Station
and the treatment facility outfall pipe parallels the creek in the left overbank until it crosses
the creek at the downstream limit of the project. The flow direction becomes
north/northeasterly downstream of Cloninger Mill Road.
This project has several goals that will benefit the river corridor and protect the sewer
infrastructure. The stream stabilization and restoration portion of the project seeks to
improve the channel conditions and resilience near the sewer infrastructure by applying
natural channel design principles to stabilize the channel and by installing bioengineered
structures to protect and reinforce that stability. The project also seeks to create significant
areas of accessible floodplain along the riparian corridor to alleviate the erosive forces
currently acting within the channel and to create hydraulic storage capacity that will reduce
the frequency and severity of nuisance flooding events.
Existing Conditions
Falling Creek flows adjacent to the Northeast Wastewater Treatment Facility's southern
border for approximately 800 linear feet (LF). This segment of the stream is characterized by
overly high and actively eroding banks. The left bank that adjoins the treatment facility
grounds is approximately 18 feet high (from the channel bed elevation), has boulder toe
protection installed in select areas of the bank, and exhibits isolated areas of minor erosion.
The left overbank vegetation includes dense shrub groundcovers under a mature tree
canopy. The right bank opposite the treatment facility varies from 8 to 20 feet high and is
nearly vertical in most areas. The channel bed has areas of fine sediment aggradation and
areas of cobble riffle formation. The absence of wrack lines or other evidence of recent
flooding on the right floodplain indicates that the stream is currently unable to access the
floodplain within this segment despite recent high intensity rainfall events and associated
flooding downstream of Cloninger Mill Road. The right overbank vegetation includes light
groundcovers under a canopy of young and old trees.
KCI Technologies 3 Design Memo
Natural Resources Practice Falling Creek Stream Restoration
KCI Job Number: 962107597 November 4, 2022

Falling Creek downstream of Cloninger Mill Road flows approximately 800 LF before
encountering a large bedrock outcrop that creates cascading falls upgrade of a Lake Hickory
backwater environment. The Falling Creek Pump Station is in the left floodplain immediately
downstream of Cloninger Mill Road; the stream bends to the left as it passes by the pump
station. Sandy aggradation of varying depth fills the channel bed because of the low slope.
For example, a large area of sediment aggradation several inches deep has formed on the
floodplain between the steam bank and pump station fence line. The stream bank heights
are lower than the banks upstream of the Cloninger Mill Road; however, the right bank has
vertical cuts from 8 to 12 feet high with active erosion occurring. The left bank is generally
lower than the right bank but exhibits one erosional location approximately 11 feet high.
The channel is actively eroding and has cut downward into its own streambed, which has
created channel degradations and instabilities including: undercut banks; steep,
unvegetated banks; debris jams; bed aggradation; and limited access to the adjoining
floodplain. The identified channel instabilities, active bank erosion and lateral migration
directly threaten the structural integrity of several critical sewer infrastructure components.
Also, steadily increasing stormwater peak flows have exacerbated flooding that is
experienced frequently at the pump station.
The incised (overly deep) channel presents two problems. First, the increased channel
velocities and harmful erosive energies generated within the stream during high flow rain
events are confined completely within the channel. The volume and energy of a high flow
event can spread out, slow down and be reduced when a stream is connected to its
floodplain. Second, the complete lack of hydraulic storage capacity on upstream of
Cloninger Mill Road is aggravating the flooding events that are occurring downstream of the
road.
Design Approach
A Natural Channel Design (NCD) approach to restore the channel to a stable bankfull
condition and provide floodplain connection is presented below.
One principal goal of the project is to stabilize and restore the project channel to improve
the channel conditions and resilience near the existing sewer infrastructure. The proposed
channel geomorphology conforms with the existing conditions, estimated bankfull flow and
existing Rosgen channel type to create a stable channel.
A second principal goal is to create significant areas of accessible floodplain to alleviate
erosive flow forces and create hydraulic storage capacity. The Doll Priority II and Priority III
approaches to channel restoration (Doll et al, 2003) provide floodplain connection by
establishing a new floodplain at a lower elevation than the existing floodplain. Elevating the
existing channel bed elevation is not proposed. The difference between the Priority II and
Priority III approaches is the width of the floodplain created. In areas where extensive
KCI Technologies 4 Design Memo
Natural Resources Practice Falling Creek Stream Restoration
KCI Job Number: 962107597 November 4, 2022

excavation is not possible or desirable due to specimen trees, wetlands, buried utilities,
outfalls, or other features, a narrower bankfull bench is proposed (Priority III). Otherwise,
one or more floodplain terraces of increasing width and elevation are proposed (Priority II)
to balance desired floodplain storage with construction costs. The Priority II/III approaches
proposed for this project will require cuts and grading in both floodplains but major cuts in
the right floodplain.
The recommended riparian area plantings will provide bank stability and improve the
ecological functions of the channel and created floodplains.
Site Specific Design Considerations
There are several site variables and constraints that affect the design, including:
• Major sanitary infrastructure in the left overbank including a 36" DIP sewer pipe and
large facilities.
• Bedrock identified in the channel bed throughout the project area.
• Several large -flow stormwater outfalls that discharge to the channel from elevated
inverts.
• Three aerial sanitary pipe crossings over the channel.
• A twin -box, concrete road culvert (Cloninger Mill Road) intersecting the project area.
• Endangered plant species in proximity to the anticipated LOD.
Avoidance and Minimization of Impacts to Water, Wetland, and Forest Resources
The project design emphasizes protecting the on -site natural resources by proposing to:
• Adhere to the applicable federal, state and local erosion and sediment control, and
maintenance of stream flow permits and regulations.
• Protect the roots and trunks of trees to be saved within the LOD by identifying select
trees in the construction plans.
• Protect the identified endangered plant species with a fenced construction buffer.
• Note: no wetlands have been identified within the anticipated LOD; therefore, no
wetland avoidance measures are required.
Design Process
The design process is an iterative process that involves the following steps:
1. Establish the limits of the restoration;
2. Determine a design discharge;
3. Design the channel cross sections;
4. Establish a stabilization channel profile and planform;
5. Evaluate the proposed channel hydraulics; and,
6. Size and locate the required channel bed and bank treatments and design the final
landscaping.
Step 1: Establish the limits of the stabilization
KCI Technologies 5 Design Memo
Natural Resources Practice Falling Creek Stream Restoration
KCI Job Number: 962107597 November 4, 2022

Stabilization will be conducted within the Falling Creek Project channel beginning
approximately 860 LF upstream of the Cloninger Mill Road culvert and ending
approximately 900 LF downstream of the Cloninger Mill Road culvert. The limits and
philosophy of the stabilization are based on the following criteria:
• Begin the stabilization downstream of a bedrock outcrop that spans the entire
channel width, has a smooth surface, and has a longitudinal slope over 10 percent.
• Terminate the bank stabilizations upstream of an aerial 36" DIP sanitary sewer pipe.
• Design a stable channel cross section based on natural channel design
methodologies within the constraints of the site.
• Limit the overall width of the stabilization to control construction costs and
complexity.
Step 2: Determining a design discharge
KCI determined a design discharge by first estimating the existing bankfull discharge in the
project reach and then adjusting the design discharge to accommodate the project goals
and boundary conditions. Two analytic approaches were used to estimate the bankfull
discharge for the channel restoration:
• Predictive, empirically -derived physiographic region regression equations;
• Geomorphic assessments of the existing channels.
Note: USGS river gage station — 0214185300, Falling Cr NR Hickory, NC -- was previously
located at the upstream face of the Cloninger Mill Rd crossing. One field/laboratory water
quality sample was collected on 07/27/1992, but no stream flow data has ever been
collected at the gage.
Physiographic Region Regression Equations
Bankfull discharge characterizes the flow that is effective in shaping and maintaining a
stream. Over time, geomorphic processes adjust the stream capacity and shape to
accommodate the bankfull discharge within the stream. Bankfull discharge is strongly
correlated to many important stream morphological features (e.g., bankfull width, drainage
area, etc.) and is a critical piece of data used for several assessment parameters. Bankfull
discharge is also used in natural channel design procedures as a scale factor to convert
morphological parameters from a stable reach of one size to a disturbed reach of another
size. It is broadly accepted within stream restoration science that the bankfull condition
typically occurs between the 1- to 2-year recurrence intervals in non -urban watersheds, and
that urbanization causes recurrence intervals to shorten to values close to 1 year, and
sometimes less than 1 year.
KCI used regional regression equations for the rural Piedmont physiographic region
(Harmon et al, 1999) to support the 30% design process with bankfull discharge estimates.
The referenced regression analysis was based on stream systems in ten large, undeveloped
watersheds (i.e., with impervious less than 20%) with USGS gages, and three reference
KCI Technologies 6 Design Memo
Natural Resources Practice Falling Creek Stream Restoration
KCI Job Number: 962107597 November 4, 2022

reaches in non -gaged streams. The imperviousness in the Falling Creek project watershed is
approximately 21 percent.
Table 1. Estimated Bankfull Hydraulic Characteristics based on Regional Regression
Equations*
Drainage
Cross-
Width -
Cross
Discharge
Width
Mean
Area (sq
Sectional
Depth
Section ID
(cfs)
(ft)
Depth (ft)
mi)
Area (ft')
Ratio
XS A
4.70
271.3
23.1
2.5
61.4
9.4
XS B/C
4.78
274.7
23.3
2.5
62.1
9.4
XS D
5.31
296.2
24.4
2.6
66.7
9.5
XS E
5.32
296.6
24.4
2.6
66.8
9.5
XS F
5.33
297.0
24.4
2.6
66.9
9.5
* Harman, W.H. et al, 1999, Bankfull Hydraulic Geometry Relationships for North Carolina Streams
Geomorphic Assessments of the Existing Channels
KCI stream restoration specialists conducted a visual and detailed fluvial geomorphic
assessment of the project channel on September 9, 2022 according to the methods
described in Stream Channel Reference Sites: An Illustrated Guide to Field Technique
(Harrelson et al, 1994). The visual portion included a qualitative assessment of the
geomorphic processes influencing the stream channel, banks, and floodplain. The detailed
assessment included six (6) cross sectional surveys. Longitudinal profile data was extracted
from a topographic survey completed within the channel. The stream was traversed under
low flow conditions, and photographs, videos, and field notes were taken to document the
field conditions. A photo log is available in Attachment A.
All of the surveyed cross sections were in riffles except for cross section A, which was in a
pool. The riffle locations were chosen because they displayed a balance of good riffle
characteristics: one or more bank indicators that potentially represented bankfull water
elevation; a reasonable length; evenly distributed sediments and sediment sizes that
represented the project area's average bed characteristics; a discernable thalweg that was
actively crossing from one bank toe to the other bank toe; and, minimally impacted by large
debris or bank projections immediately upstream or downstream.
KCI used the Ohio Department of Natural Resources Reference Reach Spreadsheet for
Channel Survey Data Management (Mecklenburg, 2006) to store the field -collected
geomorphic data; estimate the Manning's 'n' (roughness factor); exercise resistance
equations; and iterate over likely bankfull elevations to estimate the bankfull discharge. The
bankfull discharges approximated by the aforementioned regional regression curves, the
site photographs, and field -identified bankfull indicators supported the iterative process.
The surveyed cross sections, as documented in the Reference Reach Spreadsheet, can be
found in Attachment B.
KCI Technologies 7 Design Memo
Natural Resources Practice Falling Creek Stream Restoration
KCI Job Number: 962107597 November 4, 2022

Table 2 summarizes the key geomorphic dimensions and estimated discharges of the
existing cross sections.
Table 2. Existing Cross Section Dimensions and Estimated Discharges
Cross
Section
ID
Slope
(%)
Width
(ft)
Mean
Depth (ft)
Width-
Depth
Ratio
Cross-
Sectional
Area (ft')
Manning's
'n'
Discharge
charge
(cfs)
XS A
0.56
27.6
2.2
12.3
61.7
0.041
271
XS B
0.56
31.1
2.9
15.5
62.1
0.038
275
XS C
0.56
28.3
2.2
12.8
62.2
0.041
275
XS D
0.13
33.4
2.0
16.6
67.0
0.019
296
XS E
0.13
31.9
2.1
15.3
66.7
0.019
296
XS F
0.13
38.1
1.8
21.7
66.6
0.017
294
KCI completed analyses of the channel bed material particle distributions by collecting
sediment samples in three of the surveyed cross sections (XS A, XS B and XS Q. The particle
size distribution reports are provided in Attachment B.
Summary
Dr. David Rosgen has argued (in his stream restoration courses and personal
communication with KCI staff) that restoration channel morphology should be designed to
closely match reference reach (non -urbanized) regression equation dimensions with the
goal of producing a recurrence interval close to, or less than, the 1.25-year recurrence
estimate irrespective of the drainage area imperviousness. The concept of slightly under -
sizing a restoration channel to encourage floodplain connectivity, flood storage, floodplain
accretion, and riparian wetland enhancement is described and supported by many
restoration specialists (Harman et al, 2012).
The geomorphic analysis of the existing cross sections estimated the bankfull discharge to
be approximately 271 cfs at the upstream boundary and approximately 295 cfs at the
downstream boundary. KCI proposes a design discharge of 272 cfs at the upstream
boundary and 299 cfs at the downstream boundary because there is good correlation
between the bankfull estimates from the geomorphic analysis and the Q1.25 recurrence
values from the regression equations.
Step 3: Designing the channel cross section
The geomorphic assessment of the existing conditions; regression analyses; longitudinal
profile slope; design discharge; and project goal informed an iterative process leading to a
design riffle cross section. The design riffle cross -sectional area approximates the existing
bankfull cross -sectional area and the regression equations; however, the stabilization
channel will have a bank height ratio equal to 1.0., i.e., the bankfull break elevation is
connected to a floodplain bench wherever possible.
KCI Technologies 8 Design Memo
Natural Resources Practice Falling Creek Stream Restoration
KCI Job Number: 962107597 November 4, 2022

The Reference Reach Spreadsheet (Mecklenburg, 2006) was used to model two proposed
cross sections and analyze their hydraulic stability factors including velocity, shear stress,
stream power, and Froude number. Adjustments were made to the riffle cross sections to
mitigate any Froude number greater than 1.0, excessive shear stresses, and high velocities
while maintaining a width -to -depth ratio of 15:1 or greater. The riffle cross sections
upstream and downstream of Cloninger Mill Road were assumed to have Manning's 'n'
(roughness coefficient) values of 0.041 and 0.02, respectively. Each cross section includes a
shallow V-shaped bottom to increase the water depth at base flow and support aquatic
organism passage. This shape increases the maximum depth along the thalweg at base flow
yet maximizes roughness to moderate channel velocities.
Table 3 summarizes the design riffle and pool cross section geometries.
Table 3. Design Cross Section Geometries
Mean
Max
Width-
Cross
Shear
Channel
Slope
Width
Discharge
Froude
Velocity
Feature
(ft/ft)
(ft)
Depth
Depth
Depth
Section
(cfs)
Number
Stress
(ft/s)
(ft)
(ft)
Ratio
Area (ftZ)
0bs/ft2)
US Riffle
0.006
31.0
2.0
2.7
15.5
62
272
0.55
0.73
4.4
IDS Riffle
0.0014
32.0
2.1
2.8
15.3
67
299
0.55
0.18
4.5
Step 4: Establishing a channel profile and planform
A primary project goal was to provide a stable channel geometry and materials to ensure
long term protection against future channel degradation. The design channel profile was
vertically constrained by bedrock and the Cloninger Mill Road culvert. There is likely
additional bedrock immediately below the existing channel bed that has not yet been
identified. The proposed channel profile includes shallow pools between the proposed
riffles but the installing contractor and engineer may need to modify the profile during
construction if bedrock is encountered.
The design channel planform was laterally constrained by the wastewater facilities and
sewer lines in the left bank and overbank. There were no constraints in the right overbank
other than possible bedrock outcroppings. The noted constraints are obstacles to creating a
complete natural channel design but does not restrict the design process attaining the
project goals. The proposed planform alignment approximates the existing planform
alignment although the proposed alignment moves the channel centerline away from the
existing left bank to provide protection for the existing utilities. No explicit meander bends
are proposed in the design.
Step 5: Evaluating the proposed channel hydraulics
An existing conditions HEC-RAS hydraulic model will be developed for 1D floodplain analysis
and 2D channel analysis. Hydraulic profiles will be developed for the design flows of concern
including the 1-, 2-, 10-, and 100-year discharges using HEC-RAS Version 6.0.0. KCI will then
KCI Technologies 9 Design Memo
Natural Resources Practice Falling Creek Stream Restoration
KCI Job Number: 962107597 November 4, 2022

prepare a 1D HEC-RAS model of the proposed condition to evaluate 100-yr WSEL variations,
and a 2D HEC-RAS model of the proposed condition to evaluate in -channel hydraulic
characteristics. The in -channel hydraulic characteristics will be used to inform the stone
sizing proposed in the stabilized channel and channel banks in Step 6.
Step 6: Sizing and placing the required channel bed and bank treatments
In order to ensure stability of the channel bed and banks throughout the project, six
treatments have been designed and include: constructed riffle; riffle enhancement; bank
riprap protection, stabilized rock outlet; bank "live lifts"; and proposed landscaping. The
results of the hydraulics analysis will be used to identify the stone sizes required in these
features. The and the proposed stone sizes will be presented in Table 4.
Table 4. Summary of Stone Sizes
Treatment
Stone Size / Material Type
Constructed Riffle
Class B/Class A/native soil mix (70/20/10)
Riffle Enhancement
Class B/Class A/native soil mix (60/30/10)
Bank Riprap Protection
(as required to resist the estimated velocity)
Stabilized Rock Outlet
Class 1/Class B/ Class A (60/30/10)
Bank Live Lifts
On -site soil in 90OG coir matting, burlap, staked
In addition to the treatments listed above, all graded banks that do not receive any other
treatment will receive natural fiber or reinforced natural fiber matting and temporary
seeding for immediate stabilization. Any disturbed bank slopes steeper than 2:1; i.e., the
banks in the graded transitions from and to existing grade, will have reinforced natural fiber
matting applied along with top soil and permanent seeding.
Graded Mixes by Shear Stress
Each HEC-RAS river station will be evaluated for the estimated 2- and 10-year shear stress
values; the largest will be used to determine which treatment types and sediment
gradations are appropriate for the channel bed. The standard KCI procedure to estimate
stone size distribution is to identify the highest shear stress that occurs in the channel at the
2-year or 10-year discharge (USACE, 2016). Using the Colorado Curve from Figure 11-11 of
the Part 654 Stream Restoration Design National Engineering Handbook (USDA, 2007) with
the chosen shear stress, a Dmax sediment size is determined. To provide a safety factor for
stability the Dmax is set as the D84 and then a well graded mix is developed around this
value. The following paragraphs describe the materials proposed for the recommended
structures prior to the HEC-RAS shear stress evaluations.
The material used in the proposed constructed riffles (constructed channel bed associated
with proposed bank live lifts) and the outer edges of the created pools is proposed to be a
Class B stone, Class A stone and native soil mix in a 70/20/10 percent ratio.
KCI Technologies 10 Design Memo
Natural Resources Practice Falling Creek Stream Restoration
KCI Job Number: 962107597 November 4, 2022

The material used in the riffle enhancement areas is proposed to be a Class B stone, Class A
stone and native soil mix in a 60/30/10 percent ratio.
Riprap Bank Protection Sizing by Velocity
The HEC-RAS velocities at the 2- and 10-year return intervals will be used to evaluate the
proposed riprap bank treatments. The material will be sized to resist the highest velocity
calculated to occur within the channel (see Step 5) and the Ishbash equation (Ishbash,
1936). In general, locations where the flow velocities are greater than 8.0 ft/s will receive a
riprap bank treatment. Using a riprap size class instead of a single stone size (with little
variability) will allow the stones to interlock, self -adjust and reduce the void spaces.
Rock Outlet Stone Sizing by Velocity
Each storm water outfall will receive a graded stone mix commensurate with the estimated
outlet velocity. The outlet velocities will be calculated using Bentley FlowMaster software
based on the pipe diameter, flow rate and pipe slope data acquired from as -built plans or
approximated from the best available data. The following material mix is proposed for the
stabilized rock outlet installations prior to the final velocity evaluations: Class 1 stone, Class
B stone and Class A stone mixed in a 60/30/10 percent ratio.
Design Summary
The proposed design meets the primary goals of the project: reduce future risk to the
existing municipal infrastructure; re-establish channel floodplain connectivity; increase
floodplain storage; reduce stream bank erosion; and stabilize stormwater outfalls. The
proposed riparian buffers and floodplains will be enhanced by a complete planting plan
after construction.
KCI Technologies 11 Design Memo
Natural Resources Practice Falling Creek Stream Restoration
KCI Job Number: 962107597 November 4, 2022

Attachments
Attachment A: Geomorphic Assessment Photo Log
Attachment B: Geomorphic Assessment Data Sheets
Attachment C: References
KCI Technologies
Natural Resources Practice
KCI Job Number: 962107597
12 Design Memo
Falling Creek Stream Restoration
November 4, 2022

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References
Doll, B.A., G.L. Gra bow, K.R. Hall, J. Halley, W.A. Harman, G.D. Jennings and D.E. Wise. 2003. Stream Restoration: A
Natural Channel Design Handbook. NC Stream Restoration Institute, NC State University, 2003, 128 pp.
Harman, W.H. et al 1999. Bankfull Hydraulic Geometry Relationships for North Carolina Streams. AWRA Wildland
Hydrology Symposium Proceedings, AWRA Summer Symposium, Boseman, MT
Harman, W., R. Starr, M. Carter, K. Tweedy, M. Clemmons, K. Suggs, C. Miller. 2012. A Function -Based Framework
for Stream Assessment and Restoration Projects. US Environmental Protection Agency, Office of Wetlands,
Oceans, and Watersheds, Washington, DC EPA 843-K-12-006.
Harrelson, C.C., Rawlins, C.L. and J.P. Potyondy. 1994. Stream Channel Reference Sites: An Illustrated Guide to
Field Technique. General Technical Report RM-245. United States Department of Agriculture, Forest Service,
Rocky Mountain Forest and Range Experiment Station, Fort Collins, Colorado
Mecklenburg, D. 2006. The Reference Reach Spreadsheet- For Channel Survey Data Management. V 4.3L. Ohio
Department of Natural Resources.
U.S. Department of the Interior, U.S. Geological Survey. 2022. StreamStats.
http://water.usgs.gov/osw/streamstats/index.html