20131200 Ver 6_As-Built Report_20200529

Staff Review
Does this application have all the attachments needed to accept it into the review process?*
r Yes r No
ID#* Version* 6
20131200
Is this project a public transportation project?* r Yes
r No
Reviewer List:* Andrew Moore:eads\awmoore3
Select Reviewing Office:* Asheville Regional Office - [phone]
Does this project require a request for payment to be sent?*
r
Yes
r
No

Project Submittal Form
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mandatory questions are answered.
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More Information Response
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Project Contact Information
Name: Alea Tuttle
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Project Information
Existing ID #: Existing Version:
20131200 6
20170001(no dashes)
Project Name: Tryon International Equestrian Center
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County (ies)
Polk
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Tryon As -Built Report 5.29.2020 Submittal.pdf 3.72MB
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Describe the attachments:
As -Built Report for repairs to UT to White Oak Creek
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P By checking the box and signing box below, I certify that:
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Tryon International Equestrian Center
2020 As -Built Documentation Report
Polk County, North Carolina
DWR# 20131200 0
Data collected:
November 2019 — April 2020
Submitted on:
May 29, 2020
Prepared for:
Tryon Equestrian Partners, LLC
2659 Sandy Plains Road
Tryon, NC 28782
Prepared by:
CiLe�rWaEer___
C1earWater Environmental Consultants, Inc.
32 Clayton Street,
Asheville, NC 28801

Introduction
The Tryon International Equestrion Center (Site) is located at the intersection of Pea Ridge Road and US
Highway 74 northeast of Tryon in Polk County, North Carolina (Figures 1 and 2).
A permit modification request (DWR 401 Water Quality Certification DWR920131200 v6) resulted in a
request for additional information in a letter dated August 27, 2018 and a Notification of Violation (NOV)
issued March 29, 2018 (Attachment A) sent by the NC Division of Water Resources. In order to satisfy the
conditions of the permit modification and resolve the NOV, C1earWater Environmental Consultants is
conducting monitoring of a 200 ft stream reach adjacent to a 20 ft stream repair section. Odom Engineering
PLLC (Odom) designed the repairs, which included streambank stabilization at a 60" RCP stormwater
outlet, rock toe and slope stabilization with riparian seed mixture, and coir fabric placed on graded slopes.
The purpose of monitoring is to ensure that the site continues to remain geomorphically stable following
the repairs. The Monitoring Plan consists of baseline documentation (this report), and an additional three
years of post -construction monitoring.
Construction of the repairs were complete in the fall of 2019, and an as built geomorphic survey was
performed on November 22, 2019. Additional matting and live stakes were installed on April 30, 2020.
This As -built Report documents the geomorphic condition of the channel adjacent to the repairs following
the installation of rock toe, and slope stabilization. Monitoring components include: Geomorphic survey of
stream dimension (cross sections) a longitudinal profile, and Photographic reference points (photo -points)
to vivally document stream conditions. Please refer to Figure 3 for the location of installed monitoring
features.
Tryon International Equestrian Center page i
As -Built Report for repairs to UT to White Oak Creek
May 2020

Table of Contents
Introduction.................................................................................................................................................... i
Monitoring project success criteria............................................................................................................... 1
Methods........................................................................................................................................................1
GeomorphicSurveys.................................................................................................................................1
Photographic Documentation.................................................................................................................... 1
Results........................................................................................................................................................... 2
GeomorphicResults.................................................................................................................................. 2
Photographic Documentation Results....................................................................................................... 3
Conclusions................................................................................................................................................... 9
References...................................................................................................................................................10
Attachment A
DWR Request for Additional Information Letter dated August 27, 2018
Notice of Violation issued March 29, 2018
Attachment B
Longitudinal Profile Survey Visualization and calculations from "The Reference Reach Spreadsheet"
Cross -Sections 1-4 Survey Visualization and calculations from "The Reference Reach Spreadsheet"
Tryon International Equestrian Center page ii
As -Built Report for repairs to UT to White Oak Creek
May 2020

Monitoring project success criteria
The project success criteria is evaluated using Photo documentation, and Channel stability measurements
that meet published guidelines for geomorphic assessment under section VI of the 2016 USACE
Wilmington District Wetland Compensatory Mitigation Update. If the repairs remain geomorphically stable
through years one through three, the permit condition will be considered fulfilled.
Channel stability (Cross -sections, Longitudinal Profile surveys): Minimal evidence of instability
(downcutting, deposition, bank erosion, or an increase in fine substrates). Determination of success
should indicate that there is no significant change from the as -built dimension and longitudinal profile,
and should determine that any measurable changes are moving in a direction of stability rather than
instability.
Photo documentation: Visual assessment should indicate no substation aggradation, degradation or
bank erosion, should demonstrate success of planted riparian vegetation (riparian seeding and live
stakes), effectiveness of erosion control measures, and the absence of developing instream bars.
Methods
Geomorphic Surveys
Stream surveys follow the methodology contained in the USDA forest service manual "Stream Channel
Reference Sites (Harrelson, et al 1994). Both cross-section and longitudinal profile surveys were conducted
on November 22, 2019. All monitoring locations were recorded with a sub -meter accuracy Trimble GeoXT
GPS device and monumented with a PVC stake.
Geomorphic surveys were performed using a laser level, and laser sensor attached to stadia rod, and
measuring tape. Permanent cross sections were established at four locations within the 200 ft reach to
represent two riffles, one run and one pool. Cross section locations were established according to best
professional judgement. Cross section data points were collected at all major changes in slope, including
top of bank, bankfull, water surface and channel thalweg locations. A longitudinal survey was performed
with data points collected at major changes in slope, including at the water surface and channel thalweg,
head and tail of riffles, max pool depth and at bankfull or top of bank locations. Stream channel cross
section dimensions and longitudinal profile slopes were calculated using "The Reference Reach
Spreadsheet'' version 4.3 L developed by Dan Mecklenburg. (Ohio Department of Natural Resources).
Photographic Documentation
Photographic reference points (photo -points) were used to visually document stream conditions and
included both a downstream facing photo and an upstream facing photo at each photo reference point.
Photo -points were established at five (6) stations along the length of the 200 ft stream reach. The
photographer will make a reasonable attempt to capture the same perspective in each photo -point location
annually.
Figure 3 includes the locations for the all monitoring features.
Tryon International Equestrian Center page 1 of 10
As -Built Report for repairs to UT to White Oak Creek
May 2020

Results
Geomorphic Results
The geomorphic surveys and visual assessment performed by CEC do not indicate vertical or lateral
instability in Cross Sections. In all surveyed reaches, riffle cross-section dimensions (Entrenchment and
width to depth ratios) were similar to appropriate stable Rosgen stream types for the existing valley and
slope conditions (Rosgen, 1994). Table 1 summarizes dimensional analysis for each cross section. Please
refer to Attachment B for detailed geomorphic survey data.
Table 1. Geomorphic Survey Results Summary
Cross Section 1
Cross Section 2
Cross Section 3
Cross Section 4
Dimension
(Riffle)
(Run)
(Pool)
(Riffle)
STA 0+62
STA 0+93
STA 1+13
STA 1+36
Estimated
Bankfull Stage
840.69
839.9
839.9
848.14
Elevation
Bankfull Area
12.6
20
26.3
27.5
(ftsq)
Bankfull Width
(ft)
7.8
14.3
18.5
17.5
Mean Depth (ft)
1.6
1.4
1.4
1.6
Max Depth (ft)
2.3
2.3
3.3
2.8
Width -Depth
Ratio
4.8
10.2
12.9
11.2
Width of
Floodprone Area
40+
40+
40+
40+
(ft)
Low Bank
1.2
1.0
1.0
1.0
Height Ratio
Entrenchment
5.1
2.8
2.2
2.3
Ratio
Threshold Grain
72
72
74
86
Size (mm)**
Bankfull Velocity
(ft/s)**
0.9
0.9
0.9
1.0
Bankfull
11.1
17.4
23.5
27.1
Discharge (cfs)**
**Calculated using a flow resistance value (n) of 0.27 and average channel slope of 1.9
Tryon International Equestrian Center page 2 of 10
As -Built Report for repairs to UT to White Oak Creek
May 2020

Photographic Documentation Results
Visual assessment was performed at the time of the As -Built Geomorphic Survey on November 22, 2019,
as well as following the installation of live stakes to document vegetation condition on April 30, 2020. The
visual assessment photos are included below and include photographs of the repair area in comparison with
the pre -construction condition. In addition, photographic documentation of geomorphic cross sections are
included below:
z
AWR
Photo Point 1 Upstream (10/25/2018)
Photo Points
Photo Point 1 Upstream (11/22/2019)
Photo Point 1 Downstream (10/25/2018) Photo Point 1 Downstream (11/22/2019)
Tryon International Equestrian Center page 3 of 10
As -Built Report for repairs to UT to White Oak Creek
May 2020

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Photo Point 6 Facing Stormwater confluence with Photo Point 6 Facing Stormwater confluence with
UT to White Oak Creek (10/25/2018) UT to White Oak Creek (11/22/2019)
Live Stakes consisting of Silky willow and silky dogwood from Carolina Natives Nursery were installed
at the Stormwater confluence with UT to White Oak Creek on April 30, 2020. Additional photos were taken
to document the installation along the stormwater outlet and rock toe area. These photos are presented
below:
Live stakes installed at stormwater outlet Live stakes installed at outer meander bend above
confluence (4/30/2020) rock toe below stormwater outlet (4/30/2020)
Tryon International Equestrian Center page 7 of 10
As -Built Report for repairs to UT to White Oak Creek
May 2020

Cross Section Photographs
Cross Section 1 Facing Downstream 11/22/2019 1 Cross Section 1 Facing Upstream 11/22/2019
Cross Section 2 Facing Downstream 11/22/2019
a9g t��04�
Cross Section 2 Facing Upstream 11/22/2019
Cross Section 3 Facing Downstream 11/22/2019 Cross Section 3 Facing Upstream 11/22/2019
Tryon International Equestrian Center page 8 of 10
As -Built Report for repairs to UT to White Oak Creek
May 2020

Conclusions
The overall geomorphic condition of UT to White Oak Creek appears to be stable within most of the project
area. Visual monitoring indicates that the monitoring reach continues to recieve sediment deposition above
would be considered "natural' transport during the months immediately following the repair installation.
Limited areas of erosion on the bank remain active, and requires the successful establishment of riparian
vegetation to stabilize. Following the establishment of riparian vegetation, it is expected that the stream
sediment balance within the stream will reach a new equilibrium and geomorphic conditions will move
toward increased stability.
The 2020 As -Built Monitoring data indicates that the site generally meets performance standards. CEC will
conduct the annual year 1 monitoring (MY 1) during the fall of 2020 and send the report to DWR for review.
Tryon International Equestrian Center page 9 of 10
As -Built Report for repairs to UT to White Oak Creek
May 2020

References
Harrelson, Cheryl C; C. L Rawlins; J.P. Potyondy. 1994. Stream channel reference sites: an illustrated guide
to field technique. Gen. Tech. Rep. RM-245. Fort Collins, CO: U.S. Department of Agriculture,
Forest Service, Rocky Mountain Forest and Range Experiment Station. 61 p.
Rosgen, David L. 1994. A classification of natural rivers, CATENA,Volume 22, Issue 3.Pages 169-199
Dan Mecklenburg & Ohio Department of Natural Resources. Copyright 2006. "The Reference Reach
Spreadsheet" version 4.3 L
Tryon International Equestrian Center page 10 of 10
As -Built Report for repairs to UT to White Oak Creek
May 2020

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Attachment A
DWR Request for Additional Information Letter dated August 27, 2018
Notice of Violation issued March 29, 2018

ROY COOPER
Govtymv
MICHAEL S. REGAN
Srcrezary
LINDA CULPEPPER
Jnterfm Uircrfor
NORTH CAROLINA
Environmental Quality
August 27, 2018
DWR# 20131200 v6
Polk County
Tryon Equestrian Partners, LLC
Attn: Mr. Jeff Brown
2659 Sandy Plains Road
Tryon, NC 28782
Subject: REQUEST FOR ADDITIONAL INFORMATION
Tryon International Equestrian Center
Dear Mr. Brown:
On May 18, 2018, the Division of Water Resources (Division) received your application dated
April 27, 2018, requesting modification of an Individual Water Quality Certification from the
Division for the subject project. On July 23, 2018, and August 3, 2018, the Division received your
response to our request for additional information issued on June 28, 2018. The Division has
determined that your application is incomplete and cannot be processed. The application is on -
hold until the following information is received:
1. During a site inspection conducted on August 8, 2018, the area below the 60-inch
bypass outfall structure showed signs of erosion down to, and along, the streambank.
The Division expressed concern about this area in the Notice of Violation issued March
29, 2018, and during an on -site meeting on April 11, 2018. Please provide a stabilization
and monitoring plan for the area below the 60-inch bypass outfall.
Pursuant to Title 15A NCAC 02H .0502(e), the applicant shall furnish all of the above requested
information for the proper consideration of the application. Please respond in writing within 30
calendar days of receipt of this letter by sending one (1) copy of all of the above requested
information to the 401 & Buffer Permitting Branch, 1617 Mail Service Center, Raleigh, NC
27699-1617 OR by submitting all of the above requested information through this link:
https:/Zedocs.deg.nc.gov/FormsZSupplemental-Information-Form (please note that the DWR#
requested on the link is referenced above).
D_EQ�
North Carorinn Department of Environmental Quality Division of Watei Resbutcee
S12 North Salisbury Street 11617 Mail Service Center I Raleigh, North Carolma 27699-1617
919, 707.9000

Tryon Equestrian Partners, LLC
Request for Additional Information
August 27, 2018
Page 2 of 2
If all of the requested information is not received within 30 calendar days of receipt of this
letter, the Division will be unable to approve the application and it will be returned. The return
of this project will necessitate reapplication to the Division for approval, including a complete
application package and the appropriate fee.
Please contact Andrew Moore at 828-296-4684 or Andrew.W.Moore ncdenr. ov if you have
any questions or concerns.
Sincerely,,
�
C�XJY �
Karen Higgins, Supervisor
401 & Buffer Permitting Branch
cc: Clement Riddle, ClearWater Environmental Consultants, Inc. (via
[e-mail])
Steve Kichefski, USACE Asheville Regulatory Field Office (via
[e-mail])
❑WR ARO 401 file
DWR 401 & Buffer Permitting Branch file
Filename: 1312OOv6TryonEquestrianCenter(Polk)_IC_HOLD_2

Wi11Cl RCS L111ITCS
AIN it 111111 Will a 1 douliIN'
March 29, 2018
CERTIFIED MAIL 7017 1070 0000 1775 9767
RETURN RECEIPT REQUESTED
Tryon Equestrian Partners, LLC
Attn: Mr. Jeff Brown
4066 Pea Ridge Road
Mill Spring, NC 28756
Subject: NOTICE OF VIOLATION
and RECOMMENDATION FOR ENFORCEMENT
NOV-201 H-WP-0002
401 Water Quality Certification (WQC) Conditions
Polk County
Response Deadline: April 20, 2018
Dear Mr. Brown:
ROY COOPER
Gwcmw
MICHAEL S_ REGAN
Net h1wli
LINDA CULPEPPER
hrrrrtnr 1 hurl+r
On January 25, 2018, Andrew Moore from the Asheville Regional Office of the Division of Water
Resources (DWR) conducted a site inspection of the Tryon International Equestrian Center (TIEC)
in Polk County. The site inspection was conducted to evaluate the facility's compliance with the
Individual 401 Water Quality Certification ('WQC) issued September 1, 2017. Steve Kichefski
with the U.S. Army Corps of Engineers (USAGE); Clement Riddle with C1earWater
Environmental Consultants, Inc., and Wayne Watkins with Odom Engineering, PLLC, were
present during the inspection.
During the site inspection, it was noted that the stormwaterlstream bypass plans for the covered
arena area that Mr. Watkins had on -hand, did not match the plans approved in the WQC. As a
result, DWR and the USACE requested up-to-date plans for this area that depicted the pipe network
and stream tie-in. More information was requested regarding other observations made during the
site visit, including a plan to address a concrete block wall along White Oak Creek that had failed
and entered White Oak Creek. The requested follow-up information was summarized in an email
sent February 12, 2018.
On February 28, 2018, DWR received a response to the requested information from Mr. Riddle_
The response included a stormwater outlet plan and pipe network that did not match the plans
approved in the WQC. The response indicated that the outlet stnicture had been installed as
depicted in the plans and a picture of the outlet structure was provided. As a result of the January
25, 2018, site inspection, and the information received February 28, 2018, the following violations
are identified:
Sidi of Nonh Carohna I L-m ironnumlal Quahli ' Water IResourccv
_1090 11 S 1lighw ay 70, Swannauoa, North Carolina 28778
828-296-1500

"tryun Equestrian Partners, LLC
March 29, 2019
Page 2 of 3
VIOLATIONS
1. l ndividual 401 1VQC Condition Violations —The WQC issued for the project impacts
specifies the activities must follow all conditions listed therein. The following condition
violations were noted:
a. Condition # l — Impacts Approved
No other impacts are approved, including incidental impacts. The loss of stream
between the downstream end of perinitted fill area E5 and where the bypassed
perennial flow re-enters the channel is an impact and loss of waters that was not
approved. The concrete block wall that failed and entered White Oak Creek is
also an unapproved impact.
b. Condition 44 — Stormwater Management Plan (SMP)
The SMP may not be modified without prior written authorization from the
Division. The re -location of the stream bypass/stormwater outlet associated with
the covered arena area from the northeast side to the southwest side of the arched
culvert is a modification that was not authorized. Note that an additional
stormwater treatment system beyond that which was depicted in the approved
SMP and WQC, is present in the stonnwater outlet plan provided February 28,
2018, near the top of impact E4_ It's not clear whether this detention system was
included in the stormwater calculations provided during SMP review.
REQUIRED RESPONSE
Accordingly, you are directed to respond to this letter in writing by April 20, 2018, Your
response should outline your plan to resolve this Notice of Violation and should be sent to this
office at the footer address or via email to Andrew.W,Moore(ci)ncdeitr.aoy.
1. Two options exist to resolve the violations associated with the loss of stream due to the
re -located sto rmwater/ stream bypass outlet and the modification of the stonnwater
management plan:
a. if you wish for the impact near area E5 to remain, you must contact the USAGE to
determine how to revise your Individual Permit. If the USACE will revise the
permit, a revised 401 WQC will be required_ Note that additional mitigation will be
required for the loss of waters.
If pursuing this option, you must provide a plan detailing how the perennial stream
and stomiwater flows will be conveyed from the stormwater/stream bypass outlet
back into the stream channel. Note that the current condition, whereby the perennial
stream flow is allowed to flow over the streambank, is unstable and will not be
authorized.

I ryon Eclrreslrian Parulcr,. LLt'
March 29, 201 s
Paue 3 ot'3
b. Install the stormwater/stream bypass outlet as depicted on the plans approved by
DWR, if pursuing this option, the storrnwater/stream bypass outlet must tie-in to the
existing stream channel within the limits of permitted impact. Provide a
construction detail showing the transition from the outlet to the stream channel-
2. The Division requests that you review all of your stormwater management plan sheets
and compare them to the plans DWR has on file as approved- The DWR files can be
accessed online at: littps://edocs.deq.nc.,oi,/WaterResotirces/O/fol/208082/Ro-VN,l.asox
(see ver 2, ver 3, ver 5). In your response, either confirm there are no other differences
from the approved plans other than those noted above, or provide a list of each
inconsistency. A revised 401 WQC will be required for any inconsistencies found
between the current plans and the approved plans.
3. The Division understands from your February 28, 2019, email that a plan is being
developed to stabilize the streambank along White Oak Creek in the vicinity of the
unauthorized fill from the failed concrete block wall and that a plan will be submitted by
March 30, 201 S. The applicant will remove the concrete block that has fallen into the
stream. 1f you wish for any fill associated with this wall to remain in place, you shall
contact the USAGE to determine the permitting needs. A revised 401 WQC will be
required if pursuing this option.
Thank you for your attention to this matter. Environmental damage and/or failure to secure
proper authorizations have been documented on the subject tract as stated above. Pursuant to
G.S. 143-215.6A, these violations and any future violations are subject to a civil penalty
assessment of up to a maximum S25,000.00 per day for each violation. The degree and extent
of harm to the environment and the duration and gravity of the violation(s) will be considered in
any civil penalty assessment process that may occur should violations be documented at the
subject property in the future. Should you have any questions regarding these matters, please
contact Andrew Moore at [phone] or Andrew.W.Mooregucdenr.i-,ov.
Sincerely,
Zan Price, P.E., Assistant Regional Supervisor
Water Quality Regional Operations
Asheville Regional Office
cc: Clement Riddle — ClearWater Environmental Consultants, Inc. (via en-lail)
Steve Kichefski — US Army Corps of Engineers (via email)
Stan Aiken — Division of Energy, Mineral and Land Resources (via email)
Karen Higgins — 401 & Buffer Permitting Unit (via email)
ARO file
G:I\VR1WQ\Pu[k\401�,1Non-DOT\I'ryunEtlucSrrianCcnlcrl?018 NOV1?0180339 TiEC NOV2018NVi'0002 duux

Attachment B
Longitudinal Profile Survey Visualization and calculations from "The Reference
Reach Spreadsheet"
Cross -Sections 1-4 Survey Visualization and calculations from "The Reference
Reach Spreadsheet"

Longitudinal Slope Profile
UT to White Oak Creek
-a--bed -watersrf
-41-bankfull
a x-section o riffle crest •
pool ■
run a glide x -- + -- --
842
841
840
839
0
`>° 838
a�
w
837
836
0
0
835
62.0
93.0 - 113.0 -
136.0
0 20
40 60
80
100 120
140 160 180 200
Channel Distance (ft)
slope (%)
slope ratio
length (ft)
length ratio pool -pool spacing (ft) p-p ratio
reach 1.9
---
190.0 (14.6 channel widths)
--
- -
riffle 3
(2.9 - 3.1)
1.6 (1.5
- 1.6)
29.0 (16 - 39)
2.2 (1.2
- 3) -- --
pool 1.8
(0.85 - 2.5)
0.9 (0.4
- 1.3)
15.0 (11 - 19)
1.2 (0.8
- 1.5) 42.0 (15 - 60) 3.2 (1.2 - 4.6)
run
2.1
(1 - 3.1)
1.1 (0.5
- 1.6)
10.0 (8 - 12)
0.8 (0.6
- 0.9) -- --
glide 0
(0-0)
0 (0-0)
3.3 (2 - 4)
0.3 (0.2 - 0.3) - -

844
843
842
c
0
co 841
_o
w 840
839
838
0 5 10
Bankfull Dimensions
12.6
x-section area (ft.sq.)
7.8
width (ft)
1.6
mean depth (ft)
2.3
max depth (ft)
10.2
wetted parimeter (ft)
1.2
hyd radi (ft)
4.8
width -depth ratio
Bankfull
Flow
0.9 velocity (ft/s)
11.1 discharge rate (cfs)
0.14 Froude number
0 + 62 UT to White Oak Creek, Riffle
15 20 25 30 35
Width
Flood Dimensions Materials
5.1 entrenchment ratio
2.9 low bank height (ft)
1.2 low bank height ratio
Flow Resistance
0.270 Manning's roughness
7.88 D'Arcy-Weisbach fric
--- resistance factor u/u'
--- relative roughness
--- D50 (mm)
--- D84 (mm)
72 threshold grain size (mm):
Forces & Power
1.9 channel slope (%)
1.47 shear stress (lb/sq.ft.)
0.87 shear velocity (ft/s)
1.68 unit strm power (lb/ft/s)

0 + 93 UT to White Oak Creek, Run
844
843
842
00,
0 841
2 840
w
839
838
837
0
5 10
15
20 25
30 35
Width
Bankfull
Dimensions
Flood Dimensions Materials
20.0
x-section area (ft.sq.)
40.0
W flood prone area (ft)
---
D50 (mm)
14.3
width (ft)
2.8
entrenchment ratio
---
D84 (mm)
1.4
mean depth (ft)
2.3
low bank height (ft)
72
threshold grain size (mm):
2.3
max depth (ft)
1.0
low bank height ratio
16.2
wetted parimeter (ft)
1.2
hyd radi (ft)
10.2
width -depth ratio
Bankfull
Flow
Flow Resistance Forces &
Power
0.9
velocity (ft/s)
0.270
Manning's roughness
1.9
channel slope (%)
17.4
discharge rate (cfs)
7.89
D'Arcy-Weisbach fric.
1.46
shear stress (lb/sq.ft.)
0.14
Froude number
---
resistance factor u/u'
0.87
shear velocity (ft/s)
---
relative roughness
1.45
unit strm power (lb/ft/s)

0 + 93 UT to White Oak Creek, Run
844
843
842
00,
0 841
2 840
w
839
838
837
0
5 10
15
20 25
30 35
Width
Bankfull
Dimensions
Flood Dimensions Materials
20.0
x-section area (ft.sq.)
40.0
W flood prone area (ft)
---
D50 (mm)
14.3
width (ft)
2.8
entrenchment ratio
---
D84 (mm)
1.4
mean depth (ft)
2.3
low bank height (ft)
72
threshold grain size (mm):
2.3
max depth (ft)
1.0
low bank height ratio
16.2
wetted parimeter (ft)
1.2
hyd radi (ft)
10.2
width -depth ratio
Bankfull
Flow
Flow Resistance Forces &
Power
0.9
velocity (ft/s)
0.270
Manning's roughness
1.9
channel slope (%)
17.4
discharge rate (cfs)
7.89
D'Arcy-Weisbach fric.
1.46
shear stress (lb/sq.ft.)
0.14
Froude number
---
resistance factor u/u'
0.87
shear velocity (ft/s)
---
relative roughness
1.45
unit strm power (lb/ft/s)

1 + 36 UT to White Oak Creek,
Riffle
843
842
841
0 840
839
w
838
837
836
0
5 10
15
20
25
30 35
Width
Bankfull
Dimensions
Flood Dimensions
Materials
27.5
x-section area (ft.sq.)
40.0
W flood prone area (ft)
---
D50 (mm)
17.5
width (ft)
2.3
entrenchment ratio
---
D84 (mm)
1.6
mean depth (ft)
2.8
low bank height (ft)
86
threshold grain size (mm):
2.8
max depth (ft)
1.0
low bank height ratio
18.7
wetted parimeter (ft)
1.5
hyd radi (ft)
11.2
width -depth ratio
Bankfull
Flow
Flow Resistance
Forces &
Power
1.0
velocity (ft/s)
0.270
Manning's roughness
1.9
channel slope (%)
27.1
discharge rate (cfs)
7.44
D'Arcy-Weisbach fric.
1.75
shear stress (lb/sq.ft.)
0.14
Froude number
---
resistance factor u/u'
0.95
shear velocity (ft/s)
---
relative roughness
1.83
unit strm power (lb/ft/s)