20230477 Ver 1_More Info Received_20230602

hdrinc.com
June 2, 2023
Mr. Andrew Moore
Division of Water Resources
North Carolina Department of Environmental Quality
2090 U.S. 70 Highway
Swannanoa, NC 28778-8211
RE: RESPONSE TO INCOMPLETE 401 WATER QUALITY CERTIFICATION APPLICATION
NOTIFICATION — DWR PROJECT #20230477
METROPOLITAN SEWERAGE DISTRICT OF BUNCOMBE COUNTY— CARRIER
BRIDGE PUMP STATION REPLACEMENT PROJECT
Received via email: [e-mail]
Dear Mr. Moore,
On behalf of the Metropolitan Sewerage District of Buncombe County (MSD; Applicant), this letter
and the appendices provided herein address the incomplete information notification received from
the Division of Water Resources (Division) via email dated May 3, 2023, for the above reference
project in Buncombe County, North Carolina. The requested information includes the Applicant's
responses to questions received in the notification email as well as questions presented during a
site visit between the Applicant, the Division, North Carolina Wildlife Resources Commission
(NCWRC), and HDR Engineering, Inc. (HDR) on April 27, 2023.
This information is included in the following appendices:
- Appendix A — Applicant's Responses to Division Notification
- Appendix B — Preliminary Conceptual Plans for Referenced Future Project
- Appendix C — Updated Figures / Maps
- Appendix D — Stream Stabilization Details
- Appendix E — Additional Photographs Collected During the April 27, 2023, Site
Meeting
- Appendix F — Meeting Minutes from April 27, 2023 Site Meeting
Based on the cumulative discussion, it is our opinion that the Applicant's responses contained
within this letter fully address questions and requests received from the Division regarding the
proposed Section 401 Water Quality Certification application — DWR Project No. 20230477.
Please review the responses and additional project information included in the attached
appendices. On behalf of MSD, the information provided in this response should provide the
440 S. Church Street, Suite 1200; Charlotte, NC 28202
704.338.6700

Metropolitan Sewerage District of Buncombe County I DWR Project No. 20230477 ���
Response to the Division of Water Resources Request for Additional Information
Division a complete application submittal and we respectfully request the continued processing of
DWR Project No. 20230477 as expeditiously as practicable. If you have any questions, please
contact me by email at [e-mail] or by phone at [phone].
Thank you for your time and attention to this important planned utility project to accommodate the
regional growth for the project area.
Sincerely,
HDR ENGINEERING, INC.
Eric Mularski, PWS, PMP
Environmental Project Manager
Cc: Darin Prosser — MSD (dprosser(@_msdbc.org)
Amanda Jones — USACE (Amanda.Jones(a)usace.army.mil)
Andrea Leslie — NCWRC(andrea.leslie(@�ncwiIdlife. org)
Byron Hamstead — USFWS (boron hamstead(a)fws.gov)
Crystal Allgood, CEP, CPESC, CISEC — HDR (crystal.allgood(c)-hdrinc.com)
Matthew Shultz, PE — HDR (matthew.shultz(o)hdrinc.com)
hdrinc.com 440 S. Church Street, Suite 1200; Charlotte, NC 28202
704.338.6700

Metropolitan Sewerage District of Buncombe County I DWR Project No. 20230477 ���
Response to the Division of Water Resources Request for Additional Information
Appendix A
Applicant's Responses to
Division's Email Reauest
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704.338.6700

Metropolitan Sewerage District of Buncombe County I DWR Project No. 20230477 ���
Response to the Division of Water Resources Request for Additional Information
The following outlines the inquiries made by the Division and MSD responses. Additional maps and project
documentation is attached where applicable and is noted in the following responses.
1. Please provide a figure that depicts the future extension of the 60-inch diameter gravity sewer
interceptor pipe from the South River Crossing and extending upgradient/south. The Division
understands these plans may not be finalized at this time, so conceptual plans are acceptable.
[15A NCAC 02H .0502(a)(9) and 15A NCAC 02H .0506(b)(1)].
Preliminary conceptual plans of the proposed future 60-inch gravity sewer interceptor extension are
provided in Appendix B of this response.
2. Please clarify if the current proposed plans include upgrading the 48-inch diameter South
French Broad interceptor from the South River Crossing to the Amboy Road Bridge (i.e.,
through Carrier Park, former Edaco junkyard, etc.). The PCN Supplemental Information
narrative indicates this is not part of the current plans. However, previous meetings and a
number of figures included with the PCN (e.g., Three Oaks PJD, Environmental Management
Plan) indicate this upgrade is part of the project scope. [15A NCAC 02H .0502(a)(9)].
The current proposed plans for the Carrier Bridge Pump Station Project do not include upgrading the
48-inch diameter South French Broad interceptor pipe between the proposed South River Crossing to
the Amboy Road Bridge. Upgrading this section of the 48-inch diameter South French Broad
interceptor was included in MSDs initial project planning meetings and site evaluation efforts,
however due to increasing budget associated with the proposed Carrier Bridge Pump Station Project
(and another regional pump station slotted to be constructed at the same time) and massive
upgrades to solids handling and biological treatment processes at MSD's wastewater treatment plant,
inclusion of this proposed upgrade was pushed back several years of the current project plans and
will be incorporated as part of MSD's proposed future 60-inch gravity sewer interceptor extension
project. Preliminary conceptual plans that include the 48-inch diameter South French Broad
interceptor upgrades is provided in the attached documents.
3. During a site meeting conducted on April 27, 2023, with staff from the Division, NCWRC, MSD,
and HDR, there we[re] discussions that indicated the rockfill cofferdam was still in
consideration for the project. The PCN narrative indicates a sheet pile cofferdam will be
implemented for the project. Please clarify if the rockfill cofferdam is still being considered for
the project. [15A NCAC 02H .0502(a)(9)].
Yes, that is correct. The option to implement a rockfill cofferdam is still in consideration for the project
and will be determined upon selection of a contractor and determination of the feasible option that
can be implemented for either of the two river crossings. The proposed sheet pile cofferdam as
presented in the PCN was determined to be the preferred option as outlined in the Hydrologic and
Hydraulic Analysis Report (Attachment 9 of the PCN package). The impacts proposed within the
PCN application for placement of the cofferdam structures account for a worse -case scenario using
the largest footprint associated with the evaluated cofferdam options (i.e., the rockfill cofferdam). This
worse -case scenario footprint is represented in the figures provided with the application submittal and
included in the total impact calculations (Attachment 3 of the PCN package).
hdrinc.com 440 S. Church Street, Suite 1200; Charlotte, NC 28202
704.338.6700

Metropolitan Sewerage District of Buncombe County I DWR Project No. 20230477 ���
Response to the Division of Water Resources Request for Additional Information
4. The PCN project narrative indicates either a sheet pile with king piles or the brace box sheet
pile construction will be implemented for the cofferdam.
a. The Division understands the king piles will require drilling into bedrock along the
riverbed prior to setting the sheet piles. Please provide a construction sequence that
details how this work will be conducted so that the river flow does not come in contact
with the disturbed area and/or how the river will be protected from turbidity during the
drilling process.
The construction sequence to install the king piles includes the following:
- Install the steel casings through the soft soils on the riverbed to sit on top of the
rock layer below and form a temporary seal. The soft soils on the outside of the
casing help to form the seal to prevent the river flow from coming in contact with
the disturbed area inside the casing. The casings will be pushed into the bottom
of the riverbed and are not anticipated to generate substantial turbidity or create
turbid conditions over an extended period of time beyond that of the installation.
Turbidity curtains will be considered if installation and anchoring are viable.
- Drill out the inside of the casing into the rock layer to the required depth creating
a rock socket. The spoils and water stay contained within the casing.
- Set the king pile through the casing into the rock socket created and grout the
socket via tremie pour methods to affix the pile (a method to pour grout/concrete
through a watertight pipe below the water level to prevent intermixing). Grout
applied via tremie pour methods does not require pressure, therefore there is no
applied force to push the external soils away from the casing and interrupt the
temporary seal or push the uncured grout outside of the casing. Contact with the
river flow is avoided by this method. Once placed the grout is allowed to cure and
set.
- Pump out the spoils and contained water from inside the casing after the grout
has cured/dried and then dispose/treat off -site.
- Lastly, after everything is set, remove the casing leaving the king pile in place.
b. Both the sheet pile with king piles and brace box sheet pile construction are likely to
require grouting to seal the sheet piles from seepage. Please note that cement that
contains lime and comes in contact with water can have detrimental effects on aquatic
life due to changes in pH. Please explain how the grouting will occur to preclude contact
with the river flow. [15A NCAC 02H .0506(b)(2)].
Once the king piles have been installed the construction sequence to install the sheet piles
includes the following:
- The sheet piles are installed between the king piles. The sheet piles have tips
along the bottom that will penetrate through the soft soils down to the riverbed.
The sheet piles will be pushed into the bottom of the riverbed and are not
anticipated to generate substantial turbidity or create turbid conditions over an
extended period of time beyond that of the installation. Turbidity curtains will be
considered if installation and anchoring are viable.
- Once all sheet piles are installed to form the cofferdam perimeter, the soft soils
inside are excavated. Water inside the cofferdam structure would remain. The
hdrinc.com 440 S. Church Street, Suite 1200; Charlotte, NC 28202
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Metropolitan Sewerage District of Buncombe County I DWR Project No. 20230477 ���
Response to the Division of Water Resources Request for Additional Information
soils on the outside of the cofferdam form a temporary seal along the base of the
sheet piles.
Grout is applied via tremie pour methods against the base of the inside of the
cofferdam structure to form a seal. Grout applied via tremie pour methods does
not require pressure, therefore there is no applied force to push the external soils
away from the sheet piles and interrupt the temporary seal or push the uncured
grout outside of the cofferdam area. Contact with the river flow is avoided by this
method. Once the grout is curried/dried and the seal is created, the water within
the cofferdam is pumped out and disposed/treated off -site.
The sides of the sheet piles are interlocking and can be further sealed by
welding, applying sealant, or placing waterstops in the interlocks during
installation to prevent leaks from coming into the cofferdam area after
dewatering.
5. Will the proposed South River Crossing cofferdam block or impede flow from stream SA's
channel with its confluence with the French Broad River? [15A NCAC 02H .0506(b)(1) and (2)].
No. Installation of the proposed cofferdam for the South River Crossing (60-inch gravity sewer line)
would not impede flow from the adjacent unnamed tributary located immediately upstream of the
proposed pipeline crossing. Based on the potential cofferdam options presented in the French Broad
River Crossing — Hydrologic and Hydraulic Analysis, only the proposed rock slope protection (RSP)
cofferdam option would have a wide base footprint that may potentially impede flows from this
connecting tributary. However, if the RSP cofferdam option is selected a temporary culvert would be
installed at the confluence of the tributary with the river to route flows away from the cofferdam. The
sheet pile cofferdams would have a much narrower footprint from that of the RSP cofferdam and
therefore would have no impact on flows from the tributary or require a temporary culvert installed to
mitigate potential impact to flows.
6. There is a stream in the vicinity of the North River Crossing that is not depicted on any of the
figures or in the PJD request package. Please revise the figures to include the stream. Please
also clarify if any impacts, temporary or permanent, to the stream will be required to complete
the North River Crossing. [15A NCAC 02H .0502(a)(9)].
Please refer to Appendix C for the updated figures that include the stream immediately downstream
of the proposed North River Crossing. The proposed site for the North River Crossing was relocated
downstream (i.e., north) after the initial delineation efforts were conducted and inadvertently was
moved outside of the delineated study area. As such this stream was unintentionally overlooked in
the application submittal. During the site meeting with the Division and NCWRC on April 27, 2023,
stream boundaries were sketched by HDR and the associate maps and figures have been updated
and included in Appendix C of this response package.
The proposed cofferdam footprint for the North River Crossing is located approximately 30-feet
upstream of the existing stream (tributary to the French Broad River). Impacts to this surface water
feature will be avoided and the top of banks will be clearly identified in the field with bright orange
safety fence or similar. Erosion control measures will be installed to encompass the limits of
disturbance prior to construction to prevent sedimentation and preserve water quality.
hdrinc.com 440 S. Church Street, Suite 1200; Charlotte, NC 28202
704.338.6700

Metropolitan Sewerage District of Buncombe County I DWR Project No. 20230477 ���
Response to the Division of Water Resources Request for Additional Information
7. Based on the April 27, 2023 site meeting, the Division understands that rather than
preemptively installing the temporary streambank stabilization measures downstream of the
proposed cofferdam locations, which would involve extensive disturbance to the well -
established woody riparian buffer, the applicant is considering a contingency bank
stabilization plan approach in which permanent bank stabilization measures consisting or rip
rap would be installed only after indications of bank instability or degradation were observed.
Please provide a narrative description of the contingency bank stabilization plan. The plan
should include a qualitative evaluation of the riverbanks downstream of the two river crossing
locations as well as a routine assessment of the riverbanks during construction. [15A NCAC
02H .0506(b)(1) an (2)].
MSD is open to the option of implementing a contingency bank stabilization plan of approach for the
Project instead of the implementing the proposed temporary streambank stabilization measures as
presented in the USACE PCN application and supporting Hydrologic and Hydraulic Analysis Report.
MSD would prefer not to remove the existing riparian vegetation and trees beyond the minimum
needed for construction access and cofferdam placement and understand the aesthetic and
stabilization values the riparian vegetation provides along the French Broad River stream banks. The
recent Pratt & Whitney project (USACE Permit No. SAW-2019-01867) constructed upstream for the
Turbine Airfoil Production Facility utilized the contingency bank stabilization plan as their project
approach for open cutting across the river and as a result the actual erosion impacts were minimal to
those originally anticipated and the restoration efforts to mitigate required far less riprap placement
that what was originally planned. The company that worked on this project was WGLA Engineering
(WGLA).
Based on information MSD has received from WGLA, the Pratt & Whitney Project consisted of a river
crossing project to install piers for construction of a bridge which required the river width to be
damned up with a causeway in order to drill and install the piers. Similar to what MSD is proposing for
the Carrier Bridge Pump Station river crossings, WGLA installed the causeway a little over a third of
the river width approaching from one side of the river and then repeated the activity to install the
causeway from the opposite side of the river to install the piers across the entire width of the French
Broad River. The area in which the Pratt & Whitney Project was construction was a relatively straight
stretch of the river, both upstream and downstream of the bridge crossing. The in -water work was
completed in 8 months. A contingency bank stabilization plan of approach was implemented for the
project and there were no pre -construction erosion control measures installed along the riverbanks.
During the 8-month in -water construction period there where a few major storms that increased flow
volumes and velocity within the river, however by maintaining the existing riparian vegetation in place
along the banks only minor erosion occurred from the storm events and these areas were stabilized
with rip -rap after the storms. Pre -construction and post -construction visual surveys were conducted
for the Pratt & Whitney Project by Clearwater.
If all agencies, including USACE and USFWS, are in favor of implementing a contingency bank
stabilization plan of approach for the Project instead of the implementing the proposed temporary
streambank stabilization measures as presented in the USACE PCN application, then MSD will revise
accordingly to reduce the overall impacts along the riverbanks.
hdrinc.com 440 S. Church Street, Suite 1200; Charlotte, NC 28202
704.338.6700

Metropolitan Sewerage District of Buncombe County I DWR Project No. 20230477 ���
Response to the Division of Water Resources Request for Additional Information
8. Please provide construction details for the permanent natural bank stabilization that will be
installed in the vicinity of the cofferdams after installation of the gravity sewer and force main
are installed. [15A NCAC 02H .0502(a)(9)].
Based on the response provided in Item #7, MSD is open to the option of implementing a contingency
bank stabilization plan of approach for the Project. If this approach is implemented, permanent natural
bank stabilization measures would be determined based on the actual erosional impacts that occur
during the construction of the proposed river crossing. MSD will utilize bioengineering techniques to
implement permanent natural streambanks stabilization as needed instead of traditional hard
armoring approaches. Options implemented may include the installation of vegetative geolifts or
utilizing a Filtrexx Edgesaver Streambank Stabilization System. Rip -rap or boulders would be
installed at the toe to provide a foundation for additional streambank protection. Standard details for
these options are attached in Appendix D of this response submittal.
The following is provided for additional comments received from the Division during the April 27, 2023 site
meeting.
9. What does the hydraulic/cofferdam model use to calculate the stream flood levels, significant
rain events, and potential erosion/scouring effects?
The HEC-RAS model was used to evaluate existing conditions of the French Broad River. MSD
provided 1 D HEC-RAS model data that was previously developed for a portion of the French Broad
River as part of another project. The 1 D HEC-RAS model data was validated, georeferenced, and
additional cross sections added to develop a 2D HEC-RAS model for assessing the impacts of
installing temporary cofferdams within the French Broad River. The 2D HEC-RAS model conducted
for the proposed Carrier Bridge Pump Station Replacement Project incorporated annual frequency
events within the vicinity of the proposed river crossings. Available recorded stream data from the
USGS flow gauge located immediately downstream of the proposed river crossings was used to
model the frequency of events within the river channel (i.e., normal flow levels, rain/flood levels). To
provide a conservative assessment of potential flows within the river for the proposed project
crossings, adjustments in discharge volumes were not applied for the downstream USGS flow gauge
data to account for the anticipated flows for the upstream areas within the evaluated action area. It is
anticipated that the flows within the French Broad River would be lower for the action area and the
proposed project river crossing locations than those recorded by the USGS flow gauge and
incorporated into the 2D HEC-RAS model assessment.
10. What are the baseline studies used to develop the algorithms for the model program and are
they equivalent to the French Broad River stream system?
The USACE HEC-RAS 2D User's Manual provides a list of the references studies that can be found
under this weblink https://www.hec.usace.armV.mil/confluence/rasdocs/r2dum/latest/references.
Several references are listed, and it is unclear on which reference(s) may have been used towards
the algorithm development used in the program that would closely resemble conditions similar to the
French Broad River stream system. Based on the USGS flow gauge data set used for modeling
conditions within the river, the 2D HEC-RAS model conducted for the project action area is expected
hdrinc.com 440 S. Church Street, Suite 1200; Charlotte, NC 28202
704.338.6700

Metropolitan Sewerage District of Buncombe County I DWR Project No. 20230477 ���
Response to the Division of Water Resources Request for Additional Information
to be a conservative assessment of potential impacts associated with cofferdam placement within the
river channel.
11. What type of sediment barrier would be used in the stream with the initial construction
activities associated with installing the cofferdams (i.e., pilon drilling, placement of rip rap,
etc.)?
Turbidity curtains are being considered for the project if installation and anchoring are viable. If it is
feasible to install and anchor within the river for the proposed crossings, the turbidity curtains would
be floated around the cofferdam work area to reduce downstream sedimentation while the cofferdam
structure is being installed. The turbidity curtains would not be removed until disturbed sediments
floating within the water column could settle out and the disturbed waters within the curtained area
returned to normal conditions.
If it is not feasible to install and anchor turbidity curtains within the river, the overall expected
disturbance to the river substrate would be minimal from the installation of the cofferdam structures
as presented in the response to Item #4. Prior to the removal of the cofferdam structures all
equipment, construction material(s), and spoils would be removed and disposed of in an appropriate
off -site location. Riverbed elevations would be returned to preconstruction elevations. Water would be
reintroduced (pumped in from the adjacent river flows) to the completed construction area behind the
cofferdam. Once any disturbed sediments have settled within the cofferdam area and conditions are
clear, the cofferdam structure would be removed by gentle vibration to reduce generating any
substantial turbidity, Removal of the cofferdam structures is not anticipated to create turbid conditions
over an extended period of time beyond that of the removal efforts.
12. North Carolina Wildlife Resources Commission (NCWRC) requests a copy of the final mussel
survey report if available or a page reference on where this report can be located within the
PCN application submittal.
The Freshwater Mussel Survey Report prepared by Three Oaks Engineering (dated January 20,
2023) was included in the Biological Assessment Report submitted with the PCN application to the
USACE. The Biological Assessment can be found in Attachment 10 of the PCN application submittal
(beginning on page 330 of the PCN submittal PDF). The Freshwater Mussel Survey Report can be
found in Appendix C of the Biological Assessment and is the third report included in that appendix
(beginning on page 485 of the PCN submittal PDF).
On May 16, 2023, HDR provided the Division and NCWRC a copy of the Freshwater Mussel Survey
Report prepared by Three Oaks Engineering (dated January 20, 2023) via email along with the
meeting minutes from the April 27, 2023 site meeting.
hdrinc.com 440 S. Church Street, Suite 1200; Charlotte, NC 28202
704.338.6700

Metropolitan Sewerage District of Buncombe County I DWR Project No. 20230477 ���
Response to the Division of Water Resources Request for Additional Information
Appendix B
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MSD SMH #50-28071 PER D.B. 953, PG. 189 _ _ _ — FOC CARD READER
RIM=1983.44 �- ELECTRONIC GATE _ \
\
PROPOSED VARIABLE WIDTH TEMPORARY FOCCABINET E.JUNC E.CAB � �S 13s"RCP
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PROPOSED VARIABLE WIDTH TEMPORARY S o
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m C.B.INV=1980.86 MSD SMH #50-28069 \ \ \ S
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SANITARY SEWER PROFILE (STA. 143+00-00 - STA. 158+00.00)
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50 0 25 50 100 150
GRAPHIC SCALE
1 INCH = 50 FEET
SCALE. HORIZ: 1 "= 50' ; VERT. 1 "=10'
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201
2000
1990
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1930
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DO NOT USE FOR CONSTRUCTION.
EXHIBIT ONLY.
36" D.I.P. @ 0.08%
159+00 160+00 161+00 162+00 163+00 164+00 165+00 166+00 167+00 168+00 169+00 170+00 171+00 172+00
SANITARY SEWER PROFILE (STA. 158+00.00 - STA. 173+00.00)
100 150
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SCALE: 1 "= 50'
202
2020
201
2010
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1990
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1990
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1980
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1980
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EROSION CONTROL
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0
36" D.I.P. @ 0.29%
36" D.I.P. @ 0.13%
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1940
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198+00 199+00 200+00
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--ALE: 1 "= 5 0'
GRASS
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2020
2010
2000
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1980
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1960
1950
1940
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GRAPHIC SCALE
1 INCH = 50 FEET
SCALE. HORIZ: 1 11= 50' ; VERT. 1 11=10'
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LF
2020
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STA. 218+42.10 LINE "A"
PROVIDE NEW 6' DIA. MH
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STA. 224+51.39
PROVIDE NEW 6' DIA. MH
"THE LAGOON"
P.L. 1989.7
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1950
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1980
1970
1960
1950
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MH #2
(LOCKDOWN / WATERTIGHT)
STA. 1+73.14 LINE "A"
PROVIDE NEW 10' DIA. MH
MH #1 SSMH #21-14743
RIM: 1,976.27'
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STA. 0+00.00 LINE "A" =— 1 TBMBOLTINCe:_ MH #3 R
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SSMH #21-14742���
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INVERT ELEV. R j
MH # 21-14744 V EI Lj
1950.00' �RIM: 1,978.85' 1j
F
13rrW 173.14 gEMENT #1 ;�/S7 INV: 1,960.9'
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PERMANENT EASEMENT #2 - S57 321 PERMANENT EA Zg8 � � 5 281 08 W 380
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DB 5389/PG 286 , Cp— 398, P� / / 148"RCP 83 L•F' � <48' R 5 / �•
� � � �� � _ --. / = � ,_ - __�;-•,•..\ (LOCKDOWN /WATERTIGHT)
STA. 9+51.03 LINE "A"
/� -r �/ ` \ •' _ _� ° _ �r AMON^.� _ �_ _.. _ - _ PROVIDE NEW 10' DIA. MH
CITY OF ASHEVILLt N.C. GRID NAD83(2011) COORDS:
;ITY OF ASHEVILLE \ \ �_- MH #5
PIN 9638-90-9798 \\\ OH N:680,712.27', E:939,758.16' • ASPHALT i S 76 ° — �` - -� - _ MH #21-14745
/ / ) CITY OF ASHEVILLE _� _ _
/ ® D.B.5242,PG.1141 PIN 9638-90-9746 I \\�\ OH LEV:1,976. PATH 2Or05rr RIM:1,979.6T LOCKDOWN/WATERTIGHT
PIN 9648-00-1832 /TP-T1 1-29-18 �� D.B. 5095,PG. 1167 \� w 397. - _ �- — _ INV: 1,961.3' ( n )
\� D.B.1659,PG. 436 P.B.10,PG.96 P.B.10,PG. 96 \ \=� _ _ �_ 06 LF - --.-. STA. 12+76.79 LINE A" M
BRIDGE / P.B. 1 ),PG. 96 O �_ \ —� —�__ _ _ ` J
� —T _ =_ ,___� � � _ � - __ off �----• _—.---.. _ PROVIDE NEW 10' DIA. MH �1
/%� \ \ \ \-�� t_ r �-� 0— �'16 �� . - MH #21-37431 �!
/ ��..�,�}=�-� p,�' CATCH BASIN _ _ _ RIM: 1,976.87' , n
'GR: 1,973.8T INV: 1,961.0'
INV: 1,971.7'—
_
I � \ -- W W = == = HIGH TENSION��-�� -9 —_ 1' bNd S S+ 1
ro_ �� — Ljj
POWER POLE. �� _ b 76° 7' T.!`=WC1QD-STE2S-
.- . / •--- —, �S _ __ = ==19$8"�•� O AMON 48"IN 325.7
MSD MH #21-14741 � —
SSMH #21-17475 — _ G f — _ -� ` =S _ _ _�� A _ _ _
RIM=1975.91 v RIM:1,993.59' \ \ INV:1.980,4p' lv1 RQAD ` �`
A 83 2011) COOR F
_ _ N:680,615.
/ INV.=1961.20 �� ! _ ASP ��_ �� �� ELEV: 1,975.65 — �/�
( $„ vcP i i / �� — Q -- - -- HALT P V — _ W�-- o
\a\ / \ eec oRGgro // �— \ `\�\;� — ` \ 6�A{A� A EME \� `�= _�-�OPOSED PER - off �, ' © Lu
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TBM 60d NAIL W/ SHINER \ =� �S \ �� �H #21-431809
CATCH BASIN ' 1 '
\ 9�� ELEV: 1,993.52' \ _ - �S GR: 1,972.97' \/ RIM: 1,979.28' W
OUT: 1,969.1'MSD MH L
/I 47 RIM UN NOWN / I I I I I ' �I _ �S co
1 INV.=1970.0' \ r I ` ` i-
1 WATER VALVE ` \ I \ \ S `
/ IN MANHOLE y i I I ' I ` ` / \ —
, U
(A. S—� FLOOR CONCRETE I I I P.B. 158. P. 36 I ` ` \_
ELEV: 1,986.1' I I I I �' I I �S ` C<
MH #21-14771
(NOT SURVEYED)_
SANITARY SEWER PLAN (STA. 0+00.00 — STA. 13+25.00)
2000
1990
1
19
1
1
ii I 1930-
n -1
-0+50
0 25 50
SCALE: 1 11= 50'
60 % DESIGN PRELIMINARY PLANS.
DO NOT USE FOR CONSTRUCTION.
EXHIBIT ONLY.
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1970
1960
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0+00
100
0+50
150
60" DIP @ 0.02%
60" DIP @ 0.02%
60" DIP @ 0.02%
60" DIP @ 1.97% z
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1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 11+50 12+00 12+50
SANITARY SEWER PROFILE (STA. 0+00.00 — STA. 13+25-00)
1950
1940
' 1930
13+00 13+25
+-' CV
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W
W � WOOD DECK MH #6 \ MH #9
(LOCKDOWN / WATERTIGHT) — — �� _ — — �_ (LOCKDOWN / WATERTIGHT)
STA. 16+50.73 LINE "A" STA. 25+99.98 LINE "A"
- PROVIDE NEW 10' DIA. MH © PROVIDE NEW 10' DIA. MH
_ MH 21-14746
ASPHALT PATH - RIM: 1,9,977.9
W .99' MONITOR WELL
— _ INV: 1,961.7'
MH #7 PILE OF DEBRIS S7
� � S740 39' 13"V►/ 373.94 9° 13'
LF — — _ (LOCKDOWN / WATERTIGHT) 48w 335.
W OH HIGH TENSION
POLE STA. 19+72.35 LINE "A" �.F MH #8
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J AMON off 5 — — — — — — STA. 22+64.37 LINE A"
_ N.C. / — _ SHOWN PER MOD FGIS
IND
o
COORDD NADg3(2011) ` _UNABLE TO FIND I CA PROVIDE NEW 10' DIA. MH O (�
U 'L LLI
N: 680, 523 OH S 78 ° r 12 �/`/
E:938,948.100' G I 41 n
ELEV. 1,975.38, \ I OH 321.
Q b �\ - 62 LF 2
5 � I I O�j ' 6 \'• � MONITOR WELL �^
L _ � CITY OF ASHEVILLE\ I ON - 1' PILE OF DEBRIS , co
PIN: 9638-90-0544 \, — H
�— D.B. 1659, PG. 0436 '' 1
P.B. 0010, PG. 0096— H _ \ AMON , �1
—� O PLANTED FLOWERS IN MULCH
N.C. GRID NAD83(2011) COORDS:
ASPHALT PATH .937,769.08'
— / HIGH TENSION S _ ' E EV:1,980.46'
OH -
5APpR
TI N Lij
H S MH 21-37772 -
/ AMON �,] O ` INV: 1,962.0'4 Ir
_ —S------ — N6oRDDNAD83(2011)� ,
E' �8$8p8 , ON MH UNKNOWN \ `8--
RIM: 1,981.78' \
IN: 1,967.5' ■ \
I S — _ _ — I OUT: 1,967.2'
S ASPHALT
PARKING Oh,
LOT o I TBM - MAGNAIL
S —
N.C. GRID NAD83(2011) COORDS:
�S
---WAG SPIKE �
� N:680,373.74', E:938,118.89' �
ELEV: 1,981.07' I �� ■ I
— MH 21-14765 \- \ S
\ � MH 21-37773
RIM: 1,980.54' _ \ RIM: 1,979.52'
S— INV:1,962.1'
co
— `S ` \ \ 20
SANITq S S\
S`____® \ \ \ \96>PE63 REq EMNr \S\ \
' MH 21-14764
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17+00 17+50 18+00 18+50 19+00
19+50 20+00
20+50
21+00
21+50
22+00
22+50 23+00 23+50
SANITARY
SEWER
PROFILE
(STA.
13+25.00
— STA.
28+00-00)
50 0 25
50 100 150
SCALE. HORIZ: 1 "=
50' ; VERT. 1 "=101
GRAPHIC SCALE
1 INCH = 50 FEET
60" DIP @ 0.02%
24+00 24+50 25+00 25+50
r
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28+00
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RIM: 1,980.92' AMBOY ROAD
ASPHALT PAVEMENT
I NCDOT CLAIMS MAINTENANCE RIGHT-OF-WAY
I �wLu
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I W W I
Q
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MH #11
/
AMON
(LOCKDOWN / WATERTIGHT)
/
MH #10
N.C. GRID NAD83(2011) COORDS:
N:679,918.87', E:937,206.00'
STA. 35+85.91 LINE "A"
LOCKDOWN / WATERTIGHT
( )
ELEV: 1,977.38'
�
PROVIDE NEW 10' DIA. MH
—
STA. 32+12.48 LINE "A"
— \
_
S79° 13' 48"W 612.50 LF
PROVIDE NEW 10' DIA. MH
ASPHALT
P ArH
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r
----
S79° 13' 48"W 373.43 LF
— — — —
1
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ASPHACT- PATH
--------------...
INFO
a
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STAND (TYP)
BR/pG� / O�
OENCH
NCOGRID NAD83(2011)
T
1 , 1
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--- ---
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COORDS:
INFON:679,917.03',
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-
STAND
(TYP) 936,898 5
ELEV: 1,977.29'
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BRIDGE
i
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N.C. GRID NAD83(2011) COORDS:
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f ��
(TEN
//
_
- _
-- - - -
m,
1
N:680,081.85', E:937,554.18'
ELEV: 1,982.72'
�
�
I\
WOOD
BRIDGE
/
SOo
�
I O
I
• 15: HD PE INV: 1.971.55'AMON
'.\
NC GRID NAD83(201
1)
MH #12
COORDS:
N:680,051.74',
(LOCKDOWN / WATERTIGHT)
I
ELEV:1,976.1
STA. 39+88.57 LINE "A" --- -
,
\ t 1 PROVIDE NEW 10 DI/A. MH ---
ssp
•a
ROWS OF8"X8" ,
\ WOOD POSTS
O co
AMONG 'y83o, /''
ui
N.C. GRID NAD83(2011) COORDS: ' _ _ 8' 00,, , u/
- S— — N:680,144.34', E:936,623.21' / /� "V 425 0p �F co
— S— — ELEV: 1,977.83'
S— _ MH 65-37776
S— � � SHOWN PER MSD GIS
_ S— — - UNABLE TO FIND
\\
s-_
ASPPHALT AT T
� S� H y
N.C. GRID NAD83( 0111) ,
— COORDS:
S;68Q140.78,
E V: 1,,333.68'\
ELEV:1,978.80 --
H
I ul I
SANITARY SEWER PLAN (STA. 28+00-00 - STA. 42+00.00)_
SCALE: 1 "= S 0'
60 % DESIGN PRELIMINARY PLANS.
DO NOT USE FOR CONSTRUCTION.
EXHIBIT ONLY.
6
Z
2000
Q
Q � Q
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199 v o Lo � � � 1990
001— Lo
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— M II Q N 0
2 �
198 ' — — � � � 1980
197 ` J 1970
1960 1960
g
f
2
'a
60"DIP @0.02%
1
1940
1930 '
28+00 28+50 29+00
50 0 25 50
3I (3F<AFJHIU '5UALt
f
100 150
1 INCH = 50 FEET
Lo
rn
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Lo rn
rn LO
u °')
II
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29+50 30+00 30+50 31+00 31+50 32+00 32+50 33+00
60" DIP @ 0.02%
33+50 34+00 34+50 35+00 35+50
w§
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0
4 C',
Lo c
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Lr,,
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36+00
60" DIP @ 0.02%
36+50 37+00 37+50 38+00 38+50 39+00 39+50
SANITARY SEWER PROFILE (STA. 28+00-00 - STA. 42+00.00)
SCALE. HORIZ: 1 "= SO' ; VERT. 1 11=10'
01`
.4 c_
m d
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40+00 40+50 41+00
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1940
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1930 6�
42+00
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2000
1990
1980
1970
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u
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I I
-I IFFE: 1,983.13' HARRINS SAND AND GRAVEL, I
D.B. 5682, P. 736
P.B. 14, P. 73 & P.B. 72, P. 53
PIN:9637-59-8823
I I
1 STORY
METAL BUILDINC
/
_
_ —
cp
MH #14
(LOCKDOWN / WATERTIGHT) MH #15
STA. 46+90.33 LINE "A" (LOCKDOWN / WATER]
\ PROVIDE NEW 10' DIA. MH STA. 49+03.35 LINE "A"
PROVIDE NEW 10' DIA.
—S--- I cn
Z i _S _ ACT PARKING )
(07, (LOCKDOWN / WATERTIGHT)
"i P R��No �� I I �s _ _ _ STA. 50+89.52 LINE "A"
M P s _ PROVIDE NEW 10' DIA. MH
N83° 18' 00"W 213.02 LF ® \
N83° 18'°00"W 276.76 LF i
63
°S410
,I,VV 186 \ ASPHCONCRETE WALL
��F _S ALT PATH
non— WOOD
MEMORIAL
MP
\ ORIAL STAIRSIRA
60,
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1 l ° — FFE=1,981.95' c ASPHALT PATH
8 W47
AMON LF \I BLOCK / WOOD
N I � J� N.C. GRID NAD83(2011) COORDS: MH 50-21370
\ CO (3)
CONTROL BOX
N:680,305.31', €-935,521.229'_ — RIM: 1,979.58'
I I
ELEV:1,979.26'
—s----- NV: 1,963.4' o�ff
LU-
-
MH#13 s— —s-----s--
0
5-----S----- � —CH(LOCKDOWN/WATERTIGHT) s--- s�— U -- =
_
" MH 65-21371 — — — — AMON
STA. 44+13.57 LINE A" � 82.96'_ _ — � — — � � N.C. GRID NAD83(2011) COORDS:
C14PROVIDE NEW 10' DIA. MH — RINV:19963.8'�I I AMBOY ROAD W N:680,408.43', E:935,040.34'
m OH � ELEV: 1,979.88'
FLOW METER _ — I ASPHALT PAVEMENT -- S� — — SH MH #2(
50-303006????? — � h M H 65-21358 _ _
VVAY
— — NV: 1,972.50' — — _ �MH (LOCKDOWN / WATERTIGHT
_ 5----
(NOT SURVEYED) — — — — — — RIM: 1,979.51'
_ — — — — UNABLE TO INVERT - FULL STA. 55+59.77 LINE "A
r — — — — PROVIDE NEW 10' DIA. MF
60"DIP @0.02%
193
42+00 42+50 43+00
6
FD
0
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0
25 50
n
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43+50
100 150
1 INCH = 50 FEET
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SANITARY SEWER PLAN (STA. 42+00-00 — STA. 56+50-00)
SCALE: 1"=50'
60 % DESIGN PRELIMINARY PLANS.
DO NOT USE FOR CONSTRUCTION.
EXHIBIT ONLY.
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50+0
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60" DIP @ 0.02%
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HALT PATH
I THE CITY OF ASHEVILLE
D.B. 2053, P. 438
P.B. 72, P. 53
IS
H
MH
SHOWN PER MSD GIS
UNABLE TO FIND —) MH
RIM:
MH
RIM:1,981.86'
2000
1990
—
1980
1970
m
w 60" DIP @ 0.02%
1950
Lo
LO
II O
OZ
1940
0
1930
50+50
51+00 51+50
52+00
52+50
53+00 53+50 54+00 54+50 55+00 55+50 56+00 56+50
TA. 41
+ 00.00 —
STA.
56+50-00)
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I

Metropolitan Sewerage District of Buncombe County I DWR Project No. 20230477 ���
Response to the Division of Water Resources Request for Additional Information
Appendix C
Updated Figures / Maps
hdrinc.com 440 S. Church Street, Suite 1200; Charlotte, NC 28202
704.338.6700

Sroao 5-t
Rd,
LEGEND
Project Limits Location
Proposed Access Route
DATA SOURCE: ESR1 World Topographic Ennnna crowne Pla:'a
Basemap Tennis & Go;
N Resort
epi HAffi
netery' ;Buncombe County, WNC
0 0.5 F
Miles Hazel Green
Elshire Park
Ir
Z".
vq rv-e!Jy p,
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Mission
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> 0 ak Zj
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Malvern Hills Pisgah View
CarrIer, Park'
1, 6y"`
Existing Carrier Bridge
Pump
2214-ft Station
Q!'d Ride
'p
ry
,q
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--P' ri 9-11
0 cill.
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P
4Z
2257'
26 57f r
ft
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MSD CARRIER BRIDGE PUMP STATION REPLACEMENT PROJECT
PROJECT LOCATION MAP
Figure 1
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LEGEND•
Project Limits 'Rip` _
Proposed Access Route
Topographic Quadrangles
DATA SOURCE: USGS 24k Topographic Map -
USA Topo Maps GIS Service
t •o lv � � � � j -? -
0 2,000 7
1 inch = 2,000 Feet
50
0 �'�.i �� lfff•��� �ss'�-�� r. �4` = r' D Gas
"r L 44
r -
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12
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MSD CARRIER BRIDGE PUMP STATION REPLACEMENT PROJECT
USGS TOPOGRAPHIC QUADRANGLE
lip Figure 2
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LEGEND
Pr
— E;
Pr
Pr
Rr
Pr
Ri
I t
WIN
ip Station
■ �' Rehabilitation
Station S with CIPP
�'ra Arc• _ i�► iy -� ■ 4i- `
ich Gravity Sewer
6. T,-ich Gravity Sewer
ich Gravity Sewer
~r
. p i Aich Force Mains � Fren
5th Ave--- r r ��`= vi+.4 . Broad
r•46' ,. • .: � . � - - River
:h DIP Force Main
�y Sewer Pipes
trid Aerial Imagery
+• The French ,..d
ti
i � i `� � • ' River IF
•
r -Tr +
+ r- — '•f 1
�`�� � � � _ . � � � \. _ ' „b Aye►+ err' t�
�-GranadaA - - YC
Cardova
rx LSewer with
.1 -
A rnboy, Rd �\
use `
French Broad River
.s J
X
r
til

French Broad River ".It
oil
IN
'L fA
4
French Broaa
River i .' r .
■
French Broad
River
J
Ap
is

LEGEND
Construction Work Area
Soil Map Unit
Hydric Rating
0 1-32%
66-99%
y �:V
100%
DATA SOURCE: USDA NRCS Web Soil
Survey(2021)
N
AJIL
0 Feet 120 _ ►� .
it
4w
L
MSD CARRIER BRIDGE PUMP STATION REPLACEMENT PROJECT
Fn w NRCS SOIL MAP
:_,.
t., •.• Figure 4113
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LEGEND
Construction Work Area
Delineated Wetlands'
Delineated Streams/Rivers`
Three Oaks PJD Study Area
Projected Jurisdictional
Waters—
LISGS National Hydrography
Dataset
AliUSFWS National Wetlands
Inventory
DATA SOURCE: Bing Maps Hybrid Aerial
Imagery
'Surface waters were delineated by
Three Oaks Engineering and HDR.
"Stream/river delineated limits have
been projected based on prior
delineation survey data and aerial
review to reflect alignment changes
for the proposed river crossing that
occurred after the on -site delineation
survey.
N
A
0 250
Feet
6
SI3Z
0
��
0 � 2,000
Feet
MSD CARRIER BRIDGE PUMP STATION REPLACEMENT PROJECT
Fnw WATERS AND WETLAND RESOURCES
t !',:• Figure 5A
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LEGEND
Construction Work Area
DATA SOURCE: Bing Maps Hybrid Aerial
Imagery
Delineated Wetlands*
*Surface waters were delineated by
Three Oaks Engineering and HDR.
Delineated Streams/Rivers`
**Stream/river delineated limits have been•
Three Oaks PJD Study Area
projected based on prior delineation `
survey data and aerial review to reflect
Projected Jurisdictional
alignment changes for the proposed river
Waters**
crossing that occurred after the on -site
_
delineation survey.
USGS National Hydrography
Dataset
n
USFWS National Wetlands
I
Inventory
0 Feet 250
Joll
A
•
Nk 'I. I
i
i
I I 0 2,000 r
Feet
i
MSD CARRIER BRIDGE PUMP STATION REPLACEMENT PROJECT
7)l w WATERS AND WETLAND RESOURCES
t !� 'a• Figure 5B
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r
LEGEND
Construction Work Area
DATA SOURCE: Bing Maps Hybrid Aerial
Imagery
Delineated Wetlands*
*Surface waters were delineated by
Three Oaks Engineering and HDR.
Delineated Streams/Rivers`
**Stream/river delineated limits have been
Three Oaks PJD Study Area
projected based on prior delineation
survey data and aerial review to reflect
Projected Jurisdictional
alignment changes for the proposed river
Waters**
crossing that occurred after the on -site
delineation survey.
USGS National Hydrography
Dataset
A
USFWS National Wetlands
Inventory
0 Feet 250
j f -4#OFA
,
<<;
Figure 5C
Carrier
r NA
u 0�Feet 2,000
;saMSD CARRIER BRIDGE PUMP STATION REPLACEMENT PROJECT
`d WATERS AND WETLAND RESOURCES
`7
t !� 'a• Figure 5C
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LEGEND
CQ
Project Limits 4z
"o.
I CZ
Buncombe County Parcels
*Public Right -of -Way
associated with Lyman Street,
Norfolk Southern Railway, and
Wilma Dykeman Greenway. #25: CITY OF
DATA SOURCE: ESRI World Topographic ASHEVILLE
Basemap N
A 11., Livingston
5�O Street Park
Feet
nary #21: V G
ENTERPRISES P'a:.,nef
M'-evl Rd. LLC 24: FOUNDATION
\ LLC 11, IVA Southcrn Sr
STUDIOS LLC
4E Scort
22: V J'S dr-
AUTO INC No
k A
25 ASHEVILLE OF
EVILLE
#2 1-V G
IS S
ENTERPRE
2209
#23: FOUNDATION
STUDIOS LLC
PUBLIC Walton Street'
RIGHT-OF-WAY" Park
#20: PROGRESS ENERGY
'3OF THE CAROLINAS FKA 4
CAROLINA POWER AND LIGHT C, 5
41
Ave 0
ry
ench oad
Cn� Q� V. ark
#19: CITY OF
ASHEVILLE
< #18: METROPOLITAN
SEWERAGE DISTRICT
5,t OF BUNCOMBE'tOUNTY
#17#30-
Q SOUTHERN
CITY RAILROAD
OFASHEVILLE F-\
CO
#27: CITY OF
ASHEVILLE#29: ROBERT
#26: #28: BURRIS
ASHEVILLE
HEIRS
#16: CITY OF
CITY
RIVER
#1'5'CITY OF ASHEVILLE----'OF ASHEVILLE
ASHEVILLE Rive- RECREATION
#14: 001 5f 00 INC
RIVERLINK
INC
cz-
#6: BILTMORE
COMPANYxb
N MSD CARRIER BRIDGE PUMP STATION REPLACEMENT PROJECT
I-��PROPERTY OWNERS
Figure 6A
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01
Ell
X hi Ave
LEGEND //�
G
t
Project Limits Sevvart Sir 6
Proposed Access Route
Buncombe County Parcels tat, S.t
DATA SOURCE: ESRI World Topographic Basemap
te 1v 1 rt st,
<
N 7Z
2101ft
if,
0 500
Feet
Pisgah New
#10: FLORA r
J WILSON
REVOCABLE TRUST
#8: 521
AMBOY LLC
#11: CITY OF
ASHEVILLE #12: CITY OF Carrier Pa #13: CITY OF
#71,WILSON TON, #9: 521 ASHEVILLE ;ASHEVILLE
KWILSON.ANMB AMBOY
4 --LLC—
#2. G IT11Y OF #3--SAND #5: RIVER FRONT
STUDIO ASHEVILHE LE STONE PROPERTIES Fren h Bro-Qd' LRLC �0"d oveK LL
0 w- I
#6: BILTMORE COMPANY #4-.-HARRINS—
SAND 40
AND GRAVEL LLC
- - - -----------
- - - - — --------------------------------- - —21
2,122, ft
F
va'P ni
#1Z
RIVER
IN(
MSD CARRIER BRIDGE PUMP STATION REPLACEMENT PROJECT
F'l
PROPERTY OWNERS
Figure 613
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MSD CARRIER BRIDGE PUMP STATION REPLACEMENT PROJECT
t
PROPERTY OWNERS
Figure 6C
\\CUSMAIN\GIS DATA\GIS\PROJECTSWS]1 MSD BUNCOMBE\1019J380 CARRIERBRIDGEPS UPDATED\].2 WIPVu1AP DOCS\MSD CARRIERBRIDGE USACEAPR% DATE:II27-3 USACE PRECONSTRUCTION NOTIFICATION APPLICATION

+LEGENDr f _ _ l i? ` r^�— ', �', '�•, ` y Iwo c; IC�r�
Project Limits
Proposed Access Route `. t } .L • i
r�Floodway SURTO W EST WOOD PLACE
r 1 .r.STRfti r, ;*.
_ 11 ••• • - UCFL70N,T #•� gS ^'• -a•. Via. �s!! I ::
CIRCLE a.:•: 9 sr .r f p rr - . fi i ��v� p. y.
SOUTH fRENCH'iRQAQ
11••• • -
P47 tl;IISIANA
Imagery
SOURCE:DATA
' �j.. .. r��� • r.+i,••. �' w'`• � �IP °' +.tea •` s yr
Feet
7.
� t �� •N.T�-, 4.-Y t
• ! 7 .. ,•i% { 00' IrCf.'.•
41
'I ..'� r•'+• it
1 �jr. �1-_ ra�i_�vr 51 -�iKi - .M• •'�J'
L, 0 50
t.. Feet • ... . • a
Existing Pump
Station
J 4
i
l
9rn,.y 1
R..Lv

LEGEND
Construction Work Area
Proposed Pump Station
- Existing Pump Station
Proposed Cofferdams (stage 1)
® Proposed Cofferdams (stage 2)
Proposed 60-inch Gravity Sewer
Proposed 60-inch Gravity Sewer
Replacement
Proposed 36-inch Force Mains
Proposed 54-inch Gravity Sewer
Rehabilitation
Proposed Access Route
Delineated Wetlands*
Delineated Streams/Rivers'
Projected Jurisdictional Waters`"
DATA SOURCE: Bing Maps Hybrid Aerial Imagery
*Surface waters were delineated by Three Oaks
Engineering and HDR.
**Stream/river delineated limits have been
projected based on prior delineation survey
data and aerial review to reflect alignment
changes for the proposed river crossing that
occurred after the on -site delineation survey.
N
G
0 400
Feet
�: rawyt
02
No steam impacts anticipated. This proposed
footprint is for the rock cofferdam option which
has a wider base than the sheet pile cofferdam
option. A temporary culvert may be placed in the
tributary at its confluence with the river to ensure
continued stream flow if a rock cofferdam option
is selected. A temporary culvert would not be
required if the sheet pile cofferdam option is selected
as it would have a narrower footprint and would not
impede flows from this tributary.
Impact Number: S1
Impact Type: Fill (Cofferdam)
Impact Duration: Temporary
Stream Type: Perennial (French Broad River)
Impact Area: 100 Linear Feet (0.92 Acres)
Impact Number: S2
Impact Type: Dewatering/Excavation (Pipe Installation)
Impact Duration: Temporary
Stream Type: Perennial (French Broad River)
Impact Area: 50 Linear Feet (0.30Acres)
" Impact Number: W1
• Impact Type: Matting
Impact Duration: Temporary
Wetland Type: Emergent
Impact Area: 0.08 Acres
MSD CARRIER BRIDGE PUMP STATION REPLACEMENT PROJECT
POTENTIAL IMPACTS TO WATERS OF THE U.S.
Figure 8A
\\CLTSMAIWGIS DATA\GIS\PROJECTSb4671 MSD BUNCOMBE\10194380 CARRIERBRIDGEPS UPDATED\7.2 WIP\MAP DOCS\MSD CARRIERBRIDGE USACE.APRX DATE:61112023 USACE PRECONSTRUCTION NOTIFICATION APPLICATION

LEGEND
Construction Work Area
Proposed Cofferdams (stage 1)
® Proposed Cofferdams (stage 2)
Proposed 60-inch Gravity Sewer
Proposed Access Route
Delineated Wetlands*
Delineated Streams/Rivers*
Projected Jurisdictional Waters**
DATA SOURCE: Bing Maps Hybrid Aerial Imagery
*Surface waters were delineated by Three Oaks
Engineering and HDR.
**Stream/river delineated limits have been
projected based on prior delineation survey
data and aerial review to reflect alignment
changes for the proposed river crossing that
occurred after the on -site delineation survey.
N
A
0
200
Feet
1 ' s
This is a proposed footprint for the rock cofferdam option which has a wider base
than the sheet pile cofferdam option. A temporary culvert may be placed on the
tributary to the French Broad River near the confluence with the river to not impede
flow and route water away from the cofferdam. The sheet pile cofferdam would have
a much narrower footprint from that of the rock cofferdam and therefore would have
no impact on flows from the tributary or require a temporary culvert installed to
mitigate potential impact to flows.
Impact Number: S4
Impact Type: Dewatering/Excavation (Pipe Installation)
Impact Duration: Temporary
Stream Type: Perennial (French Broad River)
Impact Area: 50 Linear Feet (0.26 Acres)
Impact Number: S3
Impact Type: Fill (Cofferdam)
Impact Duration: Temporary
Stream Type: Perennial (French Broad River)
Impact Area: 100 Linear Feet (0.87 Acres)
le ` 1n ' MSD CARRIER BRIDGE PUMP STATION REPLACEMENT PROJECT
01 POTENTIAL IMPACTS TO WATERS OF THE U.S.
t
.... V Figure 8B
\\CLTSMAIWGIS DATA\GIS\PROJECTSb4671 MSD BUNCOMBE\10194380 CARRIERBRIDGEPS UPDATED\7.2 WIP\MAP DOCS\MSD CARRIERBRIDGE USACE.APRX DATE:61112023 USACE PRECONSTRUCTION NOTIFICATION APPLICATION

Metropolitan Sewerage District of Buncombe County I DWR Project No. 20230477 ���
Response to the Division of Water Resources Request for Additional Information
Appendix D
hdrinc.com 440 S. Church Street, Suite 1200; Charlotte, NC 28202
704.338.6700

BASE FLOW WATER
SURFACE (EL. OF -
DOWNSTREAM RIFFLE)
EXISTING
GROUND
EDGE OF WATER
AT BASE FLOW
PROVIDE ROCK SILL AT UPSTREAM
AND DOWNSTREAM END OF TOE WOOD
EXTENDING UP TO BANK FULL. USE
24" TO 36" BOULDERS STACKED.
RESTORE DISTURBED AREA
WITH TOPSOIL, SEEDING, -
MULCHING AND PLANTING
LIVE BRANCH LAYERING
GEO-LIFT
TOE WOOD -
ANCHOR ROCK
ROOT WAD -\
18" MIN.
OVERHANG'
mw
FOOTER
LOGS
_/
BANKFULL
ClQ:ii►yl 11►s
SECTION A -A
LIMITS OF PAYMENT
I
2
LIVE STAKES
EXCAVATION
LIMITS
WOVEN GEOTEXTILE
FABRIC (TYPE III)
WOOD EXTENDS INTO THE
BANK 4' TO 6' MINIMUM.
CONTROL POINT
- POINT OF
CURVATURE (PC) ROOT WAD LOGS (6"-10"
DIA. & 6'-8' LONG)
_ FOOTER LOGS SPACED EVERY 4'-6'
(12"-18" DIA. MIN.)
FLOW
POOL
RIPARIAN PLANTINGS AND LIVE STAKES
PLAN VIEW
A CONTROL POINT
F-POINT OF
TANGENCY (PT)
A
Z
i
- FOOTER
WOOD
BANKFULL
PLACE MULCH INSIDI
BLANKET WRAP
7nncr/M 2 COIR
BLANKET
WOOD STAKES
-OR ANCHORING
REINFORCED EARTH
G EO-LIFTS
(AS DIRECTED BY THE ENGINEER)
2" x 4" x 18"
WOODEN
STAKE
WOOD STAKE
NOTE: STAKES MAY BE MADE BY SAWING
A 2" x 4" DIAGONALLY IN HALF.
WOOD TOE WITH GEO-LIFTS NOTES
OA WOOD AND BOULDER TOE WITH GEO-LIFTS AND LIVE BRUSH LAYERING ARE BANK STABILIZATION MEASURES THAT PROTECT THE STREAM BANK ALONG
OUTSIDE MEANDER BENDS FROM EROSION AND ENHANCE THE ESTABLISHMENT AND GROWTH OF NATIVE VEGETATION USING LIVE BRANCHES AND CUTTINGS.
WOOD TOE ALSO PROVIDES HABITAT FOR INVERTEBRATES AND FISH AND HELPS TO MAINTAIN POOL DEPTH BY CREATING TURBULENT FLOW AND SCOUR
ALONG THE STREAM BED.
OB WOOD AND BOULDER TOE WITH LIVE BRUSH LAYERING SHOULD BE PLACED AT THE STATIONS, OFFSETS, ELEVATIONS, AND GEOMORPHIC POSITIONS
INDICATED ON THE STREAM MITIGATION DATA TABLE IN THE PROJECT PLANS, STREAM MITIGATION PLAN, OR AS DIRECTED BY THE ENGINEER. AT A MINIMUM,
THE BANKFULL WIDTH, WOOD AND BOULDER DIMENSIONS AND ELEVATIONS, NUMBER AND DIMENSIONS OF GEO-LIFTS, AND LENGTH AND NUMBER OF LIVE
BRUSH AND CUTTINGS SHOULD BE SPECIFIED IN THE STREAM MITIGATION DATA TABLE.
OC WOOD TOE SHALL CONSIST OF A MIX OF ROOT WADS, LOGS, BRANCHES, BRUSH, AND OTHER WOODY VEGETATION INSTALLED AT VARIOUS ANGLE, BUT
NOT PARALLEL TO THE FLOW.
OD A HYDRAULIC EXCAVATOR WITH A HYDRAULIC THUMB SHALL BE USED TO PLACE WOOD AND BOULDERS.
OE CONSTRUCT WOOD OR BOULDER TOE, GEO-LIFTS, AND LIVE BRUSH LAYERING BY:
(1) SHAPE THE CHANNEL AND FLOODPLAIN TO THE SPECIFIED GRADES AND DIMENSIONS.
(2) EXCAVATE THE POOL AND GRADE EXISTING BANK SUBGRADE TO 2:1 (MIN).
(3) FOR WOOD TOE, LAYER THE WOOD WITH LARGER MATERIAL ON THE BOTTOM AND A MAT OF BRANCHES AS THE TOP LAYER. IF USED, ANGLE ROOT
WADS SLIGHTLY UPSTREAM INTO THE FLOW. FILL GAPS BETWEEN LARGER MATERIAL WITH A MIX OF BRANCHES AND WOODY DEBRIS. THE TOP TYPE III
LAYER OF TOE WOOD SHALL BE AT THE ESTABLISHED NORMAL BASE FLOW ELEVATION (I.E., ELEVATION OF THE DOWNSTREAM RIFFLE). PLACE WOVEN
GEOTEXTILE FABRIC ON TOP OF WOOD TOE.
(4) FOR BOULDER TOE, EXCAVATE BANK TO KEY IN BOULDERS AND PLACE TYPE III WOVEN GEOTEXTILE FABRIC ALONG THE EXCAVATED BANK. PLACE
BOULDERS IN OVERLAPPING LAYERS AND IMBRICATE EACH LAYER. BACKFILL AREA BEHIND BOULDER WITH SOIL OR ALLUVIUM AND COMPACT WITH
EXCAVATOR BUCKET.
(5) CONSTRUCT GEO-LIFTS AND LIVE BRUSH LAYERING ABOVE WOOD OR BOULDER TOE, AS FOLLOWS:
(a) FOR EACH LIFT, PLACE BRUSH CUTTINGS PERPENDICULAR TO THE BANK AT A DENSITY OF 10-12 STEMS PER FOOT AND COVER WITH 2" OF SOIL.
(b) LAY 7000 COIR BLANKETS OVER THE LIVE CUTTINGS PARALLEL TO THE BANK AND SHINGLED IN A DOWNSTREAM DIRECTION.
(c) PLACE SPECIFIED SOIL LIFT OVER THE BACK HALF OF THE COIR BLANKET AND COMPACT WITH THE EXCAVATOR BUCKET.
(d) PLACE CLEAN STRAW OR MULCH ALONG THE FACE OF THE SOIL LIFT, WRAP THE LIFT WITH THE FRONT HALF OF THE COIR BLANKET AND STAKE
IN PLACE WITH A MINIMUM OF TWO ROWS OF 2" x 4" x 18" WOOD STAKES AT FIVE-FOOT SPACING.
(e) REPEAT STEPS (a) THROUGH (d) FOR EACH GEO-LIFT SPECIFIED.
(f) PLACE LIVE STAKES OR WOODY PLANTINGS, AS SPECIFIED, ON THE TOP LIFT.
OF ALL MATERIALS ARE TO BE APPROVED BY ENGINEER OR ENGINEER'S ONSITE CONSTRUCTION OBSERVER.
OG PAYMENT FOR THE WOOD TOE WITH REINFORCED EARTH AND LIVE BRUSH LAYERING SYSTEM SHALL INCLUDE ALL MATERIALS, EQUIPMENT, AND LABOR
NECESSARY FOR CONSTRUCTION, AND SHALL BE PAID FOR UNDER THE FOLLOWING ITEM NUMBERS:
209-03.67, STREAM MITIGATION - WOOD TOE W/REINFORCED EARTH, L.F.,
209-03.42, STREAM MITIGATION - LIVE BRUSH LAYERING, L.F.
OH FOR BOULDER TOE DETAILS SEE STANDARD DRAWING D-NSD-32A.
REV. 9-15-17: MODIFIED PAY ITEM
DESCRIPTION. MODIFIED THE STREAM
MITIGATION PLAN LEGEND SYMBOL.
ADDED NOTE HO. MODIFIED WOOD TOE
PLAN VIEW. ADDED "GEO-LIFTS" AND
AS DIRECTED BY THE ENGINEER: TO THE
REINFORCED EARTH DETAIL. MODIFIED
DRAWING NAME. MODIFIED PLAN VIEW
AND LEGEND.
REV. 05-01-20: REDREW SHEET.
MATERIAL SHOWN ARE ONLY A
GRAPHICAL REPRESENTATION
AND DO NOT DEPICT THE
ACTUAL DEPTH OR QUANTITY OF
MATERIALS TO APPROPRIATELY
CONSTRUCT OR STABILIZE
THE CHANNEL.
STATE OFTENNESSEE
STANDARD
DRAWING
DEPARTMENT OF TRANSPORTATION
WOOD TOE WITH
NOT TO SCALE
WOOD TOE
STREAM MITIGATION PLAN LEGEND:
WOOD TOE WITH GEO-LIFTS
GEO-LIFTS
11-01-2016 I D-NSD-32

SEEDED FILTREXX@ GROSOXXTM (8"-12" TYP.)
OR LIVE PLANTED (SEE NOTE 5)
LIVE WILLOW STAKES OR OTHER PLANT
MATERIAL FROM SEED OR FROM LIVE PLUGS
FLW 20 GEOGRID WRAPPED AROUND FILTREXX@
GROSOXXT"^ FASCIA OR OTHER STRENGTH
(FLW 35 OR FLW 55)
FACE BATTER (MAX 2: 1) 7—
BOULDERS (SIZED BY ENGINEER
FOR FLOW CONDITION)
EXISTING GRADE
12"+OR HIGH
FLOW VELOCITY
CREEK BED -
EXCAVATE BELOW
EXPECTED SCOUR LINE
FILTREXX BANK TOE ROCKSOXX
(LOOSE STONE WRAPPED IN FABRIC)
NOTES:
1. ALL MATERIAL TO MEET FILTREXX@ SPECIFICATIONS.
2. GROSOXXTm FILL TO MEET APPLICATION REQUIREMENTS.
3. ALL GROSOXXTm TO BE SEEDED PER LANDSCAPE ARCHITECT'S SPECIFICATIONS.
4. BACKFILL TO BE PLACED PER ENGINEER'S REQUIREMENTS.
5. GEOGRID STRENGTH, LENGTH AND VERTICAL SPACING TO BE DETERMINED BY ENGINEER. GEOGRID — NO STRANDS
ARE TO BE CUT DURING PLANTING, ETC. WE RECOMMEND BI—DIRECTIONAL STRENGTH FOR CONSTRUCTION EASE.
6. NATIVE AND DRAINAGE BACKFILL TO BE SEPARATED BY NON —WOVEN FILTER FABRIC.
7. MAXIMUM HEIGHT RECOMMENDED: TEN FEET EXPOSED HEIGHT.
8. FILTREXX@ GROSOXXTm DEPENDS ON APPLICATION (SIZE DEPENDENT ON PROJECT)
9. CUT BANK NO STEEPER THAN 2H:1V. FOR STEEPER EMBANKMENTS, REFER TO GREENLOXX SYSTEM.
f I
These graphic representations are intended for SCALE: r1L 111CAA CLJUC,AVCK � 1 IKCAM
t 1ove X � Preliminary design purposes only and are not NONE BANK STABILIZATION SYSTEM
to be used for construction without the
U: r A I MA 6 t i T C, H% 0 L 0 L E• signature of a registered professional engineer. REINFORCED WITH RIPRAP TOE

SEEDED FILTREXX® GROSOXXTM (8"-12" TYP.)
OR LIVE PLANTED (SEE NOTE 5)
LIVE WILLOW STAKES OR OTHER PLANT
MATERIAL FROM SEED OR FROM LIVE PLUGS
ORANGE WITNESS BARRIER OVERLYING
FLW 20 GEOGRID WRAPPED AROUND FILTREXX®
GROSOXXTm FASCIA OR OTHER STRENGTH
7MHW (FLW 35 OR FLW 55)
FACE BATTER (MAX 2:1) F
YAP W
RIPRAP/BOULDERS
illl�l
CREEK BED -
EXCAVATE BELOW
EXPECTED SCOUR LINE
FILTREXX BANK TOE ROCKSOXX
(LOOSE STONE WRAPPED IN FABRIC)
NOTES:
1. ALL MATERIAL TO MEET FILTREXX® SPECIFICATIONS.
2. GROSOXXTm FILL TO MEET APPLICATION REQUIREMENTS.
3. ALL GROSOXXTm TO BE SEEDED PER LANDSCAPE ARCHITECT'S SPECIFICATIONS.
4. BACKFILL TO BE PLACED PER ENGINEER'S REQUIREMENTS.
5. GEOGRID STRENGTH, LENGTH AND VERTICAL SPACING TO BE DETERMINED BY ENGINEER. GEOGRID — NO STRANDS
ARE TO BE CUT DURING PLANTING, ETC. WE RECOMMEND BI—DIRECTIONAL STRENGTH FOR CONSTRUCTION EASE.
6. NATIVE AND DRAINAGE BACKFILL TO BE SEPARATED BY NON —WOVEN FILTER FABRIC.
7. MAXIMUM HEIGHT RECOMMENDED: TEN FEET EXPOSED HEIGHT.
8. FILTREXX@ GROSOXXTm DEPENDS ON APPLICATION (SIZE DEPENDENT ON PROJECT)
9. WITNESS BARRIER SHOULD BE OPEN MESH GRID TO PERMIT PLANTING.
EXISTING GRADE
These graphic representations are intended for SCALE:
f I tvexx Preliminary design purposes only and are not NONE FILTREXX EDGESAVER STREAM
to be used for construction without the BANK STABILIZATION SYSTEM
:U:TAINAB 1:.Cr��.aLflL E• signature of a registered professional engineer.

LIVE CUTTINGS,
TYPICAL (SEE NOTE 3)
APPROXIMATE
BASE FLOW
WATER SURFACE
TOE OF BANK
X7
rlDr)QQ QCrl-rinNl
PROPOSEDTOP
OF BANK
TOP OF BANK MATTING ANCHOR
(SEE DETAIL, SHEET 2)
BACK FILL
(SEE NOTE 5)
EROSION CONTROL MATTING,
TYPICAL (SEE NOTE 4)
COARSE BACKFILL
(SEE NOTE 2)
STREAM BANK TOE PROTECTION,
BOULDER TOE PROTECTION
SHOWN (SEE NOTE 2)
PROPOSED TOP OF BANK
MATTING STAKE
DEAD STOUT STAKE,
TYPICAL (SEE DETAIL,
SHEET2)
TOP OF ANCHOR
(SEE DETAIL, SHEET 2)
STREAM BANK TOE
PROTECTION, BOULDER
TOE PROTECTION
SHOWN (SEE NOTE 2) X10 X13
EXISTING TOP OF BANK
PLAN VIEW LIVE CUTTINGS, TYPICAL
(SEE NOTE 6) (SEE NOTE 3)
THIS FIGURE IS ONLY MEANT TO DEFINE THE MINIMUM INFORMATION REQUIRED BY THE CITY OF CHARLOTTE TO BE INCLUDED IN A DETAIL FOR THIS TYPE OF TECHNIQUE.
THIS FIGURE IS NOT MEANT TO REPRESENT A STANDARD DESIGN METHOD FOR THIS TYPE OF TECHNIQUE AND SHALL NOT BE USED AS SUCH. NOT TO SCALE
Cinrielle-Mecklenburg SHEET NUMBER
STORA CHARLOTTE -MECKLENBURG VEGETATED GEOGRID 1 OF
WATER STORM WATER SERVICES REV. DATE REV
services Mlm� GENERIC DETAIL REQUIREMENTS DRAFT - NOT TO BE USED FOR CONSTRUCTION

+`O
p
ik
- p
APPROXIMATE BASE
FLOW WATER SURFACE
X10
)(9
LIVE CUTTINGS
(SEE NOTE 3)
- BACKFILL (SEE NOTE 5)
STREAM BANK TOE PROTECTION,
RIPRAP SHOWN (SEE NOTE 2)
EROSION CONTROL MATTING,
TYPICAL (SEE NOTE 4)
MATTING WRAPPED LIFT DETAIL
PHOTO: VEGETATED GEOGRID UNDER CONSTRUCTION
EXISTING TOP
OF BANK
4" EROSION CONTROL
UNTREATED X1 MATTING
2" X 4" (NOMINAL) 'I II II BOARD
BACKFILL
tIX16
(SEE NOTE 5) -//." /
X17
DEAD STOUT STAKE �/ TRENCH BACKFILL
(SEE DETAIL, THIS SHEET,(SEE NOTE 4)
0" - 1 /2"
TOP OF BANK FABRIC
ANCHOR DETAIL
DEAD STOUT STAKE DETAIL
THIS FIGURE IS ONLY MEANT TO DEFINE THE MINIMUM INFORMATION REQUIRED BY THE CITY OF CHARLOTTE TO BE INCLUDED IN A DETAIL FOR THIS TYPE OF TECHNIQUE.
THIS FIGURE IS NOT MEANT TO REPRESENT A STANDARD DESIGN METHOD FOR THIS TYPE OF TECHNIQUE AND SHALL NOT BE USED AS SUCH. NOT TO SCALE
S1TORK I CHARLOTTE -MECKLENBURG
WATER ISTORM WATER SERVICES
services gsm GENERIC DETAIL REQUIREMENTS
VEGETATED GEOGRID
DRAFT - NOT TO BE USED FOR CONSTRUCTION
2OF3

DIMENSIONS (VALUES TO BE PROVIDED BY DESIGNER)
VARIABLE
VALUES
TYPICAL
UNIT
DESCRIPTION
X1
IN. OR FT.
VEGETATED GEOGRID PLACEMENT FROM TOP OF BANK
X2
FT.
VEGETATED GEOGRID HEIGHT
X3
IN. OR FT.
TOE PROTECTION HEIGHT
X4
IN. OR FT.
VEGETATED GEOGRID RELATIONSHIP TO APPROXIMATE BASE FLOW
WATER LEVEL
X5
IN. OR FT.
FIRST SOIL LIFT FACE HEIGHT
X6
IN. OR FT.
SOIL LIFT FACE HEIGHT
X7
FT.
BASE WIDTH OF STREAM BANK/SLOPE REPAIR
X8
IN. OR FT.
TOP WIDTH OF STREAM BANK/SLOPE REPAIR
X9
IN. OR FT.
WIDTH OF LIFTS (MIN. AND MAX. IF APPLICABLE)
X10
IN. OR FT.
LIVE CUTTING LENGTH
X11
IN.
LIVE CUTTING DIAMETER (MIN. AND MAX.)
X12
IN. OR FT.
DEAD STOUT STAKE SPACING - TOP OF ANCHOR
X13
IN. OR FT.
MATTING STAKE SPACING
X14
IN. OR FT.
TOP OF BANK ANCHOR TRENCH SETBACK FROM TOP OF BANK
X15
IN. OR FT.
TOP OF BANK ANCHOR TRENCH WIDTH
X16
IN.
TOP OF BANK ANCHOR TRENCH DEPTH
X17
IN.
DEAD STOUT STAKE LENGTH
X18
IN.
LIVE CUTTING SPACING
X19
NONE
BANK SLOPE (HORIZONTAL COMPONENT)
X20
FT.
SLOPE/BANK HEIGHT
NOTES:
1. VEGETATED GEOGRID SHALL CONSIST OF LIVE CUTTINGS PLACED BETWEEN SOIL LIFTS WRAPPED
WITH EROSION CONTROL MATTING.
2. VEGETATED GEOGRID MAYBE INSTALLED OVER A STREAM BANK TOE PROTECTION MEASURE (E.G.
- BOULDER OR RIP RAP TOE PROTECTION, ROOT WADS; ETC.). INFORMATION REGARDING TOE
PROTECTION ACTIVITIES SHALL BE ADDED TO THE VEGETATED GEOGRID DETAIL OR DETAILED
SEPARATELY AND REFERENCED HEREIN.
3. THE LIVE CUTTINGS USED IN THE VEGETATED GEOGRID SHALL BE SPECIFIED BY THE DESIGNER
(SPECIES, LENGTH, DIAMETER) AND SHOWN IN THIS DETAIL IN ATABLE OR ELSEWHERE IN THE
PLANS (E.G. -A PLANTING PLAN) AND REFERENCED HEREIN. ADDITIONAL INFORMATION ABOUT
LIVE CUTTINGS INCLUDING HARVESTING AND HANDLING INFORMATION SHALL BE DETAILED IN THE
SPECIFICATIONS.
4. EROSION CONTROL MATTING SHALL BE OF A TYPE SPECIFIED BY THE DESIGNER. IT SHALL BE
USED TO WRAP THE SOIL LIFTS AND ALSO BE PLACED FLAT AND STAKED AGAINST ALL OTHER
PREPARED (GRADED, TILLED, SMOOTHED; ETC.) AND SEEDED AND MULCHED SLOPES. ADDITIONAL
INFORMATION REGARDING EROSION CONTROL MATTING, SLOPE PREPARATION, AND
SEEDING/MULCHING SHALL BE ADDED TO THE VEGETATED GEOGRID DETAIL OR DETAILED
SEPARATELY AND REFERENCED HEREIN.
5. THE SOIL PLACED BELOW, WITHIN, AND ABOVE THE LIFTS SHALL BE AMENDED AS SPECIFIED BY
THE DESIGNER. ALSO THE DESIGNER SHALL SPECIFY MAXIMUM LIFT HEIGHT AND COMPACTION
REQUIREMENTS. INSTALLATION OF VEGETATED GEOGRID SHALL PROGRESS GENERALLY AS
FOLLOWS:
A. TOE PROTECTION SHALL BE INSTALLED AS SPECIFIED BY THE DESIGNER.
B. PLACE LAYER OF EROSION CONTROL MATTING OVER TOE PROTECTION. MATTING SHALL
EXTEND OVER THE TOE PROTECTION TO THE FACE OF THE EXISTING SLOPE. A SUFFICIENT
AMOUNT OF MATTING SHOULD REMAIN TO WRAP THE FACE OF THE SOIL LIFT AND EXTEND
BACK ON TOP OF THE LIFT A MINIMUM DISTANCE SPECIFIED BY THE DESIGNER.
C. PLACE FIRST LIFT OF SOIL OVER THE MATTING. THIS LIFT SHALL BE THE SPECIFIED LIFT
HEIGHT AT THE "BACK" OF THE LIFT (WHERE IT MEETS THE EXISTING SLOPE FACE). THE LIFT
SHALL SLOPE UPWARD TOWARD THE PROPOSED SLOPE FACE TO ACHIEVE THE SPECIFIED
SLOPE OF THE PROPOSED STREAM BANK FACE.
D. COMPACT SOIL LIFTS AS SPECIFIED BY THE DESIGNER.
E. WRAP COMPACTED SOIL LIFT WITH THE REMAINING EROSION CONTROL MATTING.
F. PLACE LAYER OF LIVE CUTTINGS ON TOP OF THE LIFT AT THE SPECIFIED SPACING. THE BASAL
ENDS OF THE LIVE CUTTINGS SHALL CONTACT THE FACE OF THE EXISTING SLOPE AND SHALL
PROJECT NO MORE THAN 6 INCHES FROM THE PROPOSED SLOPE FACE.
G. CONSTRUCT REMAINING LIFTS IN SIMILAR FASHION AT THE SPECIFIED HEIGHT(S).
H. THE FACE OF THE COMPLETED VEGETATED GEOGRID SHALL MATCH THE PROPOSED BANK
SLOPE.
6. THE PLAN VIEW ILLUSTRATES A PERPENDICULAR PERSPECTIVE OF EACH SURFACE DEPICTED IN
THE CROSS SECTION. THERE IS NO FORESHORTENING OF THE STREAM BANK (OR ANY OTHER
SLOPED SURFACE) IN THE PLAN VIEW.
THIS FIGURE IS ONLY MEANT TO DEFINE THE MINIMUM INFORMATION REQUIRED BY THE CITY OF CHARLOTTE TO BE INCLUDED IN A DETAIL FOR THIS TYPE OF TECHNIQUE.
THIS FIGURE IS NOT MEANT TO REPRESENT A STANDARD DESIGN METHOD FOR THIS TYPE OF TECHNIQUE AND SHALL NOT BE USED AS SUCH. NOT TO SCALE
CHARLOTTE -MECKLENBURG I VEGETATED GEOGRID 1 3 OF 3
WATER I STORM WATER SERVICES I
- Services as GENERIC DETAIL REQUIREMENTS DRAFT - NOT TO BE USED FOR CONSTRUCTION

Metropolitan Sewerage District of Buncombe County I DWR Project No. 20230477 ���
Response to the Division of Water Resources Request for Additional Information
Appendix E
Additional Photographs
hdrinc.com 440 S. Church Street, Suite 1200; Charlotte, NC 28202
704.338.6700

Metropolitan Sewerage District of Buncombe County I DWR Project No. 20230477 ���
Response to the Division of Water Resources Request for Additional Information
Photo 1. Representative photograph of proposed South River Crossing location
llllr
Photo 2. Representative photograph of proposed North River Crossing location
hdrinc.com 440 S. Church Street, Suite 1200; Charlotte, NC 28202
704.338.6700

Metropolitan Sewerage District of Buncombe County I DWR Project No. 20230477 ���
Response to the Division of Water Resources Request for Additional Information
Photo 3. Representative photograph of Tributary to French Broad River located
downstream of North River Crossing
Photo 4. Representative photo of existing riparian buffer near North River Crossing
hdrinc.com 440 S. Church Street, Suite 1200; Charlotte, NC 28202
704.338.6700

Appendix F
Meeting Minutes from April
277 2023, Site Meeting
hdrinc.com 1201 Market Street
[phone]

Meeting Minutes
Project: MSD - Carrier Bridge Pump Station Replacement Project
Subject: Onsite Meeting with Environmental Regulators
Date: Tuesday, May 16, 2023
Location: Carrier Park and French Broad River Parks — Asheville, North Carolina
Attendees: Andrew Moore — NC Department of Darin Prosser — Metropolitan Sewerage
Environmental Quality (NCDEQ) District of Buncombe County (MSD)
Andrea Leslie — NC Wildlife Resources Crystal Allgood — HDR
Commission (NCWRC) Eric Mularski — HDR
On behalf of the Metropolitan Sewerage District of Buncombe County (MSD), HDR submitted
the Section 404/401 Pre -Construction Notification for Carrier Bridge Pump Station Replacement
Project (Project) electronically on March 29, 2023. After reviewing the application, Andrew
Moore (NCDEQ) requested an onsite meeting to discuss the temporary bank stabilizations
measures and proposed tree clearing at the proposed crossing locations. This document
provides a summary of the items discussed during the onsite Project site visit conducted on
April 27, 2023..
• NCDEQ inquired about what the hydrologic -hydraulic model (HEC-RAS model) uses
to equate the stream flood levels, significant rain events, and potential
erosion/scouring effects. NCDEQ was curious on what were the baseline studies
used to develop the algorithms for the model program and if they are equivalent to
the conditions present for the French Broad River Stream System. HDR is looking
into this further and will address this inquiry with the formal response to NCDEQs
request for additional information.
• NCDEQ communicated that based on knowledge of the area, established bank
vegetation would likely survive a storm event even with the cofferdam structures in
place and expressed that removing the existing bank vegetation to replace with
protective gabion riprap slope protection measures would result in more damage to
the bank through the construction of implementing those measures, the
scouring/washing away of the rip rap, and the overall aesthetics along the bank over
the long term rather than trying to re-establish the existing old growth riparian
vegetation. Mature woody vegetation documented onsite included boxelders, red
maples, sycamores, and river birch.
• NCDENR and NCWRC both expressed the preference to leave the existing bank
vegetation in place (i.e., no bank slope protection measures beyond the immediate
crossing area), minimize the crossing impacts along the banks, and remediate any
affects to the banks afterwards should a storm come during the period of
construction and impose a negative effect (i.e., scour, erosion) on the riverbanks.
Also, feel like 600ft at the south crossing for bank slope protection measures is too
much.
• NCDEQ and NCDWR both expressed that the removal of the riparian buffer and
installation of the temporary cofferdams may impact the stream temperature.

• NCWRC recommend minimizing impacts to riparian areas as a conservation
measure to preserve foraging habitat for gray bats.
• It was discussed that the proposed height of the cofferdam structures was design to
overtop at a 2-year storm event and therefore mitigate bank erosion in constricted
areas with higher velocities.
• NCWRC expressed they are okay to leave the cofferdam options open for the
contractor to decide which option would be the best to use based on the data
available and experience working in the area/stream system.
• NCDEW and NCWRC requested additional details for the post -construction
permanent bank stabilization/restorations efforts. NCWRC discussed installing
geolifts as a post -construction permanent bank stabilization option and
recommended reaching out Andrew Bick at Headwaters Engineering to discuss a
project on the Biltmore property. Project link: French Broad River Bank Stabilization
Completed (https://headwaters-eng.com/2020/06/11/french-broad-river-bank-
stabilization-completed/)
• NCDEQ and NCWRC indicated that quantitative assessments would be required to
monitor planted riparian vegetation post construction.
• NCWRC requests a copy of the mussel survey report. (Attached to these meeting
minutes and included in the PCN submittal Package in Attachment 10 — Biological
Assessment, Appendix C — Resource Reports)
• A tributary to the French Broad River was identified immediately downstream of the
North River Crossing (i.e., the force main crossing). This feature was located outside
of the original survey area and not previously identified on the plans. HDR will
evaluate if the proposed North Crossing cofferdam will impede discharge flows and
establish measures to protect the tributary from adjacent construction activities.
(KMZ file with georeferenced photos of this feature is attached to these meeting
minutes)
Several items were discussed in the field that were included in the Formal Request for
Additional Information received from NCDEQ via email on 5/3/2023 including:
• A figure that depicts the future extension of the 60-inch diameter gravity sewer
interceptor pipe from the South River Crossing and extending upgradient/south.
• Clarify if the rockfill cofferdam is still being considered for the project or if the sheet
pile cofferdam is the preferred option.
• Sheet piles will require drilling into bedrock along the riverbed. Provide detail on how
the river flow does not come in to contact with the disturbed area and/or how the
river will be protected from turbidity during the drilling process.
• Sheet piles and brace box will likely require grout to seal the sheet piles from
seepage. Provide a detailed plan on how the grouting will be contained to prevent
contact with the river flow as cement contains lime and contact with water can affect
pH and have detrimental effects on aquatic life.
HDR will respond to NCDEQ's Formal Request for Additional Information by 6/2/2023.
Attachments:
Three Oaks Freshwater Mussel Survey Report for the Proposed Carrier
Bridge Pump Station
MSD Carrier Bridge Road Pump Station Project Google Earth KMZ File
with Geo-Referenced Photographs