NC0044423_Fact Sheet_20230109

DENR/DWQ
EXPEDITED FACT SHEET - NPDES PERMIT DEVELOPMENT
NPDES Permit: NCO044423
2022 Renewal
This form must be completed by Permit Writers for all expedited permits which do not require full Fact Sheets.
Expedited permits are generally simple 100% domestics (e.g., schools, mobile home parks, etc.) that can be
administratively renewed with minor changes but can include facilities with more complex issues (Special
Conditions, 303(d) listed water, toxicity testing, instream monitoring, compliance concerns).
Facility and Stream Information
Applicant/ Facility Name:
Appalachian State University / App State WTP
Applicant Address:
265 Dale Street, Boone, NC 28608
Facility Address:
800 Rainbow Trail Road, Boone, NC 28608
Facility Class Permit Status:
Grade I Physical Chemical PC WPCS I Renewal
Permitted Flow (as
built)
N/A - WTP
Type of Waste
100% Industrial - filter
backwash
Receiving Stream
Norris Branch Reservoir
Stream Class / ID
WS-II;Tr;HQW;CA /
10-9-7- 1
River Basin
New River
Subbasin
05-07-01
HUC
050500010202
USGSToo
C12NW Boone
7Q10 S W cfs
0 0 to lake
30Q2 cfs
-
Avg. Stream Flow (cfs)
-
IWC (%) sum/win
100 / 100
County
Watauga
Regional Office
WSRO
Basic Information for
Expedited Permit Renewal
Permit Writer / Date
Bradley Bennett / October 18, 2022
Does permit need daily max NH3 limits?
No
Does permit need TRC limits lan ua e?
Yes - Already in permit
Does permit have toxicity testing?
Yes
Does permit have Special Conditions?
Yes - Tox & Schedule of Compliance Cu & Zn
Does permit have instream monitoring?
Yes - Turbidity, DO, Temp & Hardness
Stream on 303 d List? For w/parameter?
No - Mercury statewide issue only
Any compliance concerns?
See Compliance Discussion
Any modifications since last permit?
None in the application, propose connection to
Town of Boone
New expiration date:
March 31, 2026
FACILITY OVERVIEW:
The facility is a water treatment plant with a discharge of filter backwash from a low pressure membrane
technology (US Filter Memcor).. The plant currently has a design potable flowrate of 2 MGD and a monthly
average discharge of 0.26 MGD (when discharging). Water and wastewater treatment consists of:
• Raw water pre -chlorinated
• Low pressure membrane filtration
• Small portion of water is backwashed
• Backwash treated with Sodium Thiosulfate
• Stored until suitable for discharge
Discharge occurs two to four times a month. And last for a couple of hours.

APPLICATION
The application submitted was Short Form C - WTP. This application was submitted in September of 2020
prior to the requirement for submittal of the new EPA forms. DWR has accepted the application for the renewal
given the timing and ongoing adjustments that have now led to the permittee working to remove their
discharge by taking it to the Town of Boone.
The application included documentation related to the permittees efforts in developing a Corrective Action Plan
(CAP) for meeting limits for Cu and Zn effective January 21, 2021. The permittee argued that their data showed
that their treatment process was a net remover of Cu and Zn and discharging a lower mass of metals back to the
reservoir. The permittee also questioned the inclusion of turbidity limits in the previous permit since the water
body is not shown as impaired for turbidity. The permittee asked for removal of the limits for these three
parameters.
The application did not indicate any changes in the facility or treatment since the last renewal of the permit.
The WTP obtains source water from Norris Branch Reservoir and pre -chlorinates the water prior to membrane
filtration. A small portion of the water is backwashed and is treated with sodium thiosulfate to start oxidation
of the chlorine residual. Water then flows to a containment facility until suitable for discharge. Daily raw water
withdrawal for the year before the application was shown as 233,400 gallons with average daily wastewater of
12,000 gallons. This is indicated as being discharged 2-3 times monthly for a duration of 2 hours.
INSPECTION
The most recent NPDES inspection occurred on November 12, 2021 and was in response to the renewal
process, ongoing issues with limit violations and discussions with the permittee concerning the renewal.
Regional staff conducted a site inspection of the treatment facility and also looked at potential locations the
permittee and their consultant were considering for relocation of their discharge point and discussed other
alternatives for compliance. At the time of the inspection the permittee was considering five (5) potential
options, three (3) treatment options and two (2) options to relocate the discharge out of the reservoir. Regional
Office staff noted a recent installation of a turbidity meter in the reservoir and recent sludge removal in the
settling basin (this hadn't been done in a while). The region staff also discussed sampling protocol with the
permittee as it appeared there was not a consistent SOP and samples were being taken in the settling basin
rather than at the discharge point. Regional staff also visited a potential new outfall location at Howards Creek.
COMPLIANCE:
During the permit cycle this facility has had three (3) NODS and twenty-nine (29) NOVs. The violations have
been largely for Copper, Zinc and Turbidity issues. Nine (9) of these notices turned into enforcement actions
over the permit cycle. Total assessed amount during the permit cycle was $7,050.52 with $6,118.75 in
penalties. It appears that one case from February 2022 may still have a balance due.
The permittee continues to have ongoing issues especially with meeting the Copper permit limit. The Division
could have likely assessed for more violations over the past year. Due to the ongoing process with the permit
renewal and the permittee's efforts to removed their discharge the Division has used enforcement discretion at
this time.

MONITORING DATA REVIEW:
Parameter Units
Max
Avg
Permit Limit
Comment,
Flow (MGD)
0
0.261
0.143
N/A
WTP, no flow limit
Turbidity - Upstream
0.4
10.3
1.57
-
Turbidity - Effluent
0.8
36.4
8.73
:510
30% of values > 10
Temp (C) - Upstream
2
25
14.75
Temp (C) - Effluent
2
25
14.32
-
DO (mg/L)- Upstream
5.6
11.1
8.15
-
DO (mg/L)- Effluent
2.3
11.2
6.89
>_ 6
8 values < 6 but all prior to Feb 2018
Conductivity (umhos/cm)
46
632
259
TRC (µg/L)
0.5
50
25
28 DM
Nearly Y2 values > 28 but only one >50
Hardness (mg/L)- Upstr.
8.23
20.7
15.76
-
Hardness (mg/L)-Effluent
0.005
56.9
19.52
-
Total Cu (µg/L)
0
98.5
10.85
32 DM and 34 MA Exceedances
Total Zn (µg/L)
0
744
43.42
15 DM and 15 MA Exceedances
Total Ar (µg/L)
0
10
0.54
No Reasonable Potential
Total Dissolved Solids
m L
54
323
160
Salinity (mg/L)
0.02
1.88
0.23
pH (su)
6
9
N/A
>-6 and <-9
MA -Monthly Average DM - Daily Max QA -Quarterly Average DA - Daily Average An Avg - Annual Avg. Summer -April -Oct Winter - Nov - March
The data reviewed for the renewal is from March 2017 through June 2022.
REVIEW OF PERMIT LIMITS. PARAMETERS OF INTEREST AND RPA ANALYSIS:
Several parameters were reported in eDMR over the permit cycle with different units of measure than expected.
The cover letter for the draft permit will note this and ask the permittee to assure that values reported are
consistent with the units of measure in the permit.
Flow - The facility discharges two to three times per month. Maximum discharge noted is 0.26 MGD. The
maximum monthly average flow for the most recent three years is 0.217MGD. As noted in the WTP Permitting
Guidance, this flow was used in the RPA analysis.
Turbidity - The facility has had ongoing issues with turbidity values above the allowed 10 NTU. The frequency
of the violations does show as decreasing over the last two years of the permit cycle. There is no indication,
however, of efforts to reduce the levels.
Dissolved Oxygen - DO levels less than 6 have all occurred prior to February 2018.
Total Residual Chlorine - Around 30% of the values for TRC have been above the 28µg/L limit, but only one
value has been at the 50 compliance level.
Total Copper - Over thirty (30) daily max and monthly average limits have been violated over the last permit
cycle. As noted under the inspection section, the regional office staff have talked with ASU about metals issues
including adjusting their sampling protocol, but this has not changed the results and has now led to ASU
working to connect their discharge to the Town of Boone. RPA evaluations using the most recent data continue
to show reasonable potential for impacts form Cu levels and maintain the effluent limits for Cu at 4.0 µg/L
monthly average and 5.2 µg/L daily max.
Total Zinc - Fifteen (15) daily max and monthly average limits have been violated over the last permit cycle. As
noted under the inspection section, the regional office staff have talked with ASU about metals issues including
adjusting their sampling protocol, but this has not changed the results and has now led to ASU working to
connect their discharge to the Town of Boone. RPA evaluations using the most recent data continue to show

reasonable potential for impacts from Zn levels and maintain the effluent limits for Zn at 63 µg/L for monthly
average and daily max.
Total Arsenic - There were no monitoring violations for As during the permit cycle. RPA evaluations using the
most recent data do not show reasonable potential for impact from As. The expected values for As are shown to
be well below 1/z the allowable values. Arsenic monitoring has been removed from the proposed permit.
Metals (Cu and Zn) - See discussion below for information on compliance with the metals' limits under the
permit renewal.
DISCUSSION OF PERMIT RENEWAL REVIEW
Review of monitoring data and discussions with the Winston-Salem Regional Office revealed issues with the
facility in meeting their permit limits for turbidity, Cu and Zn. As noted in the application discussion above, the
permittee did not address potential efforts to meet the limits but instead provided information indicating that
the facility was removing metals and that the turbidity limits did not apply. The permittee also questioned the
use of the Division's RPA analysis for lake discharges, specifically with respect to treating those discharges as
going to zero flow. This is the Division policy for lake discharges unless the permittee has developed a dilution
model to provide additional information.
The following outlines a timeline of information in the review process that has included multiple modification
requests (all attached in the Appendix of this Fact Sheet) sent in by the permittee and their consultant as the
Division's review has been ongoing.
April 2021- The permittee's engineer contacted the RO in April 2021 and indicted that the facility was
looking at alternatives to move their outfall out of Norris Branch Reservoir. Currently the discharge
location is back into the lake in close proximity to the location of the raw water withdrawal for the WTP.
May 4, 2021- Division Central Office and Regional Office staff had a conference call with the permittee
and their engineering staff from Dewberry. ASU's main issue in the meeting was to discuss the
possibility for moving their outfall below the reservoir to discharge into Norris Branch. DWR indicated
a willingness to consider this approach but also noted that ASU needs to continue to look at alternatives
that will involve treatment necessary to meet the limits for Cu, Zn and turbidity. While the move of the
outfall location may help the process some, it is still likely that the limits will still be applicable. Even
though ASU may be removing pollutants, their discharge back to the lake shows the potential to impact
water quality and the permit conditions will reflect this.
July 7, 2021- ASU submitted a Modification request to their application. The modification outlined two
(2) potential options to route the discharge below the dam to Norris Branch and also two (2) treatment
options - Ion Exchange and Reverse Osmosis. This modification request had received USGS low flow
estimates for the location below the dam, but the USGS evaluation did not consider the impacts of the
dam being in place. Division staff met with ASU staff and their consultants on September 21, 2021 and
noted the concern for their discharge location really being a zero flow stream. ASU's engineering staff
indicated that there was no low flow from the dam and the only flow was from overflow from the spill
way. This overflow joins Norris Branch below the proposed re -location of the outfall. This option will
still result in discharge to a zero -flow stream and have the same limits as discharge in the lake. Division
staff summarized our discussion with the permittee and provided an email to the consultant September
28, 2021. This included encouragement for ASU to look at treatment options in addition to new
locations. Division was advised that the permittee wanted to review additional alternatives and would
provide another modification.
October 12, 2021- DWR Winston-Salem Regional Office staff conducted a site visit at the ASU WTP.
This is discussed above under Inspections. Division staff advised ASU staff on the need for changes to
sampling location and protocol and also where advised that ASU was looking at another potential
discharge location on Howards Creek near the University's backup water supply. This option for
discharge would involve use of infrastructure currently used for emergency raw water intake and could
require information and approval from the Public Water Supply staff. This was relayed to the
permittee's consultant in a November 5, 2021 email.

December 16, 2021 - ASU's consultant provided information on another alternative to supplement the
flow in Norris Branch by pumping water from Howards Creek continuously to provide base flow. The
Division's approach to evaluating low flow in a stream segment is based on natural conditions so the
proposed alternative was not acceptable for additional review.
February 16, 2022 - ASU submitted a renewal modification that considered alternatives for Ion
Exchange treatment, Relocation of the discharge to a lower section of Norris Branch and Relocation of
the Discharge to Howards Creek. ASU requested the alternative to relocate the discharge to Howards
Creek. This option involved the use of the existing backup water supply infrastructure to also handle
discharge of the backwash and CIP wastewater discharge. PWS staff was involve in the discussions with
ASU and DWR staff to assure that there would be no concerns with the dual use of the infrastructure.
DWR and PWS staff discussed this option in a conference call on June 21, 2022, and it appeared that the
option could work with appropriate 0&M procedures to assure proper operation of the infrastructure.
August 17, 2022 - as DWR staff where reviewing the most recent submittal and had raised additional
questions about the pumped discharge to Howards Creek, ASU's consultant responded that ASU had
decided to work to eliminate their discharge by tying into the Town of Boone's WWTP. Division staff
asked for an official request from ASU.
October 3, 2022 - ASU provided an updated renewal application modification outlining options to
relocate the discharge to Norris Branch or Howards Creek and added the option of discharging to the
Town of Boone. This modification requested pursuit of the option to tie into the Town of Boone.
The Division agrees with the permittee's option to pursue connection to the Town of Boone. Given these efforts
are under way, and look to be a good alternative, the Division (central office and regional office staff) feels that
it is appropriate to reissue the permit with the Cu and Zn limits in the permit but not effective for the first two
years. A compliance schedule has been added to the permit [Section A. (3.)] for ASU to either connect to the
Town of Boone or comply with the permit limits. The schedule will allow ASU two years from the effective date
of the permit to connect. After that time the permit limits for Cu and Zn will go back in place with the outfall at
the current location and the permittee will be expected to comply the limits. The permit also requires an annual
report on the status for connection to the Town or compliance with the permit limits for Cu and Zn in the first
two years of the permit.
FILE HISTORY REVIEW SUMMARY
1984 Waste Load Allocation (WLA) - Established for an established system designed for 0.24 MGD
discharge with stream flows of: 7Q10(S) - 0.1, 7Q10(W) - 0.2 and 30Q2 - 0.3 cfs. Limits established as
Monthly Average:
Flow (MGD)
Permitted
Settleable Solids
ml L
TSS
m L
TRC
µ L
pH
0.24
0.1
30
3.6
6 to 9
The WLA also noted that turbidity shall not exceed 10 NTU.
This WLA is noted as an original allocation but notes show that the WTP is existing. This package also
includes the 1995 Staff report for permit renewal
March 6, 1986 - Authorization to Construct (ATC) for addition of an alum sludge thickening tank along with
piping pumps, etc.
April 2, 2001 - Permit Renewal - First permit in the file. Contained Monthly Average / Daily Max limits as
specified below:
Flow (MGD)
TSR
m L
Settleable Solids
ml L
pH
N/A
30 45
0.1 0.2
6 to 9
Discharge also not to cause instream Turbidity to exceed 10 NTUs. The permit included effluent
monitoring for Iron, Aluminum TRC and upstream monitoring for Turbidity.
• February 3, 2006 - Letter indicating that installation of a new microfiltration and membrane technology
treatment system would not require permit changes.
• March 1, 2006 - Permit Renewal - Included a daily max limit of 28µg/L for TRC to become effective October
1, 2007.
• September 28, 2007 Engineer's Certification for installation of a dechlorination system using sodium sulfite.
• May 10, 2011 - Permit Renewal - This renewal made changes consistent with the 2009 Water Treatment
Plant Permitting Strategy. This resulted in limits just for pH and TRC (28) and effluent monitoring for:

Turbidity, Temperature, DO, Salinity, Conductivity, Dissolved Solids, Arsenic, Copper, Zinc, Iron, Ammonia
Nitrogen and Chronic WET.
February 14, 2017 - Permit Renewal - This permit renewal evaluated the data from the parameter changes
in the last renewal. This resulted in the removal of monitoring for Chlorine, Total Iron and Ammonia
Nitrogen. Permit limits were added for Turbidity, Dissolved Solids, Cu and Zn. The permit allowed a
compliance schedule for meeting the Cu and Zn limits and also required completion of a Corrective Action
Plan (CAP) for actions to meet the Cu and Zn limits. The permit also modified the WET testing requirements
from Chronic to Acute and added Hardness monitoring consistent with requirements under the updated
metals standards. The permit added the eDMR requirements to the permit. The permit issuance letter
noted that the facility did not qualify for coverage under the NCG59 permit due to the classification of the
water body (WS-II, HQW, Tr). Another significant discussion in this renewal was that the facility's discharge
to a reservoir precluded them being granted any instream dilution in the RPA analysis unless the permittee
completed a dilution study.
April 5, 2019 - Permit Modification - This modification granted the permittee's request to extend the
compliance period for turbidity by adding it to the compliance schedule for Cu and Zn.
March 29, 2019 - Permittee submitted information for their Corrective Action Plan as required in the
permit.
PROPOSED PERMIT CHANGES:
• Updated eDMR requirements to be consistent with final EPA rule.
• Added regulatory citations throughout permit as needed.
• The permit language in the Supplement to Permit Cover Sheet has been updated to better describe the
treatment system.
• eDMR Codes for Turbidity and Total Dissolved Solids have been corrected in the Effluent Limitations
table.
• Units of measurement have been included for all parameters in the Effluent Limitations table to help
assure that data is submitted in the correct units.
• Arsenic monitoring has been removed from the permit as discussed in the review of As values above.
• A new Footnote #5 has been added to address Cu and Zn limits not being effective for the first two years
and to refer to the Schedule of Compliance in Section A. (3.).
• Section A. (3.) has been changed to a Schedule of Compliance for Cu and Zn.
PROPOSED SCHEDULE FOR PERMIT ISSUANCE:
Draft Permit to Public Notice: November 8, 2022
Permit Scheduled Effective Date: February 1, 2023
STATE CONTACT:
If you have questions concerning the above or the attached documents, please contact Bradley Bennett at
[e-mail]. .

Bennett, Bradley
From: Bennett, Bradley
Sent: Monday, January 9, 2023 10:29 AM
To: Gryder, Daniel
Cc: Dudley, Leigh -Ann
Subject: Final Issuance of Renewed NPDES Permit for ASU WTP - NC0044423
Attachments: NC0044423_Final Permit and Cover Ltr Signed_2023.pdf
Mr. Gryder,
The Division has finalized the permit renewal for the Appalachian State University WTP — NC0044423. The final permit is
attached with this email. This permit will become effective March 1, 2023. Please continue to abide by your existing
permit until that time. Please note the new conditions in the permit from your previous permit and be prepared to
meet these requirements on the effective date. If you have questions about any of the conditions in the permit, please
let me know and we can arrange a time to discuss. Our regional office staff will be available to you as you work through
the process of connecting your discharge to the Town of Boone. Thanks for all of your help in the renewal process.
Please respond to this email to verify that you received the attached permit and that you can download, open, print
and save the file for your records.
m
Bradley Bennett
Compliance and Expedited Permitting
NC Division of Water Resources
1617 Mail Service Center
Raleigh, NC 27699-1617
Email: [e-mail]
Email correspondence to and from this address may be subject to public records laws
1

STATE OF NORTH CAROLINA
WATAUGA COUNTY
,
DEQ - DIVISION OF WATER
RESOURCES
1617 Mail Service Ctr
Raleigh, NC 276991617
AFFIDAVIT OF PUBLICATION
Before the undersigned, a Notary Public of said County and State, duly commissioned,
qualif ' d, ndautho d by w to administer oaths, personally appeared
who being first duly sworn, deposes and says: that
he (she) is an employee of ADAMS PUBLISHING GROUP, LLC, engaged in the publication
of a newspaper known as Watauga Democrat, published in the city of BOONE in said
County and State, that he (she) is authorized to make this affidavit and sworn statement; that the
notice or other legal advertisement, a true copy of which is attached hereto, was published in
Watauga Democrat, a newspaper meeting all of the requirements and qualifications of Secti m
I-597 of the General Statues of North Carolina on the following dates:
NPDES Wastewater Permit NCO044423
11/16/22
P.O. BOX 1815, BOONE, NC 28607
828-264-6397
This 17th Oay of November, 2022
Signature of person making affidavit
to Ond subscPbed before rrle on this
/177thnday
^offNNovember, 2022
Public Notice
North Carolina
Environmental Management
1617 Mail Service Center
Raleigh, NC 27699-1617
Notice of Intent to Issue a
NPDES Wastewater Permit
NCO044423 The North Carolina
Environmental Management
Commission proposes to issue a
NPDES wastewater discharge
permit to the person(s) listed
below. Written comments re-
garding the proposed permit will
be accepted until 30 days after
the publish date of this notice.
The Director of the NC Division
of Water Resources (DWR) may
hold a public hearing should
there be -,a significant degree of
oublic lniprpcfr'1A1 rnail corn-
ments and/or information re-
quests to DWR at the above
address. Interested persons
may visit the DWR at 512 N.
Salisbury Street, Raleigh, NC
27604 to review the information
on file. Additional information on
NPDES permits and this notice
may be found on our website:
http !/deg nc gov/about/divi
sions/water-resources/water-re-
sources-permits/wastewater-bra
nch/odes-wastewater/publ Ic
notices or by calling (919) 707-
3601. Appalachian State
University, [265 Dale Street;
Boone, NC 286081 has re-
quested renewal of NPDES per-
mit NCO044423 for the
Appalachian State University
WTP, located in Watauga
County. This permitted facility
discharges treated filter back-
wash wastewater to Norris
Branch Reservoir, a class WS-
Il;Tr;HQW;CA; water in the New
River Basin. Some of the pa-
rameters in the permit are water
quality limited. This discharge
may affect future allocations in
this segment of Norris Branch.
�11rt.�ih1��1 ti�C�IC�/Y
Not Public
My Commission expires:

Bennett, Bradley
From: Kirby, Ben
Sent: Wednesday, November 16, 2022 11:24 AM
To: Bennett, Bradley; Hudson, Eric
Subject: RE: Draft Permit for Appalachian State University WTP - NC0044423
Attachments: NC0044423_PWS Memo_2022 Signed.pdf
I attached the signed memo.
Thanks,
Ben Kirby, E.I. (he/him/his)
Assistant Regional Engineer, Winston-Salem Regional Office
Division of Water Resources, Public Water Supply Section
North Carolina Department of Environmental Quality
Office: [phone] 1 Cell: [phone]
ben. kirby(a ncdenr.gov
450 West Hanes Mill Road, Suite 300, Winston-Salem, NC 27105
I 01� Q E Q �� 0-�5
Ernair coat spandence to and from Ws address is vkybd to the Monk
Csm6na Pubffc Rpmnds taw and may bs cUscfoaedin IWd Vies_
From: Bennett, Bradley <[e-mail]>
Sent: Tuesday, November 8, 2022 8:15 AM
To: Kirby, Ben <[e-mail]>; Hudson, Eric <[e-mail]>
Subject: Draft Permit for Appalachian State University WTP - NC0044423
Ben and Eric
Attached is the draft permit for the App State WTP (NC0044423). They have decided that they are going to move
towards connecting this discharge to the Town of Boone. The permit gives them a compliance schedule of two years to
get this done before their metals limits will go back into effect. Please review and let us know your thoughts on this
one. The draft permit, PWS memo and Fact Sheet are attached for your review. The Fact Sheet is pretty large so if it
doesn't come through properly let me know I can give you access to it through Laserfiche instead.
Ben — not sure how much you were involved earlier on this one but at one point they were talking about discharging to
another stream segment by using existing infrastructure for their secondary water supply. This is no longer the option
they are looking to use. There is discussion about this in the Fact Sheet but if you need to discuss let me know and we
can set up a conference call.
Let me know if you have any concerns.
Thanks

m
Bradley Bennett
Compliance and Expedited Permitting
Division of Water Quality
NC Department of Environmental Quality
brad ley. bennett(@ncdenr.gov
z:f::fD E
w , w, I
iwio ='M
EniaW coffesponcterica to ancf ftvn Mr-s address is €u t fo Me MANh
Cgm6na PabAc F?.oG"ds Lam ard may be J!scased b third perfres.

ROY COOPER
0G R Lrn or
EIIZABETH S. &SER
S-ei r?'W e
RICHARU E_ ROCER5. JR.
i rrr. Sa
MEMORANDUM
NORT+i CA RCLI Ali.
Aff mr9mervaf QuaMy
November 8, 2022
To: Eric Hudson and Ben Kirby
NC DEQ / DWR / Public Water Supply
Winston- Salem Regional Office
From: Bradley Bennett BB
Compliance and Expedited Permitting Unit
Subject: Review of Draft NPDES Permit NCO044423
Appalachian State University WTP
Watauga County
Please indicate below your agency's position or viewpoint on the draft permit and
return this form by December 8, 2022. If you have any questions on the draft permit,
please contact me via e-mail [[e-mail]].
RESPONSE: (Check one)
Fv-1Concur with the issuance of this permit provided the facility is operated and maintained
properly, the stated effluent limits are met prior to discharge, and the discharge does not
contravene the designated water quality standards.
F-1
Concurs with issuance of the above permit, provided the following conditions are met:
1-1
Opposes the issuance of the above permit, based on reasons stated below, or attached:
Signed �; Date: 11/16/2022
opor honk [arnllrbr UrW1mrrr of Ln;v-enmemal QualIrr I LwyI5k 1 of Vpp r r HtsNffars
511 hkrmh .9"FAi 0 Mi rr1 I iW Mad Srrrkd Cm iri GArklk MipnH CaAAi MYN 1617

Bennett, Bradley
From: Daniel Gryder <[e-mail]>
Sent: Tuesday, November 8, 2022 12:59 PM
To: Bennett, Bradley
Cc: Dudley, Leigh -Ann
Subject: Re: [External] Draft NPDES Permit - Appalachian State University WTP - NC0044423
CAUTION: External email. Do not click links or open attachments unless you verify. Send all suspicious email as an attachment to
Report Spam.
Mr. Bennett,
Thank you for reaching out. We have received this email and the draft file is functional. I am sending this over my boss
and our general council for review.
I will be in touch shortly.
Thanks,
Daniel Gryder
On Tue, Nov 8, 2022 at 8:01 AM Bennett, Bradley <[e-mail]> wrote:
Mr. Gryder,
Attached is a copy of your draft permit for renewal of your NPDES discharge permit for the Appalachian State
University WTP (NC0044423). This draft permit will be going to public notice in a local paper later this week and will be
out for comment for thirty days. Please review the draft and let us know if you have any comments. Based on the
latest information from you we have drafted the permit with a compliance schedule that will give you up to two years
to complete your connection to the Town of Boone. During that two year timeframe your limits for Cu and Zn will not
be in effect. You will have to continue to monitor for these parameters. Please note that after two years the limits will
become effective so if the connection to the Town is not achieved you should be working to assure that you can comply
with the limits at that time. You should review the attached letter and permit for additional information on the
process.
Please respond to this email to verify that you received the attached document, can read the file, and print and
download it for your use.
If you have any questions, please contact me through this email. We can set up a conference call if needed.

Bradley Bennett
Compliance and Expedited Permitting
Division of Water Quality
NC Department of Environmental Quality
brad ley. ben nett @ncdenr.gov
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Bennett, Bradley
From: Carpenter, Sydney
Sent: Monday, October 24, 2022 12:16 PM
To: Bennett, Bradley
Subject: RE: Permit Draft for Review - ASU WTP NCO044423
Hey Bradley,
Here are my comments for the draft permit for ASU WTP. They were mostly just minor typos I had some trouble with
accessing OneDrive services on Friday, so I'm sorry to get these comments back to you this week instead of last week!
-Expiration date font size needs to be fixed
-Renewal app date should be Oct 2, 2025
-Supplement to Cover Sheet doesn't provide the normal list of facility components; however it looks like the previous
version of the permit didn't either. If you have this information, maybe flesh it out a bit more? Otherwise, it highlights
the most important parts, so it's not a huge issue.
-On the factsheet, the facility summary states monthly avg discharge is .62 MGD, not .26 MGD
-On the factsheet, there's a typo under Application section, says "wad" instead of "was"
-Some very minor typos in the section that summarizes the renewal review and modification requests. I would maybe
give it an extra comb -through if you have the time.
Otherwise, looks good! Seems like this permit was a handful, so great job!
Thanks,
Sydney Carpenter (she/her)
Environmental Specialist I
Compliance and Expedited Permitting Unit
Division of Water Resources
N.C. Department of Environmental Quality
Office: 919-707-3712
sydney.carp enterPncdenr.gov
1617 Mail Service Center
Raleigh, NC 27699-1617
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: Bennett, Bradley <[e-mail]>
Sent: Tuesday, October 18, 2022 3:10 PM
To: Carpenter, Sydney <[e-mail]>
Subject: Permit Draft for Review - ASU WTP NCO044423
Hey Sydney,

Congratulations and Welcome Back!
A really nice welcome back isn't it that I am sending you a permit to review. The link is below. One thing to point out I
guess is that these guys went through a series of modification requests to their application. In the folder I have included
the original application and then all the modification requests are in an Appendix in the Fact Sheet.
M NC0044423 - ASU WTP
Thanks
m
Bradley Bennett
Compliance and Expedited Permitting
Division of Water Quality
NC Department of Environmental Quality
brad ley.ben nett at7.ncdenr.gov
Ema# com—z ence fe and trem Ois atOeess rs sLtjed to the Abrbh
Carv)f re PuWk Records Low and m py be dtsc ed fo tf ffd perms

Bennett, Bradley
From: Moore, Cindy
Sent: Friday, October 21, 2022 8:54 AM
To: Bennett, Bradley
Subject: RE: Draft Permit for Review - ASU WTP - NCO044423
All looks good but can we add the email address for emailing the reports on page 4 under the A.2.?,
[e-mail]
thx
From: Bennett, Bradley <[e-mail]>
Sent: Wednesday, October 19, 2022 11:25 AM
To: Moore, Cindy <[e-mail]>
Subject: Draft Permit for Review - ASU WTP - NCO044423
Hey Cindy,
Here is a draft permit for Appalachian State University WTP — NC0044423. I don't know if you have anyone else you
want to look at this, but if so, let me know.
Thanks
Bradley Bennett
Compliance and Expedited Permitting
Division of Water Quality
NC Department of Environmental Quality
brad ley.ben nett()ncdenr.gov
Emu# coff*,V�once re and from Ibis address rs subjed to tt�e f brt
CercWaa Pr rbdre cords Law -arid mom be disc used to MKd pars

Bennett, Bradley
From: Bennett, Bradley
Sent: Wednesday, October 19, 2022 11:47 AM
To: Lowery, Patricia; Graznak, Jenny
Subject: RE: Draft Permit for ASU WTP - NC0044423
Thanks!
Bradley Bennett
Compliance and Expedited Permitting
Division of Water Quality
NC Department of Environmental Quality
brad ley.ben nett(c)ncdenr.gov
QE
Emu# cony *,V�ence fe and from Ns address rs suhffld io tt�e Ab&
CeraYna FILVrc cords Low -arid moy be drscfosed fo thwd par>ns
From: Lowery, Patricia <[e-mail]>
Sent: Wednesday, October 19, 2022 11:46 AM
To: Bennett, Bradley <[e-mail]>; Graznak, Jenny <[e-mail]>
Subject: RE: Draft Permit for ASU WTP - NC0044423
I've reviewed the fact sheet and draft — everything looks good and will sign off once Jenny has reviewed as well. I will
schedule another visit to review SOP for sampling (to ensure one is written and being followed), meet new ORC, and
gather any updates. I will try to schedule this once permit becomes effective. My goal is to conduct follow up
inspections annually during the 2-year compliance schedule. Additionally, the Town of Boone is due a CEI in May 2023.
Only a small typo found on pg 4 of fact sheet (in red):
'October 12, 2021 — DWR Winston-Salem Regional Office staff conducted a site visit at the ASU WTP. This is
discussed above under Inspections. Division staff advised ASU staff on the need for changes to sampling location
and protocol and also were advised that ASU was looking at another potential discharge location on Howards
Creek near the University's backup water supply. This option for discharge would involve use of infrastructure
currently used for emergency raw water intake and could require information from the Public Water Supply
staff. This was relayed to the permittee's consultant in a November 5, 2021 email.'
Best Regards,
Tricia Lowery (she/her)
Environmental Specialist I, Division of Water Resources
North Carolina Department of Environmental Quality

Office: [phone] 1 Cell: [phone]
tricia.lowerykncdenngov
Z:�
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From: Bennett, Bennett, Bradley <bradley. ben [e-mail]>
Sent: Tuesday, October 18, 2022 4:14 PM
To: Graznak, Jenny <[e-mail]>; Lowery, Patricia <[e-mail]>
Subject: Draft Permit for ASU WTP - NCO044423
Hey Guy,
I have gotten through this one (I think) and have a draft for your review. Hopefully this one can go to notice in our next
batch the week of November 7th. Take a look and let me know if you have any comments. Draft Permit and Fact Sheet
attached.
Bradley Bennett
Compliance and Expedited Permitting
Division of Water Quality
NC Department of Environmental Quality
bradley.bennett(@ncdenr.gov
DE :>
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Freshwater RPA - 95% Probability/95% Confidence Using Metal Translators
MAXIMUM DATA POINTS = 58
REQUIRED DATA ENTRY
Table 1. Project Information
Facility Name
WWTP/WTP Class
NPDES Permit
Outfall
Flow, Qw (MGD)
Receiving Stream
HUC Number
Stream Class
0 Apply WS Hardness WQC
7Q10s (cfs)
7Q10w (cfs)
301152 (cfs)
QA (cfs)
1Q10s (cfs)
Effluent Hardness
_Upstream Hardness
_Combined Hardness Chronic_
Combined Hardness Acute
Data Source(s)
1 CHECK TO APPLY MODEL
GG CHECK IF HQW OR ORW WQS
WTP
NCO044423
001
0.217
Norris Branch Reservoir
050500010202
WS-II; Tr; HOW CA
0.00
0.00
0.00
21.4 mg/L (Avg)
15.76 mg/L (Avg)
-------- 25 mg/L---
___ 25mg/L__-
Par01
Par02
Par03
Par04
Par05
Par0M
Par07
Par08
Par09
Par10
Par11
Par12
Par13
Par14
Par15
Par16
Par17
Par18
Par19
Par20
Par21
Par22
Par23
Par24
Table 2. Parameters of Concern
Name WQs Type Chronic Modifier Acute PQL Units
Arsenic
Aquactic Life
C
150
FW
340
ug/L
Arsenic
Human Health Water Supply
C
10
HH/WS
N/A
ug/L
Beryllium
Aquatic Life
NC
6.5
FW
65
ug/L
Cadmium
Aquatic Life
INC
0.5899
FW
3.2396
ug/L
Chlorides
Aquatic Life
NC
230
FW
mg/L
Chlorinated Phenolic Compounds
Water Supply
NC
1
A
ug/L
Total Phenolic Compounds
Aquatic Life
NC
300
A
ug/L
Chromium III
Aquatic Life
NC
117.7325
FW
905.0818
ug/L
Chromium VI
Aquatic Life
NC
11
FW
16
pg/L
Chromium, Total
Aquatic Life
NC
N/A
FW
N/A
pg/L
Copper
Aquatic Life
INC
7.8806
FW
10.4720
ug/L
Cyanide
Aquatic Life
NC
5
FW
22
10
ug/L
Fluoride
Aquatic Life
NC
1,800
FW
ug/L
Lead
Aquatic Life
INC
2.9416
FW
75.4871
ug/L
Mercury
Aquatic Life
NC
12
FW
0.5
ng/L
Molybdenum
Human Health
NC
2000
HH
ug/L
Nickel
Aquatic Life
NC
37.2313
FW
335.2087
pg/L
Nickel
Water Supply
NC
25.0000
WS
N/A
pg/L
Selenium
Aquatic Life
NC
5
FW
56
ug/L
Silver
Aquatic Life
NC
0.06
FW
0.2964
ug/L
Zinc
Aquatic Life
NC
126.7335
FW
125.7052
ug/L
NC0044423_Final FW RPA For Discharge to Lake_20221010, input
10/10/2022

Outfall 001
N C O044423
Freshwater RPA -
95% Probability/95% Confidence Using Metal Translators
MAXIMUM DATA POINTS = 58
Qw (MGD)
= 0.22
WWTP/WTP Class: WTP
1Q10S (cfs)
= 0.00
1WC% @ 1Q10S = 100
7Q10S (cfs)
= 0.00
rJVC% @ 7QIOS = 100
7Q10W (cfs)
= 0.00
IWC% @ 7Q10W = 100
30Q2 (cfs)
= 0.00
IWC% @ 30Q2 = 100
Avg. Stream Flow, QA (cfs)
= NO QA DATA
IW%C @ QA = N/A
Receiving Stream: Norris Branch Reservoir HUC 050500010202 Stream Class: WS-II; Tr; HQW; CA
Qw = 0.217 MGD
YOU HAVE DESIGNATED THIS RECEIVING
STREAM AS HQW OR ORW
COMBINED HARDNESS (mg/L)
Acute = 25 mg/L
Chronic = 25 mg/L
YOU HAVE DESIGNATED THIS RECEIVING
STREAM AS WATER SUPPLY
Effluent Hard: 0 value > 100 mg/L
21.4 mg/L (Avg)
PARAMETER
INC STANDARDS OR EPA CRITERIA
U)
REASONABLE POTENTIAL RESULTS
RECOMMENDED ACTION
TYPE
J
a
Chronic Applied Acute
n net. Max Pred Cw Allowable Cw
Standard
Acute (FW): 170.0
No RP, Predicted Max < 50% of Allowable Cw - No
Arsenic
C
75 FW 170
ug'L
Monitoring required
24 1
18.3
Chronic (FW): 75.0
No RP, Predicted Max < 50% of Allowable Cw - No
No value > Allowable Cw
Monitoring required
Acute: 5.24
RP shown - apply Monthly Monitoring with Limit
Copper
INC
3.9403 FW 5.2360
ug L
35 29
128.05
_ _ _ _ ----- _ _ ------------------------------
Chronic: 3.94
RP shown - apply Monthly Monitoring with Limit
27 values > Allowable Cw
Acute: 62.9
RP shown - apply Monthly Monitoring with Limit
Zinc
INC
63.3667 FW 62.8526
ug/L
35 30
1,026.7
_ _ _ _ ----- _ _ ------------------------------
Chronic: 63.4
RP shown - apply Monthly Monitoring with Limit
12 values > Allowable Cw
NC0044423_Final FW RPA For Discharge to Lake_20221010, rpa
Page 1 of 1 10/10/2022

H1
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
REASONABLE POTENTIAL ANALYSIS
H2
Use "PASTE SPECIAL
Effluent Hardness Values" then "COPY". Upstream Hardness
Maximum data points
= 58
Date
Data
BDL=1/2DL
8/14/2019
18.20
18.2
9/11/2019
20.80
20.8
10/8/2019
19.10
19.1
11/6/2019
30.10
30.1
12/10/2019
27.60
27.6
1/14/2020
21.20
21.2
2/12/2020
19.80
19.8
3/11 /2020
18.20
18.2
4/8/2020
19.50
19.5
4/21/2020
0.00
ERR
5/13/2020
20.20
20.2
6/10/2020
22.40
22.4
7/8/2020
17.40
17.4
8/12/2020
22.40
22.4
9/9/2020
21.50
21.5
10/14/2020
24.20
24.2
11/12/2020
25.80
25.8
12/9/2020
21.20
21.2
1 /13/2021
18.50
18.5
2/10/2021
17.70
17.7
3/10/2021
17.80
17.8
4/7/2021
17.90
17.9
5/5/2021
18.30
18.3
6/9/2021
19.70
19.7
7/14/2021
21.90
21.9
8/18/2021
21.10
21.1
9/15/2021
19.80
19.8
10/13/2021
22.00
22
11/12/2021
25.00
25
12/8/2021
2.00
2
2/9/2022
20.30
20.3
3/16/2022
21.30
21.3
4/13/2022
19.90
19.9
5/11/2022
56.90
56.9
6/8/2022
20.70
20.7
7/12/2022
18.70
18.7
Results
Std Dev.
7.5089
Mean
21.4029
C.V.
0.3508
n
35
10th Per value
17.84 mg/L
Average Value
21.40 mg/L
Max. Value
56.90 mg/L
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
Date
Data
BDL=1/2DL
7/8/2020
8.98
8.98
8/12/2020
9.36
9.36
10/14/2020
10.80
10.8
11/12/2020
8.23
8.23
2/10/2021
17.70
17.7
5/5/2021
17.40
17.4
8/18/2021
18.10
18.1
10/27/2021
18.90
1
18.9
11 /12/2021
19.40
19.4
2/23/2022
18.70
18.7
3/16/2022
17.10
17.1
4/13/2022
19.50
19.5
5/25/2022
20.70
20.7
Use "PASTE SPECIAL
Values" then "COPY".
Maximum data points
= 58
Results
Std Dev.
4.5835
Mean
15.7592
C.V.
0.2908
n
13
10th Per value
9.06 mg/L
Average Value
15.76 mg/L
Max. Value
20.70 mg/L
NC0044423_Final FW RPA For Discharge to Lake_20221010, data
- 1 - 10/18/2022

REASONABLE POTENTIAL ANALYSIS
Par01 & Par02
Arsenic
Date
Data
BDL=1/2DL
1
6/5/2019
< 0.005
ERR
2
2/12/2020
< 0.5000
0.25
3
3/11/2020
< 0.500
0.25
4
4/8/2020
< 0.500
0.25
5
6
5/13/2020
< 0.500
0.25
7
6/10/2020
< 0.5000
0.25
8
9/9/2020
< 0.500
0.25
9
11/12/2020
< 5.000
2.5
10
12/9/2020
< 0.500
0.25
11
1/13/2021
< 0.5000
0.25
12
4/7/2021
< 0.5000
0.25
13
6/9/2021
< 0.500
0.25
14
7/14/2021
< 0.500
0.25
15
8/18/2021
< 0.5000
0.25
16
9/15/2021
< 0.500
0.25
17
10/13/2021
< 0.500
0.25
18
11/12/2021
< 5.0000
2.5
19
12/8/2021
< 5.000
2.5
20
1 /13/2022
10.000
10
21
2/9/2022
< 0.5000
0.25
22
3/16/2022
< 0.500
0.25
23
4/13/2022
< 0.500
0.25
24
5/11/2022
< 0.500
0.25
25
7/12/2022
< 0.5000
0.25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
Use"PASTE SPECIAL
Values" then "COPY"
Maximum data points
= 58
Results
Std Dev.
2.1150
Mean
0.9674
C.V.
2.1863
n
23
Mult Factor = 1.83
Max. Value 10.0 ug/L
Max. Pred Cw 18.3 ug/L
NC0044423_Final FW RPA For Discharge to Lake_20221010, data
- 2 - 10/18/2022

REASONABLE POTENTIAL ANALYSIS
Pall
Date
Data
1
8/14/2019
<
0.50
2
9/11/2019
<
0.50
3
10/8/2019
10.00
4
11/6/2019
<
0.50
5
12/10/2019
<
0.50
6
1 /14/2020
15.00
7
2/12/2020
<
0.50
8
3/11/2020
0.50
9
4/8/2020
9.00
10
4/21 /2020
11
5/13/2020
4.00
12
6/10/2020
8.00
13
7/8/2020
4.00
14
8/12/2020
34.00
15
9/9/2020
14.00
16
10/14/2020
24.00
17
11/12/2020
27.00
18
12/9/2020
12.00
19
1 /13/2021
65.00
20
2/10/2021
26.00
21
3/10/2021
8.00
22
4/7/2021
6.00
23
5/5/2021
3.00
24
6/9/2021
9.30
25
7/14/2021
6.00
26
8/18/2021
10.00
27
9/15/2021
14.80
28
10/13/2021
4.30
29
11 /12/2021
28.00
30
12/8/2021
98.50
31
1/13/2022
5.70
32
2/9/2022
<
0.50
33
3/16/2022
9.90
34
4/13/2022
15.40
35
5/11/2022
4.20
36
7/12/2022
5.30
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
Copper
BDL=1/2DL
Results
0.25
Std Dev.
0.25
Mean
10
C.V.
0.25
n
0.25
15
Mult Factor =
0.25
Max. Value
0.5
Max. Pred Cw
9
4
8
4
34
14
24
27
12
65
26
8
6
3
9.3
6
10
14.8
4.3
28
98.5
5.7
0.25
9.9
15.4
4.2
5.3
Use"PASTE SPECIAL
Values" then "COPY"
Maximum data points
= 58
19.5722
13.7829
1.4200
35
1.30
98.50 ug/L
128.05 ug/L
Par21
Zinc
Date
Data
BDL=1/2DL
Results
1
8/14/2019
< 0.50
0.25
Std Dev.
2
9/11/2019
< 0.50
0.25
Mean
3
10/8/2019
744.00
744
C.V.
4
11/6/2019
48.00
48
n
5
12/10/2019
< 0.50
0.25
6
1/14/2020
26.00
26
MultFactor=
7
2/12/2020
97.00
97
Max. Value
8
3/11/2020
36.00
36
Max. Pred Cw
9
4/8/2020
40.00
40
10
4/21 /2020
11
5/ 13/2020
102.00
102
12
6/10/2020
92.00
92
13
7/8/2020
73.00
73
14
8/12/2020
145.00
145
15
9/9/2020
48.00
48
16
10/14/2020
85.00
85
17
11/12/2020
68.00
68
18
12/9/2020
29.00
29
19
1/13/2021
30.00
30
20
2/10/2021
16.00
16
21
3/10/2021
2.50
2.5
22
4/7/2021
8.00
8
23
5/5/2021
2.50
2.5
24
6/9/2021
7.30
7.3
25
7/14/2021
7.00
7
26
8/18/2021
74.00
74
27
9/15/2021
48.50
48.5
28
10/13/2021
2.50
2.5
29
11/12/2021
245.00
245
30
12/8/2021
67.90
67.9
31
1 /13/2022
16.80
16.8
32
2/9/2022
< 0.50
0.25
33
3/16/2022
14.40
14.4
34
4/13/2022
20.80
20.8
35
5/11/2022
63.50
63.5
36
7/12/2022
< 0.50
0.25
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
Use "PASTE SPECIAL
Values" then "COPY".
Maximum data points
= 58
64.5986
1.9898
35
1.38
744.0 ug/L
1026.7 ug/L
NC0044423_Final FW RPA For Discharge to Lake_20221010, data
-3- 10/18/2022

Bennett, Bradley
From: Dudley, Leigh -Ann <[e-mail]>
Sent: Monday, October 3, 2022 3:11 PM
To: Bennett, Bradley; Gryder, Daniel; Lowery, Patricia; Graznak, Jenny
Subject: RE: [External] ASU WTP Revised WasteWater Discharge Outfall Relocation Memorandum
CAUTION: External email. Do not click links or open attachments unless you verify. Send all suspicious email as an attachment to
Report Spam.
Hey Bradley,
Let's see if this 7l OneDrive link works better. It's a big file!
Leigh -Ann
Leigh -Ann Dudley, PE
Associate, Senior Project Manager
D 919.424.3764 C 919.418.1727
www.dewberry.com
From: Bennett, Bradley <[e-mail]>
Sent: Monday, October 3, 2022 2:55 PM
To: gryderde <[e-mail]>; Lowery, Patricia <[e-mail]>; Graznak, Jenny
<[e-mail]>; Dudley, Leigh -Ann <[e-mail]>
Subject: RE: [External] ASU WTP Revised WasteWater Discharge Outfall Relocation Memorandum
Mr. Gryder
I wasn't able to open the file. It was sent as a link to the document and for some reason it would not open for
me. Could you try sending it again?
Thanks
mm-
Bradley Bennett
Compliance and Expedited Permitting
Division of Water Quality
NC Department of Environmental Quality
brad ley. ben nett()ncdenr.gov

M �
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wyrri��
Ema� ccnas once fe and from Ois address r.s sLtjed to the Nth
CereYas FuNk cords Low and mpy be drs ad to ffiffd pprt es
From: Daniel Gryder <[e-mail]>
Sent: Monday, October 3, 2022 2:45 PM
To: Bennett, Bradley <bradley.ben [e-mail]>; Lowery, Patricia <[e-mail]>; Graznak, Jenny
<[e-mail]>; Dudley, Leigh -Ann <[e-mail]>
Subject: [External] ASU WTP Revised WasteWater Discharge Outfall Relocation Memorandum
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Ms. Lowery, Mr. Bennett,
I hope you have been well. I am writing to follow up on our previous conversation about the wastewater discharge at
the ASU Water Plant. When we last spoke I let you know that ASU was looking into the possibility of routing the plant's
wastewater to the Town of Boone wastewater plant.
ASU has had Dewberry evaluate the possibility of that option and they have created a revised outfall location
memorandum. ASU is currently working to reach an agreement with the Town of Boone town council. If an agreement
can be reached, this will likely be the most favorable alternative for ASU.
Please see the memorandum attached and let me know if you have any questions or concerns.
Thanks,
Daniel Gryder
2022.09.28 ASU WTP Outfall Relocation.p
CONFIDENTIALITY NOTICE: This e-mail message, including any attachments, is intended only for the use of the person(s)
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Bennett, Bradley
From: Bennett, Bradley
Sent: Monday, August 22, 2022 3:33 PM
To: Frick, Jay
Subject: RE: Update on ASU WTP Discharge Permit - NC0044423
Thanks Jay
Bradley Bennett
Compliance and Expedited Permitting
NC Division of Water Resources
1617 Mail Service Center Email: [e-mail]
Raleigh, NC 27699-1617
Email correspondence to and from this address may be subject to public records laws
From: Frick, Jay <[e-mail]>
Sent: Monday, August 22, 2022 1:05 PM
To: Bennett, Bradley <[e-mail]>; Hudson, Eric <[e-mail]>; Bass, Sarah
<[e-mail]>
Subject: RE: Update on ASU WTP Discharge Permit - NC0044423
OK, Bradley. Thanks for the update. Just fyi: Sarah Bass left the agency a month or so ago.
Jay Frick
Technical Services Branch Head
Public Water Supply Section
Division of Water Resources
Department of Environmental Quality
919 707 9102 office
[e-mail]
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: Bennett, Bradley <bradley. ben [e-mail]>
Sent: Monday, August 22, 2022 11:25 AM
To: Frick, Jay <[e-mail]>; Hudson, Eric <[e-mail]>; Bass, Sarah <[e-mail]>
Subject: Update on ASU WTP Discharge Permit - NC0044423
Hey Guys,
Jut wanted to keep you updated on the process with the permit renewal for ASU WTP. We heard from their consultant
last week that they are now working on the process to send their wastewater to the Town of Boone and remove this
discharge. We still need verification from ASU on this and will keep you posted.

Bradley Bennett
Compliance and Expedited Permitting
NC Division of Water Resources
1617 Mail Service Center Email: bradley.ben nett()ncdenr.gov
Raleigh, NC 27699-1617
Email correspondence to and from this address may be subject to public records laws

Bennett, Bradley
From: Dudley, Leigh -Ann <[e-mail]>
Sent: Wednesday, August 17, 2022 1:52 PM
To: Bennett, Bradley
Subject: RE: [External] Appalachian State University WTP Question
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Thanks Bradley. That makes sense. I've asked ASU to communicate their plans to you and the current status of
discussions with Boone.
Leigh -Ann Dudley, PE
Associate, Senior Project Manager
D 919.424.3764 C 919.418.1727
www.dewberry.com
From: Bennett, Bradley <[e-mail]>
Sent: Wednesday, August 17, 2022 1:06 PM
To: Dudley, Leigh -Ann <[e-mail]>
Subject: RE: [External] Appalachian State University WTP Question
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Leigh Ann,
We would most likely reissue the permit including a time frame for the connection to be completed.
Bradley Bennett
Compliance and Expedited Permitting
NC Division of Water Resources
1617 Mail Service Center
Raleigh, NC 27699-1617
Email: bradley.bennett(@ncdenr.gov
Email correspondence to and from this address may be subject to public records laws
From: Dudley, Leigh -Ann <[e-mail]>
Sent: Wednesday, August 17, 2022 1:04 PM
To: Bennett, Bradley <[e-mail]>
Subject: RE: [External] Appalachian State University WTP Question
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Hey Bradley,
I'll ask ASU to provide documentation. We are currently in the initial evaluation phase (selecting a location to tie in, pipe
route, etc.). I don't think they have verification yet from the Town that they can connect but I'll confirm. Would DEQ
continue to administratively extend the permit while ASU pursues this option?
Leigh -Ann Dudley, PE
Associate, Senior Project Manager
D 919.424.3764 C 919.418.1727
www.dewberry.com
From: Bennett, Bradley <bradley. ben [e-mail]>
Sent: Wednesday, August 17, 2022 12:45 PM
To: Dudley, Leigh -Ann <[e-mail]>
Subject: RE: [External] Appalachian State University WTP Question
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suspicious emails.
Thanks for the update Leigh -Ann. I guess information that would help us now in this process would be getting
documentation from ASU that they are in fact pursuing this option. It would help if that included verification from the
Town that they can connect.
Thanks
L3.3
Bradley Bennett
Compliance and Expedited Permitting
NC Division of Water Resources
1617 Mail Service Center Email: [e-mail]
Raleigh, NC 27699-1617
Email correspondence to and from this address may be subject to public records laws
From: Dudley, Leigh -Ann <[e-mail]>
Sent: Wednesday, August 17, 2022 8:52 AM
To: Bennett, Bradley <bradley.ben [e-mail]>
Subject: RE: [External] Appalachian State University WTP Question
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Hi Bradley,
Recently ASU has decided to pursue connection and discharge to the Town of Boone. Dewberry is currently designing
the force main and pump station to connect to the town's sewer. We anticipate 12-15 months before design and
construction are complete and the water plant can discharge to the Town instead of the current direct discharge. What
is your recommendation for managing the NPDES permit in the interim before discharge is transferred to the Town?
Leigh -Ann

Leigh -Ann Dudley, PE
Associate, Senior Project Manager
D 919.424.3764 C 919.418.1727
www.dewberry.com
From: Bennett, Bradley <bradley. ben [e-mail]>
Sent: Monday, August 15, 2022 3:18 PM
To: Dudley, Leigh -Ann <[e-mail]>
Subject: RE: [External] Appalachian State University WTP Question
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Hi Leigh -Ann,
Just wanted to get back to you with a question. The proposed discharge to Howards Creek in Option 1 would be a
pumped discharge it appears. Do you have information that would indicated the flow at the discharge point? This will
be important given that Howards Creek at this location has some discharge flow limitations given it's HQW classification.
Thanks
mm-
Bradley Bennett
Compliance and Expedited Permitting
NC Division of Water Resources
1617 Mail Service Center Email: bradlev. ben nettCo)ncden r.gov
Raleigh, NC 27699-1617
Email correspondence to and from this address may be subject to public records laws
From: Dudley, Leigh -Ann <[e-mail]>
Sent: Friday, July 8, 2022 8:42 AM
To: Bennett, Bradley <[e-mail]>
Subject: FW: [External] Appalachian State University WTP Question
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Hey Bradley,
I wanted to follow up on the email below and see if you need any additional information from us at this time.
Best
Leigh -Ann
Leigh -Ann Dudley, PE
Associate, Senior Project Manager
D 919.424.3764 C 919.418.1727
www.dewberry.com

From: Dudley, Leigh -Ann
Sent: Thursday, June 2, 2022 11:00 AM
To: Bennett, Bradley <[e-mail]>
Cc: cartergal <[e-mail]>; gryderde <[e-mail]>; Miller, Anthony
<[e-mail]>; Frick, Jay <[e-mail]>; Hudson, Eric <[e-mail]>
Subject: FW: [External] Appalachian State University WTP Question
Hey Bradley,
Please see the email below from PWS regarding the proposal for dual use of the intake line from Howards Creek as an
effluent discharge line as well. Please let me know if this provides the feedback you needed to continue with the review
of the NPDES permit application. We will continue to work with PWS as this project progresses to make sure they have
the information they need.
Best
Leigh -Ann
Leigh -Ann Dudley, PE
Associate, Senior Project Manager
D 919.424.3764 C 919.418.1727
www.dewberry.com
From: Frick, Jay <[e-mail]>
Sent: Thursday, June 2, 2022 10:07 AM
To: Dudley, Leigh -Ann <[e-mail]>; Hudson, Eric <[e-mail]>; Bass, Sarah
<[e-mail]>
Cc: gryderde <[e-mail]>; Appelboom, Tim W <[e-mail]>; Notte, Skip
<[e-mail]>; Sadosky, Rebecca <[e-mail]>; cartergal <[e-mail]>;
Miller, Anthony <[e-mail]>; Sadosky, Rebecca <[e-mail]>
Subject: RE: [External] Appalachian State University WTP Question
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Hello Leigh -Ann,
Thank you for your prompt response and the previous information you provided as we evaluated this concept. As you
know, the request to designate the ASU raw water intake piping as dual purpose is unique, and we wanted to ensure
that precedent and/or current engineering standards were not contrary to your proposed approach. Members of our
engineering team reviewed language in 15A NCAC 18C, 10-State and AWWA Standards, and we could not find definitive
language that prohibits the use of a raw water intake to serve a dual purpose. In addition, our understanding of your
case -specific project includes the following:
• The use of the intake line to transfer raw water from Howard's Creek to the ASU reservoir will not be hindered
during the approximate "less than once every five years" frequency that the intake line is historically needed;
• The water quality within the ASU reservoir may actually improve because the backwash currently being
discharged directly into the reservoir will now be pumped out to Howard's Creek;
• From an operational perspective, the procedures at the ASU facility and the SCADA/control system are adequate
to ensure proper operation of the set up; and

• The logistics and economic impact of alternative scenarios to transport the backwash discharge are complex and
significantly more costly than the proposed solution.
Therefore, given the arguments outlined above, we have no conceptual objection to the proposed dual use of the intake
piping at the ASU facility. Because your proposed project is an anomaly, we are still discussing internally what an
eventual project submittal to the PWS Section should include beyond our usual requirements (i.e., application,
engineer's report, plans, and specifications). We will provide guidance to you once we have consensus on that. In the
meantime, please contact me anytime if you have comments or wish to discuss further. Thank you.
Jay Frick
Technical Services Branch Head
Public Water Supply Section
Division of Water Resources
Department of Environmental Quality
919 707 9102 office
[e-mail]
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: Dudley, Leigh -Ann [mailto:[e-mail]]
Sent: Tuesday, May 31, 2022 8:50 AM
To: Hudson, Eric <[e-mail]>
Cc: Gryder, Daniel <[e-mail]>; Appelboom, Tim W <[e-mail]>; Notte, Skip
<[e-mail]>; Sadosky, Rebecca <[e-mail]>; Frick, Jay <jay.frick@ncdenr.�ov>;
cartergal <[e-mail]>; Miller, Tony <[e-mail]>
Subject: RE: [External] Appalachian State University WTP Question
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Eric,
Thank you for the questions. Below in blue are our responses. Please let me know if we can provide any additional
information.
How frequently and for what duration does ASU historically use its emergency intake? A related question is how
frequently and for what duration will the pipe be needed to discharge the waste effluent? Obviously, only one
train can be on the track at a given time. ASU historically uses the emergency intake less than once every five
years. It is used very infrequently. When the emergency intake has been used, ASU indicates it has only been
used for a couple days. The backwash discharge would occur daily. During the infrequent periods when the
emergency intake is needed, the WTP has sufficient storage to hold the backwash for a period of several days so
the pipe would only be used for a single purpose at a time.
We envision possibly 2 valves at the T where the pipe splits to the intake in one direction and to the waste
exhaust in the other direction. The open/close status would obviously need to be switched every time ASU
changes the direction of flow in the pipe. Are there any operational concerns for this? Would it be
automated? Correct, a minimum of two valves would be installed at this T intersection between the pump
discharge and raw water line from Howard's Creek to the reservoir. The plant has a SCADA/control system that
they use for all operations, and we would envision this system being used as a visual so it can clearly be seen

which valves are open/closed. At this time, I would anticipate that the valves would be hand operated for
opening and closing since the use of the raw water line is so infrequent.
Is there residual waste effluent that will backflow into the reservoir as the pipe begins to carry raw water? It
seems like any backflow of waste back into the reservoir would require a permit of some sort from the NPDES
program. The system can include a connection to finished water or reservoir water to flush the line to Howards
Creek before the intake from Howards Creek is initiated. This will ensure any effluent is discharged only to
Howards Creek. The need to flush the line and reverse flow is expected to be less than once every five years
based on historical use.
What is the timetable/urgency for a response from the Public Water Suppl Section? Are they planning several
years out? There is a sense of urgency for a response from PWS. The proposed changes impact the WTPs ability
to comply with the existing NPDES permit which is currently being renewed. We would like to incorporate
changes to the discharge outfall in this current permit renewal and, if approved, begin design and construction
of the modifications soon. We are happy to provide information needed to address questions or concerns from
PWS to facilitate your review.
Best
Leigh -Ann
Leigh -Ann Dudley, PE
Associate, Senior Project Manager
D 919.424.3764 C 919.418.1727
www.dewberry.com
From: Hudson, Eric <[e-mail]>
Sent: Tuesday, May 24, 2022 9:12 AM
To: Dudley, Leigh -Ann <[e-mail]>
Cc: gryderde <[e-mail]>; Appelboom, Tim W <[e-mail]>; Notte, Skip
<[e-mail]>; Sadosky, Rebecca <[e-mail]>; Frick, Jay <[e-mail]>
Subject: RE: [External] Appalachian State University WTP Question
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Hello Leigh -Ann,
Our central office staff have asked for additional information on this project.
• How frequently and for what duration does ASU historically use its emergency intake? A related question is how
frequently and for what duration will the pipe be needed to discharge the waste effluent? Obviously, only one
train can be on the track at a given time.
• We envision possibly 2 valves at the T where the pipe splits to the intake in one direction and to the waste
exhaust in the other direction. The open/close status would obviously need to be switched every time ASU
changes the direction of flow in the pipe. Are there any operational concerns for this? Would it be automated?
• Is there residual waste effluent that will backflow into the reservoir as the pipe begins to carry raw water? It
seems like any backflow of waste back into the reservoir would require a permit of some sort from the NPDES
program.
• What is the timetable/urgency for a response from the Public Water Suppl Section? Are they planning several
years out?
Respectfully,

Eric
Eric Hudson, P.E.
Regional Engineering Supervisor
Public Water Supply Section
Department of Environmental Quality
336-776-9665 office
336-776-9797 fax
Eric. HudsonCcDncdenr.gov
Winston-Salem Regional Office
450 West Hanes Mill Road, Suite 300
Winston-Salem, NC 27105
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e-mail and destroy all copies of the original message.

Bennett, Bradley
From: Dudley, Leigh -Ann <[e-mail]>
Sent: Wednesday, June 1, 2022 2:02 PM
To: Bennett, Bradley; Gryder, Daniel
Cc: Lowery, Patricia; Graznak, Jenny
Subject: RE: [External] ASU WTP WasteWater Discharge Metals Remediation Evaluation Report
Attachments: RE: [External] Appalachian State University WTP Question
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Hey Bradley,
We received some questions from PWS last week that we responded to yesterday. Attached is that email exchange.
Best
Leigh -Ann
Leigh -Ann Dudley, PE
Associate, Senior Project Manager
D 919.424.3764 C 919.418.1727
www.dewberry.com
From: Bennett, Bradley <[e-mail]>
Sent: Wednesday, June 1, 2022 1:28 PM
To: Dudley, Leigh -Ann <[e-mail]>; gryderde <[e-mail]>
Cc: Lowery, Patricia <[e-mail]>; Graznak, Jenny <[e-mail]>
Subject: RE: [External] ASU WTP WasteWater Discharge Metals Remediation Evaluation Report
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Hi Leigh -Ann,
Just wanted to check in again and see if you had received response yet from the Public Water Supply staff?
Thanks
Bradley Bennett
Compliance and Expedited Permitting
NC Division of Water Resources
1617 Mail Service Center
Raleigh, NC 27699-1617
Phone: [phone]
Email: bradlev.bennett(@ncdenr.gov
Email correspondence to and from this address may be subject to public records laws
From: Dudley, Leigh -Ann <[e-mail]>
Sent: Tuesday, May 3, 2022 8:23 AM
To: Bennett, Bradley <bradley.ben [e-mail]>; Gryder, Daniel <[e-mail]>

Cc: Lowery, Patricia <[e-mail]>; Graznak, Jenny <[e-mail]>
Subject: RE: [External] ASU WTP WasteWater Discharge Metals Remediation Evaluation Report
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Hi Bradley,
Thank you for the questions. The site changed the sampling procedure in November and have not seen a notable
difference in copper or zinc concentrations in the effluent. We had a call with Public Water Supply yesterday. During the
call they didn't have immediate concerns, but are going to review the information in more detail and will aim to provide
a response by the end of this week. The call was with Eric Hudson, Tim Appelboom, Sarah Bass, and Jay Frick. We will
share any feedback that we receive from them.
Best
Leigh -Ann
Leigh -Ann Dudley, PE
Associate, Senior Project Manager
D 919.424.3764 C 919.418.1727
www.dewberry.com
From: Bennett, Bradley <bradley. ben [e-mail]>
Sent: Wednesday, April 27, 2022 3:42 PM
To: gryderde <[e-mail]>
Cc: Lowery, Patricia <[e-mail]>; Graznak, Jenny <[e-mail]>; Dudley, Leigh -Ann
<[e-mail]>
Subject: RE: [External] ASU WTP WasteWater Discharge Metals Remediation Evaluation Report
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Mr. Gryder,
Sorry I am just getting back to your February submittal. I starting to get back into the review of the material for the ASU
permit renewal. As I have started review of the most recent information I have come across a few issues that I wanted
to touch base on and ask for additional information.
In October our Winston-Salem Regional Office staff had a site visit at your facility. One of the issues they raised
at the time was proper location and procedures for sampling your effluent. I was wondering if you have
implemented any sampling changes as a result of those discussions. Our regional staff noted that you indicated
you had and SOP in development. Has that been completed and implemented? It is possible that addressing
these issues could impact the results of monitoring for some of your pollutants of concern. It seems reasonable
to address this and see what impacts changes could have.
Your documents related to moving your outfall do not address and issue that we had earlier. In an email to
Leigh -Ann Dudley on 11/15/2021 we mentioned that you were proposing using some of the same infrastructure
that is currently in place for your secondary water supply. As such, we requested that you contact staff in the
Division's Public Water Supply Section to address any potential concerns they may have with the dual use of
your infrastructure. We did not see any information that addresses this issue.
As we continue our review, we may have additional questions. Thank you for your attending to these issues

Bradley Bennett
Compliance and Expedited Permitting Phone: [phone]
NC Division of Water Resources
1617 Mail Service Center Email: bradley.ben nett()ncdenr.gov
Raleigh, NC 27699-1617
Email correspondence to and from this address may be subject to public records laws
From: Daniel Gryder <[e-mail]>
Sent: Wednesday, February 16, 2022 8:44 AM
To: Lowery, Patricia <[e-mail]>; Bennett, Bradley <bradley. [e-mail]>
Subject: [External] ASU WTP WasteWater Discharge Metals Remediation Evaluation Report
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Ms. Lowery,
It was good to speak with you yesterday. I hope your trip to Boone today was enjoyable.
As we discussed, I have attached the wastewater discharge metals remediation evaluation report from Dewberry
engineers. I have gone ahead and printed the report and will be sending it to the Raleigh office shortly to make your life
easier. Thank you for all of your assistance on this project this far.
Please don't hesitate to reach out to me if you require any additional information from ASU.
Thanks,
Daniel Gryder
CONFIDENTIALITY NOTICE: This e-mail message, including any attachments, is intended only for the use of the person(s)
to whom it is addressed and may contain confidential and privileged information. Any unauthorized review, use,
disclosure, copying, or distribution is prohibited. If you are not the intended recipient, please contact the sender by reply
e-mail and destroy all copies of the original message.
CONFIDENTIALITY NOTICE: This e-mail message, including any attachments, is intended only for the use of the person(s)
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disclosure, copying, or distribution is prohibited. If you are not the intended recipient, please contact the sender by reply
e-mail and destroy all copies of the original message.

Bennett, Bradley
From:
Daniel Gryder <[e-mail]>
Sent:
Wednesday, February 16, 2022 8:44 AM
To:
Lowery, Patricia; Bennett, Bradley
Subject:
[External] ASU WTP WasteWater Discharge Metals Remediation Evaluation Report
Attachments:
2022.01.26 Bench Test Results Memo.pdf; ASU Permit Modification Request Letter
Signed.pdf, 2022.01.25 Discharge Outfall Alternatives Memo (1).pdf
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Ms. Lowery,
It was good to speak with you yesterday. I hope your trip to Boone today was enjoyable.
As we discussed, I have attached the wastewater discharge metals remediation evaluation report from Dewberry
engineers. I have gone ahead and printed the report and will be sending it to the Raleigh office shortly to make your life
easier. Thank you for all of your assistance on this project this far.
Please don't hesitate to reach out to me if you require any additional information from ASU.
Thanks,
Daniel Gryder

Bennett, Bradley
From: Dudley, Leigh -Ann <[e-mail]>
Sent: Thursday, January 27, 2022 8:54 AM
To: Bennett, Bradley; Wall, L. Alex
Cc: Graznak, Jenny
Subject: RE: [External] Water Transfer
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Thank you for the feedback. Additional information to support the permit renewal and modification from ASU should be
submitted any day now.
Best
Leigh -Ann
Leigh -Ann Dudley, PE
Associate, Senior Project Manager
D 919.424.3764 C 919.418.1727
www.dewberry.com
From: Bennett, Bradley <[e-mail]>
Sent: Wednesday, January 26, 2022 3:25 PM
To: Wall, L. Alex <[e-mail]>
Cc: Dudley, Leigh -Ann <[e-mail]>; Graznak, Jenny <[e-mail]>
Subject: RE: [External] Water Transfer
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ails.
Hi Alex,
Sorry for the time it has taken for me to get back to you on this. We have discussed your request with regard to
transferring water from Howards Creek to Norris Branch. This would not be an option that would provide any benefits
in the development of the permit limits. Our rules require the development of permit limits based on the 7Q10 flow of
the receiving stream. This flow is calculated based on the natural flow conditions of the surface waters of a period of
time. This flow would not be impacted by any transfer of flow artificially from another water body.
Bradley Bennett
Compliance and Expedited Permitting
NC Division of Water Resources
1617 Mail Service Center
Raleigh, NC 27699-1617
Phone: [phone]
Email: [e-mail]
Email correspondence to and from this address may be subject to public records laws
From: Bennett, Bradley
Sent: Tuesday, January 11, 2022 3:33 PM
To: Wall, L. Alex <[e-mail]>

Cc: Dudley, Leigh -Ann <[e-mail]>
Subject: RE: [External] Water Transfer
Alex,
Sorry, I was out for a couple of weeks. I haven't heard back from my supervisor on this question yet, but I hope to be
able to discuss it with him this week.
mm-
Bradley Bennett
Compliance and Expedited Permitting Phone: [phone]
NC Division of Water Resources
1617 Mail Service Center Email: [e-mail]
Raleigh, NC 27699-1617
Email correspondence to and from this address may be subject to public records laws
From: Wall, L. Alex <[e-mail]>
Sent: Tuesday, January 11, 2022 2:16 PM
To: Bennett, Bradley <bradley. ben [e-mail]>
Cc: Dudley, Leigh -Ann <[e-mail]>
Subject: RE: [External] Water Transfer
CAUTION: External email. Do not click links or open attachments unless you verify. Send all suspicious email as an attachment to
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Good Afternoon Bradley,
I hope you are doing well and that you have had a great New Year thus far.
I wanted to follow up on the email chain below. Have you heard back about the transferring of flow from Howards Creek
to Norris Branch?
Warm Regards,
L. Alex Wall, El
Staff Engineer
2610 Wycliff Road, Suite 410
Raleigh, NC 27607-3073
D 919.424.3718
10 Dewberry.
in V O a
www.dewberry.com

From: Bennett, Bradley <bradley. ben [e-mail]>
Sent: Friday, December 17, 2021 10:48 AM
To: Wall, L. Alex <[e-mail]>
Cc: Dudley, Leigh -Ann <[e-mail]>
Subject: Re: [External] Water Transfer
Alex,
I just wanted to let you know that I got your message. I will have to check with my supervisor on the question
you have raised since I'm not familiar with any situation similar to this. My first impression is that this would
not be an option we would allow. I will get back to you after getting more information within our group. Just
so you know, my supervisor is out for the rest of the year so it will likely be the first of the year before I can
respond.
Bradley Bennett
Compliance and Expedited Permitting Phone: [phone]
NC Division of Water Resources
1617 Mail Service Center Email: bradlev.ben nettCaMcdenr.gov
Raleigh, NC 27699-1617
Email correspondence to and from this address may be subject to public records laws
From: Wall, L. Alex <[e-mail]>
Sent: Thursday, December 16, 2021 9:14 AM
To: Bennett, Bradley <bradley. ben [e-mail]>
Cc: Dudley, Leigh -Ann <[e-mail]>
Subject: [External] Water Transfer
CAUTION: External email. Do not click links or open attachments unless you verify. Send all suspicious email as an attachment to
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Good Morning Mr. Bennet,
I work with Leigh -Ann at Dewberry. We are working through the alternatives to stay compliant with permit, in order for
the client to receive internal funding for any further project we have to exhaust all potentially lower cost alternatives.
An idea has been brought up by ASU that they would like us to consult with you about. Would DEQ consider letting ASU
transfer water from Howards Creek to Norris Branch on a continuous basis to provide a baseline flow Norris Branch? Is
there any information you would need to assess the feasibility? If it is not feasible, can you explain why?
Thanks,
L. Alex Wall, El
Staff Engineer
2610 Wycliff Road, Suite 410
Raleigh, NC 27607-3073

D 919.424.3718
Dewberry -
in W Q a
www.dewberry.com
Visit Dewberry's website at www.dewberry.com If you've received this email even though it's intended for someone
else, then please delete the email, don't share its contents with others, and don't read its attachments. Thank you.
Visit Dewberry's website at www.dewberry.com If you've received this email even though it's intended for someone
else, then please delete the email, don't share its contents with others, and don't read its attachments. Thank you.
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Bennett, Bradley
From:
Dudley, Leigh -Ann <[e-mail]>
Sent:
Monday, November 8, 2021 11:39 AM
To:
Bennett, Bradley
Cc:
Graznak, Jenny; Lowery, Patricia; gryderde
Subject:
[External] RE: ASU WTP Renewal - NCO044423
Attachments:
USGS response to DWR USGS Low Flows request # 2022-152 (dated 2021110101) for
Norris Branch Watauga County ... RE: [EXTERNAL] Low -flow request approval
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Hey Bradley,
Thanks for checking in. Your summary is correct. We are evaluating multiple treatment options to confirm they could
achieve the current low limits of copper if the discharge remains at the same location and also evaluating the new
discharge location on Howards Creek. We anticipate the evaluation would be ready to submit to you in mid -December.
We have requested the stream flow information for a potential point on Howards Creek and the attached is the email
response from USGS.
Thank you for the tip on checking with PWS on the potential dual use of infrastructure.
Leigh -Ann
Leigh -Ann Dudley, PE
Associate, Project Manager
D 919.424.3764
Dewberry.
in V Q
www.dewberry.com
From: Bennett, Bradley <[e-mail]>
Sent: Friday, November 5, 2021 2:27 PM
To: Dudley, Leigh -Ann <[e-mail]>
Cc: Graznak, Jenny <[e-mail]>; Lowery, Patricia <[e-mail]>
Subject: ASU WTP Renewal - NCO044423
Hi Leigh -Ann,
Hope you are doing okay. I just wanted to touch base on the status of this permit renewal. At this point we
understand that you are looking at alternatives, including possible discharge to another water body. Our
Winston-Salem office meet onsite with ASU staff recently and it sounds as if a request has been made for flow

information from the USGS for this location on Howards Creek. This is also apparently ASU's backup water
supply. Once we receive the stream flow information at this location we can evaluate the potential impacts
for the permit to relocate to this discharge point. We also understand that ASU is evaluating various
treatment options as well to assure that permit conditions can be met on an ongoing basis.
It is our understanding that if ASU moves toward the alternative to discharge to Howards Creek, they plan to
use existing infrastructure for their emergency intake as a conduit for the wastewater discharge. We would
recommend that you also check with Division staff in the Public Water Supply Program to address any issues
that they might have with the dual use of the infrastructure.
We look forward to seeing the additional information that is being prepared at this point. Please keep us
informed on the status.
Thanks
Bradley Bennett
Compliance and Expedited Permitting Phone: [phone]
NC Division of Water Resources
1617 Mail Service Center Email: [e-mail]
Raleigh, NC 27699-1617
Email correspondence to and from this address may be subject to public records laws
Visit Dewberry's website at www.dewberry.com If you've received this email even though it's intended for someone
else, then please delete the email, don't share its contents with others, and don't read its attachments. Thank you.

11 /9/21, 11:02 AM
Mail - Bennett, Bradley - Outlook
[External] RE: ASU WTP Renewal - NCO044423
Dudley, Leigh -Ann <[e-mail]>
Mon 11/8/2021 11:38 AM
To: Bennett, Bradley <[e-mail]>
Cc: Graznak, Jenny <[e-mail]>; Lowery, Patricia <[e-mail]>; gryderde <[e-mail]>
1 1 attachments (99 KB)
USGS response to DWR USGS Low Flows request # 2022-152 (dated 2021/10/01) for Norris Branch Watauga County RE: [EXTERNAL]
Low -flow request approval;
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Hey Bradley,
Thanks for checking in. Your summary is correct. We are evaluating multiple treatment options to confirm they could
achieve the current low limits of copper if the discharge remains at the same location and also evaluating the new
discharge location on Howards Creek. We anticipate the evaluation would be ready to submit to you in mid -December.
We have requested the stream flow information for a potential point on Howards Creek and the attached is the email
response from USGS.
Thank you for the tip on checking with PWS on the potential dual use of infrastructure.
Leigh -Ann
Leigh -Ann Dudley, PE
Associate, Project Manager
D 919.424.3764
IP Eks'w rry-
...................................................................
in V Q a
www.dewberry.com
From: Bennett, Bradley <brad ley. bennett@ ncden r.gov>
Sent: Friday, November 5, 2021 2:27 PM
To: Dudley, Leigh -Ann <[e-mail]>
Cc: Graznak, Jenny <[e-mail]>; Lowery, Patricia <[e-mail]>
Subject: ASU WTP Renewal - NCO044423
[CAUTION] External Email. DO NOT click links or open attachments unless expected. Please use the "Phish Alert" button to report
all suspicious emails.
Hi Leigh -Ann,
Hope you are doing okay. I just wanted to touch base on the status of this permit renewal. At this point we
understand that you are looking at alternatives, including possible discharge to another water body. Our
Winston-Salem office meet onsite with ASU staff recently and it sounds as if a request has been made for flow
information from the USGS for this location on Howards Creek. This is also apparently ASU's backup water
supply. Once we receive the stream flow information at this location we can evaluate the potential impacts
for the permit to relocate to this discharge point. We also understand that ASU is evaluating various
treatment options as well to assure that permit conditions can be met on an ongoing basis.
https://outlook.office365.com/mail/id/AAMkADgl YjdhZmlxLTMzMGYtNGU3Nil hNGU4LTY3M2El ODhmOGQxYgBGAAAAAACylgPJgHeWQptjfgCAO... 1/2

11 /9/21, 11:02 AM
Mail - Bennett, Bradley - Outlook
It is our understanding that if ASU moves toward the alternative to discharge to Howards Creek, they plan to
use existing infrastructure for their emergency intake as a conduit for the wastewater discharge. We would
recommend that you also check with Division staff in the Public Water Supply Program to address any issues
that they might have with the dual use of the infrastructure.
We look forward to seeing the additional information that is being prepared at this point. Please keep us
informed on the status.
Thanks
::
Bradley Bennett
Compliance and Expedited Permitting Phone: [phone]
NC Division of Water Resources
1617 Mail Service Center Email: [e-mail]
Raleigh, NC 27699-1617
Email correspondence to and from this address may be subject to public records laws
Visit Dewberry's website at www.dewberry.com If you've received this email even though it's intended for
someone else, then please delete the email, don't share its contents with others, and don't read its
attachments. Thank you.
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11/1121, 9:55 AM Mail - Bennett, Bradley - Outlook
FW: App State visit 10/12/2021
Graznak, Jenny <[e-mail]>
Thu 10/21/2021 11:01 AM
To: Bennett, Bradley <[e-mail]>
0 6 attachments (17 MB)
ASU Dam 1 jpeg; ASU Dam 2.jpeg; ASU Dam 3.jpeg; ASU Lake Outfall.jpeg; ASU Lakejpeg; Dam Equipment.jpeg;
Jenny Graznak
Assistant Regional Supervisor
Winston Salem Regional Office
Division of Water Resources
Department of Environmental Quality
450 West Hanes Mill Road, Suite 300
Winston Salem NC 27105
336-776-9695 office
336-403-7388 mobile
[e-mail]
Email correspondence to and from this address is subject to the North Carolina Public Records Law and may be
disclosed to third parties.
From: Lowery, Patricia <[e-mail]>
Sent: Thursday, October 14, 2021 1:01 PM
To: Snider, Lon <[e-mail]>; Graznak, Jenny <[e-mail]>
Subject: App State visit 10/12/2021
Good afternoon,
Here are my notes from the visit:
• Considering 5 options to correct Cu/Turbidity issues. 3 are 'treatment' based and 2 are'non-treatment'
based.
Treatment-
1. Sulfide precipitation
2. Ion exchange ** (Daniel emphasized this is primary option right now)
3. Activated charcoal
Non-Treatment-
1. Outfall relocation (away from lake)
2. Route discharge over to Howard's Creek (aka: Rich Mtn watershed - which is secondary in times of dry
weather when water table is low). Primary watershed is Howard's Knob watershed which feeds Norris
Branch.
• Turbidity meter recently installed in reservoir. It is places midway down/midway in diameter in basin.
https://outlook.office365.com/mail/id/AAMkADgl YjdhZmlxLTMzMGYtNGU3Nil hNGU4LTY3M2E1 ODhmOGQxYgBGAAAAAACylgPJgHeWQptjfgCAO... 1/2

11/1121, 9:55 AM
Mail - Bennett, Bradley - Outlook
Sludge removal (from settling basin is conducted by STAT out of Lenoir. *Recently done as it has not been
done is quite some time and now is scheduled to be done regularly.
Discussed where and how samples are being taking. Mr. Gryder did state there was no consistent SOP
(one was being constructed) in sampling techniques and sampling points. Jenny and I discussed the true
effluent point is located directly at lake and that taking samples from the basin is more a 'process control'
sample. Combine that with how inconsistent the operators take samples from the basin (ie: may take
sample mid -level, decant from top, or at bottom of basin, etc). Mr. Gryder did state many samples were
taken from bottom of basin (where things settle).
• Went to dam location (Pictures are attached in email and labeled). Note: equipment (ie: pumps) is very
aged and in need of repair. One pump is currently being repaired. Heavy rust was observed at location.
Upgrade to dam outfall is highly recommended.
Hope this helps Q
Thanks,
Tricia Lowery
Environmental Specialist I
N.C. Department of Environmental Quality
Division of Water Resources
Winston-Salem Regional Office
450 Hanes Mill Rd., Suite 300
Winston-Salem, NC 27105
Office: 336.776.9691
Cell: 336.354.2399
[e-mail]
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Bennett, Bradley
From: Dudley, Leigh -Ann <[e-mail]>
Sent: Tuesday, September 28, 2021 4:08 PM
To: Bennett, Bradley
Cc: Graznak, Jenny; Miller, Tony; Lowery, Patricia; gryderde
Subject: [External] RE: ASU Reservoir WTP Meeting Last Week
CAUTION: External email. Do not click links or open attachments unless you verify. Send all suspicious email as an attachment to
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Bradley,
Thank you for following up. We are currently working on evaluating additional options including alternative discharge
locations and a deeper evaluation into treatment options for copper and zinc removal. We request DEQ continue to hold
on the full processing of the permit renewal application so that the results of this evaluation can be incorporated into
future requested modifications. Please let us know if you have any questions, concerns, or if you need additional
information.
Best
Leigh -Ann
Leigh -Ann Dudley, PE
Associate, Project Manager
Water Market Segment
2610 Wycliff Road, Suite 410
Raleigh, NC 27607-3073
D 919.424.3764 C 919.418.1727
LICENSED PE: NC, AL
in V Q o
www.dewberry.com
From: Bennett, Bradley <[e-mail]>
Sent: Tuesday, September 28, 2021 1:03 PM
To: Dudley, Leigh -Ann <[e-mail]>
Cc: Graznak, Jenny <[e-mail]>; Lowery, Patricia <[e-mail]>
Subject: ASU Reservoir WTP Meeting Last Week
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suspicious emails.
Leigh -Ann,

Sorry I'm just getting to this, but I wanted to follow up after our call last week with a brief summary. As we
discussed, it appears that the location you are proposing to move the discharge point to would be in a location
that will receive no flow since there is no minimum release from the Lake. You can still relocate the discharge
to this point however, the discharge limits will be based on a zero -flow stream situation just as we are looking
at in the Lake. So, the limits will be the same as at the current discharge location in the lake. As we discussed
it does look like the RPA analysis using the permit DMR data from the last cycle will result in some changes to
the limits for Copper that will give you a higher limit. It does appear that you will still have concerns for
meeting this limit at your discharge location (either in the lake or at the new location below the dam). We
would encourage you to work on evaluating potential approaches to address your compliance issues. Our
regional office is available to talk with you about this and potentially meet you onsite to discuss and look at
your situation.
It did seem that ASU was interested in moving the outfall location in order to remove the discharge point from
its current location near their inlet structure. Our understanding is that ASU wanted to go back and discuss
some things a little more about the outfall location and would then get back in touch with us about your
decisions. Please keep us updated on your review process and what you would like to do.
::3
Bradley Bennett
Compliance and Expedited Permitting Phone: [phone]
NC Division of Water Resources
1617 Mail Service Center Email: bradley.ben nett&ncdenr.gov
Raleigh, NC 27699-1617
Email correspondence to and from this address may be subject to public records laws
Visit Dewberry's website at www.dewberry.com If you've received this email even though it's intended for someone
else, then please delete the email, don't share its contents with others, and don't read its attachments. Thank you.

Bennett, Bradley
From: Graznak, Jenny
Sent: Tuesday, September 28, 2021 12:50 PM
To: Bennett, Bradley
Subject: RE: Draft Email on ASU Reservoir WTP - Please review and comment.
Attachments: ASU wastewater copper and zinc study.xlsx
I think this email looks good. We just asked the ORC for the copper data they have from the reservoir. I've attached it so
you can see. I am hoping that they will start looking at other options to reduce copper. I am not completely sure where it
is coming from, and I'm not sure they do either. It may be in the reservoir and simply be recirculating. They need to start
looking outside the box.
Jenny Graznak
Assistant Regional Supervisor
Winston Salem Regional Office
Division of Water Resources
Department of Environmental Quality
450 West Hanes Mill Road, Suite 300
Winston Salem NC 27105
336-776-9695 office
336-403-7388 mobile
[e-mail]
Email correspondence to and from this address is subject to the North Carolina Public Records Law and may be disclosed
to third parties.
From: Bennett, Bradley <[e-mail]>
Sent: Tuesday, September 28, 2021 11:26 AM
To: Graznak, Jenny <[e-mail]>
Subject: Draft Email on ASU Reservoir WTP - Please review and comment.
Jenny,
As we discussed last week, I have drafted a response to Legh-Ann about the call last week. Take a look at the
language below and let me know if you have comments to make some of this clearer, especially as it relates to
pointing out compliance concerns.
Leigh -Ann,
Sorry I'm just getting to this, but I wanted to follow up after our call last week with a brief summary. As we
discussed, it appears that the location you are proposing to move the discharge point to would be in a location
that will receive no flow since there is no minimum release from the Lake. You can still relocate the discharge
to this point however the discharge limits will be based on a zero flow stream situation just as we are looking

at in the Lake. So, the limits will be the same as at the current discharge location in the lake. As we discussed
it does look like the RPA analysis using the permit DMR data from the last cycle will result in some changes to
the limits for Copper that will give you a higher limit. It does appear that you will still have concerns for
meeting this limit at your discharge location (either in the lake or at the new location below the dam). We
would encourage you to work on evaluating potential approaches to address your compliance issues. Our
regional office is available to talk with you about this and potentially meet you onsite to discuss and look at
your situaton.
It did seem that ASU was interested in moving the outfall location in order to remove the discharge point from
its current location near their inlet structure. Our understanding is that ASU wanted to go back and discuss
some things a little more about the outfall location and would then get back in touch with us about your
decisions. Please keep us updated on your review process and what you would like to do.
Bradley Bennett
Compliance and Expedited Permitting Phone: [phone]
NC Division of Water Resources
1617 Mail Service Center Email: [e-mail]
Raleigh, NC 27699-1617
Email correspondence to and from this address may be subject to public records laws

9/13/21, 4:57 PM Mail - Bennett, Bradley - Outlook
[External] RE: ASU Flow Information
Dudley, Leigh -Ann <[e-mail]>
Mon 8/9/2021 9:13 AM
To: Bennett, Bradley <[e-mail]>
CAUTION: External email. Do not click links or open attachments unless you verify. Send all suspicious email as an attachment
to Report Spam.
Hey Bradley,
Sorry for the delay in returning your call. Last week got away from me. There is no data over the dam. It isn't
monitoring or controlled and water flows over the spillway based on level in the reservoir. The proposed
discharge location is upstream of where the dam overflow ties into Norris Creek. Also, when considering the
critical low flow 7Q10 period for limit development, the expectation is no water would be flowing over the dam.
Please let me know if the absence of this data poses a concern for evaluating the discharge location downstream
of the dam.
Best
Leigh -Ann
Leigh -Ann Dudley, PE
Associate, Project Manager
Water Market Segment
2610 Wycliff Road, Suite 410
Raleigh, NC 27607-3073
D 919.424.3764 C 919.418.1727
LICENSED PE: NC, AL
be,
in V Q Q
www.dewberry.com
From: Bennett, Bradley <[e-mail]>
Sent: Monday, August 9, 2021 8:22 AM
To: Dudley, Leigh -Ann <[e-mail]>
Subject: ASU Flow Information
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report all suspicious emails.
Hi Leigh -Ann,
Just wanted to touch base. I returned your call and left a voicemail message about any potential data
that might be available for continuous monitoring from release from the ASU dam. Let me know if you
do have any data that you could provide. We can set up a meeting to discuss if we need to.
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9/13/21, 4:57 PM
Thanks
Mail - Bennett, Bradley - Outlook
Bradley Bennett
Compliance and Expedited Permitting
NC Division of Water Resources
1617 Mail Service Center
Raleigh, NC 27699-1617
Phone: [phone]
Email: brad [e-mail]
Email correspondence to and from this address may be subject to public records laws
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for someone else, then please delete the email, don't share its contents with others, and don't read its
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Appendix - Permit Application Modification Requests
I. Final Modification - Received October 3, 2022
This modification was used along with the original application request in the
review and drafting of the permit renewal.
II. Modification Received February 16, 2022
III. Modification Received July 7, 2021

Final Modification - Received October 3, 2022

19 Dewberry
DATE: January 25, 2022
Revised: September 28, 2022
TO: Mr. Daniel Gryder (Appalachian State University)
FROM: Robert S. Notte, PE, LEED AP
Anthony D. Miller, PE
SUBJECT: Appalachian State University Water Treatment Plant — Sludge Basin Outfall Relocation
Message
1.0 Introduction
Appalachian State University (ASU) is submitting a major permit modification request and supporting
information to move the current sludge thickener discharge outfall location. The ASU Water Treatment
Plant (WTP) currently discharges backwash and CIP waste to Norris Branch Reservoir under the
auspices of NPDES Permit NC0044423. The existing permit expired March 31, 2021 and ASU has
applied for but has not yet received a renewed permit. The current permit has been administratively
extended, and as such, ASU is submitting a permit application addendum to request a change in the
discharge outfall location.
The current NPDES discharge outfall is located near the WTP's intake structure in Norris Branch
Reservoir. ASU desires to move the discharge outfall location. The purpose of this memorandum is to
evaluate the infrastructure requirements and water quality considerations, and to provide opinion of
probable costs for each alternative discharge considered.
2.0 Existing Conditions
Figure 1 attached shows the WTP and the existing sludge thickener basin. The existing sludge thickener
located at the WTP currently sends its discharge to the north of the site to Norris Branch Reservoir. The
existing reservoir is currently used as a monitoring station and holding area. The location of the sludge
thickener discharge raises concerns due to impact from the discharge on the water intake.
3.0 Proposed Improvements
Proposed improvements for this project include three options to address the relocation of the existing
sludge thickener basin discharge. See attached Figure 1, Figure 2, and Figure 3 for diagrams of the
proposed options. The proposed options include:
• Option 1: Relocate the outfall to Howards Creek in the vicinity of the ASU Howards Creek influent
pump station
• Option 2: Relocate the outfall to Norris Branch downstream of the reservoir and in the vicinity of
Highway 194 N
• Option 3: Discharge to the Town of Boone
Option 1: Proposed improvements associated with this option include utilizing the existing 12" Ductile Iron
Pipe (DIP) bypass and the existing 16" raw water main from Howards Creek pump station. This option
would tie the existing sludge thickener outfall pipe to the existing 12" DIP bypass. Based on conversations
with ASU, the condition of this existing 12" DIP bypass is unknown as it has not been used since raw
water has been pulled from the reservoir. As such, it is anticipated that approximately 2,000-1-F of this
existing 12" DIP will need to be investigated and potentially rehabilitated to allow it to be used for this
option.
ASU WTP SLUDGE BASIN OUTFALL RELOCATION 1 OF 4

The existing 12" DIP will gravity flow downstream to a proposed duplex pump station near the discharge
of the 16" DIP raw water main into the Norris Branch reservoir. From the new pump station, the existing
12" DIP will transition to a force main until it tees into the 16" raw water main from Howards Creek pump
station. The wet well within the proposed pump station is anticipated to be approximately 15-FT deep.
Using an assumed flow rate of 1,300 GPM in the 16" DIP raw water main (approximately 2 FPS) and
utilizing existing as -built drawings and information provided by ASU, a pump would need be selected to
handle approximately 1,300 GPM of flow at 36.70-FT of total dynamic head. Cut sheets of the proposed
pump can be found in the attachments. Preliminary pump calculations can be found on Figure 1.
Additional valves will be added on the existing lines to allow for ASU to conduct routine maintenance and
isolate the existing holding reservoir when the sludge thickener basin is drained.
Based on the outlined approach above, the existing 16" DIP raw water main will serve two purposes; to
convey flow from the sludge thickener basin to Howards Creek, and convey raw water from Howards
Creek to the reservoir during drought years when the reservoir cannot fill itself. Conveyance of raw water
from Howards Creek to the reservoir occurs infrequently. When it is necessary to convey raw water, the
16" DIP line will need to be fully flushed prior to conveyance of raw water from Howards Creek to the
reservoir to prevent the sludge decant from entering the reservoir. To allow for the full flush of this line, a
proposed finished water connection from the ASU Water Treatment Plant will need to be connected to the
existing 12" DIP bypass which flows to the proposed pump station. ASU will need to discharge
approximately 28,200 gallons of finished water to the pump station to complete a full flush of the 16" line
to Howard Creek. Preliminary probable construction cost for Option 1 is $1,172,000.
Option 2: Proposed improvements associated with this option include the installation of approximately
3,440 LF of 24" RCP to convey the discharge from the existing sludge thickener basin downstream to NC
Highway 194 N. Improvements associated with this option will include limited clearing for the pipe trench,
new 24" RCP, and associated manholes. The proposed 24" RCP segments will require routing through
privately owned properties. It is assumed that there will be a 30-LF wide permanent easement along the
routing of the new 24" RCP segments. Utilizing Watagua County GIS, a cost for easements was
determined by comparing surrounding property values and property sizes. Note, this cost for easement
acquisition is based on publicly available information. Easement acquisition costs may change once
negotiations with property owners takes place. Preliminary probable construction cost for Option 2 is
$1,661,000.
Option 3: Proposed improvements associated with this option include the installation of a new suction lift
pump station adjacent to the existing sludge thickening basin and discharging the backwash to an
existing Town of Boone manhole located on Market Hills Road. This option would change the use of the
existing sludge thickening tank to a holding tank, and utilize the proposed suction lift pump station to
convey the filter backwash water to the discharge manhole with a rate that minimizes the storage of the
backwash at the water treatment plant.
The new suction lift pump station would be located adjacent to the current sludge thickening tank, with the
discharge forcemain extending along Rainbow Trail, Wake Robin Lane, and an existing Appalachian
State University utility easement, before discharging to the existing Town of Boone manhole located on
Market Hills Road. The forcemain will be sized based on the allowable discharge rate of the backwash
water, but for the purposes of this analysis it is assumed that this option will utilize a 6" ductile iron
forcemain with a minimum flow rate of 180 gallons per minute (2 feet per second). The proposed
improvements assume that the Town of Boone will require a new manhole immediately upstream of their
receiving manhole for actual discharge of the forcemain, and then a small section of 8" gravity sewer.
The forcemain routing will include approximately 4,400-LF of 6" pipe. At this time, it is believed that the
new forcemain and gravity sewer will be routed in existing right -of way or Appalachian Utility easements,
therefore, easement acquisition is not anticipated to be required for this option.
itDewberry. ASU WTP SLUDGE BASIN OUTFALL RELOCATION 2 OF 4

Appalachian State University has held a preliminary discussion with the Town of Boone regarding this
option and has received positive feedback regarding this new sewer connection to the Town's system.
Preliminary probably construction cost for this option is $1,527,000.
4.0 Water Quality Considerations
In addition to the infrastructure and project costs, Dewberry also considered the characteristics of the two
receiving waters to accept the discharge for Options 1 and 2. The current discharge to Norris Branch
Reservoir is to a zero -flow receiving water with a classification of WS-II, Tr, HQQ, CA.
Howards Creek, discharge Option 1, is classified as Class C, Tr, HOW (Stream Index 10-1-9-(6)). The low
flow statistics provided by USGS for Howards Creek indicate a drainage area of 8.26 square miles and an
annual 7Q10 low flow average discharge of 2.6 cubic feet per second (cfs). The low flow statistics
evaluation from USGS is provided as an attachment. Howards Creek is a much larger receiving stream
than the current discharge and will have a larger assimilative capacity to receive a discharge and result in
improved compliance.
Norris Branch at the Option 2 discharge location is classified as Class C, Tr (Stream Index 10-1-9-7-(2)).
The drainage area to the Option 2 outfall location is 0.94 square miles, significantly smaller than the
drainage area to Howards Creek. The Stream Stats report for the Norris Branch discharge location is
provided as an attachment. As the drainage area for the Norris Branch outfall location is only 11 % of the
drainage area to Howards Creek, the 7Q10 flows are anticipated to also be significantly reduced and
Dewberry did not make a request of USGS to provide flows.
For Option 3, the discharge would not go directly to a surface water but would be discharged to the Town
of Boone's wastewater treatment plant (WWTP) for treatment and discharge by the Town. The Town's
WWTP has a permitted and constructed capacity of 4.82 million gallons per day (mgd). The maximum
allowable industrial load (MAIL) remaining is 2.33 mgd, according to the allocation table included with the
Town's 2021 Pretreatment Annual Report. The allocation table in the 2021 Pretreatment Annual Report
also indicates significant headworks capacity remaining for copper and zinc, 4.04 Ibs/day and 8.34
Ibs/day, respectively. The Town of Boone has more than sufficient capacity available to accept the
discharge from the ASU WTP and manage it effectively within their treatment system.
5.0 Conclusion
Advantages of Option 1 include the reuse of existing infrastructure, a lower capital cost, and is the larger
receiving water with more assimilative capacity. Option 2 would require significantly greater new
infrastructure and land disturbance, would be disruptive to the neighboring community for easement
acquisition and construction, has a higher capital cost, and would result in the discharge still being within
a smaller receiving water.
Option 3 has the advantage of eliminating direct discharge and redirecting the discharge to the Town of
Boone where it will undergo additional treatment at the Town's WWTP prior to discharge. While Option 3
is not the lowest capital cost option, the alternative has other benefits to consider such as permitting with
the Town instead of maintaining an NPDES permit and the available treatment capacity of the Town to
accept the discharge without requiring additional pretreatment. As such, it is recommended that ASU
pursue discharge to the Town of Boone (Option 3).
ItDewberry, ASU WTP SLUDGE BASIN OUTFALL RELOCATION 3 OF 4

Attachments
1. Figure 1: Outfall Option 1
2. Figure 2: Outfall Option 2
3. Figure 3: Sewer Tie -In Option 3
4. Option 1 Preliminary Opinion of Probable Construction Cost
5.Option 2 Preliminary Opinion of Probable Construction Cost
6.Option 3 Preliminary Opinion of Probable Construction Cost
7. Pump Selection Cut Sheets
8. USGS Low Flow Statistics for Howards Creek
9. StreamStats Report for Norris Branch
itDewberry, ASU WTP SLUDGE BASIN OUTFALL RELOCATION 4 OF 4

E
A
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1 2 3 4 5
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h\ \ , / / J / i \ \ / - --- � - \
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PRELIMINARY PUMP STATION _\ - //, /__ s _L / �/ /I , /// / - I I \ \1 I I / \ ► \ ( l \ ` ` ' 11 \\ �\ _ -_-// '/ ==_=
\�/////�' ==J - /� f //I'/ l / \ 11 I I 111\I \ \\ l 1\� / \ 1 / I \ - 1 \\/ \\\ \\ \\_ 11 \\ \ - `�\ , \\ ` -/ / '- /'� — ___-_//
CALCULATIONS _ - ► i `\1\ ` \ \ ) \\� \ `' \\ 1\ - I 1 \ \`_ ;' / ; ; i -_____
� / / // ." \\ \\ \ \ / / / 1 \\ \ \\ /
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FLOW CALCULATIONS o � �\\-N. - �J ) \ \ / - I \\ \\\\ \ \ \ , r l / I l \ \ , I I - \ 1 \ \\ / 1 ( I l \ \ � \ \\ \ \ \ \ / /� / / ii %' �_ _ _ � -� _ '
1 I // \ \ - \ \ /
I I 1 \ / 1 \ \ / \ \ \ \ \ \ \ \ \ \ //� \ / / // i __ _ -
SLUDGE THICKENER BASIN w \ _- -\ \\ \ - / I I\ I \ \\IIII \ \ \ \ i \ \ \ - / l/ _ \ i \ / / \ \ _ - \ \ \ \ \\ \\ \ - \ I i I ' / - - _ _ _— -
oN = \\ 1 \ \ ,� \ EXISTING _ I / \\ \ \ \ \ \ \ `l \ \ +�; I 1 \ l I / \ \ \ \\ \ _ - I /
Z 00 \ \ \ \ I HOWARDS CREEK \ �,� \ \ \ \ \ \ \ \\ , I I � � ` ` �. 1 \\ ` / / \� \ ` '- - \ \ \\ \ \\ \ \ \ \ \ \ 11 - _ / ) I I I � //�/ _ - � �
-- EXISTING CONDITIONS = 400 GPM (INFORMATION PROVIDED BY ASU) o �\ \ \ - - / / / \ \ \ \ \ I ( \ \ \\\ \ \ \ / I \ \ 1 \ \ \ / \ \ \ '� \ \ \ \ / �` - - 1 I 1 / / / � /.1
wQ .\ \\-\\\ __� \ \ \ IIII \ 1 \\ \ \- / \ \_ \\ \\ \\ / / \ \\ \ \ \ \\\ \\ - / �� / -
a! `\� \� ��\�I-- / \PUMP STATION < / /� \ \ \ \ \ \ \ \ \ \ \ , \ \\ \`\ \ \ r� �///)/ / /// // ""
_- \ I- - / I / \ \ \ \\ \ \ \ \ \ �I. \ / / \, - \ \\ - \ \ \__- IIII\ \ \\ \ \ \\ \ / ///// /// / --_-
SCOUR FLOW = 1,300 GPM (FLOW TO ACHIEVE 2 FPS IN 16" FORCE MAIN) � \ --- - - _ \ \ _ I_ _ - - I I ) ( \\ \\\\ \ _ \ \ / / / \ \ / I _ _ - \ \ \ \ \ \ \ \ \ / / - _ //, /�,/ �/ l / �- - _ - _;
Xc� ��\--= _= �� --- I---- --) \ l � / r / / / \ \ \ \ ` _ \ \� \ / \ \ ` \\_,/ \ \ 1 \ -\ \ \\ \ \ \ \\ \ \\\ \ \ / / ice/ //, / / / -_ -- -
DESIGNPUMPRATE=1,3000PM 0U \\� - - --- _ \\ / 11 1 / �, / \\ \\ \ \ I\\\ / 1 \\ I , 1 / / \ \ / \ i\_� \ \ \ I /// //
zz \\ - \ \\ \ / // / \ \IIII \\\ \ _ \\\ ) / / \ \\\ \ /� \ �`\--. \ \ \ IIII \\ �\ I I\ \I l / ///,/ /�/ - - /1 1// --
\ \\ \ \ \ \ �/ / / _
\ \_/ \ I I // / /// /
\�_: POTENTIAL VALVE ______ -_-_ \ , I I �, / / /,/_� I \ \ \- -_--/ \ \\ I - \ \ \ \ \ \\ t \ ( 1 / / //
TOTAL DYNAMIC HEAD CALCULATIONS = ASSEMBLIES AT - - / \ - _ _ \ ' \ - _ _ \ \ `- - \ \ \ '\ \\ \ \ \ \ \�' l I I // / //i / / / - _
/ LL \ \ - \ \ \ \ \ \\ \\ / I 111 /// ' / / / // / /
\ \ I \ / \ \ - - - ` \ \ \ ` \\IIII \ ` \ /I /) / '/ i , / / "/ �-_ -
POTENTIAL NEW \\\ \ \ \�\ \ �\ / `\ \ \ \ \ \ \ \ \\ \ \ " \ / // ► /�;// / /, / /
STATIC HEAD = 35.50 FT k` HOWARDS CREEK = = / _ \ \ \ � \\\ - \ \ ` \ ` --- \ \\ \\ �\ IIII\ \ \� \` l / � j// /// / / i / / // /�/// l/l l / x=-=
\ DISCHARGE TO I(/ IIII\\ \ \\�_ —_-IIII \ \ \ \ \ --/ `\ \ x _ ` IIII \ \\ \\\ \\\ -�� \ Ir //'//�I1 /� / ,/ J / /// /// / /// r (�
FRICTION HEAD LOSS AT DESIGN PUMP RATE = 1.19 FT (C FACTOR = 100) \ - - 33G I \ ' III \ \ \ - - \\ ,, \ \ - \ ` \ 1 \ \ `\ , \ \ _ \ \ \ \ \ \ \-'c \ \ \ \ / I I 111' l / / 1 // / / /// / / // I 1 l
PUMP STATION = __ , HOWARDS CREEK 1,\ \1 \ 11I I \\\\\ _ _; \\ \`\ y_ \ ` `\ `>� \ \ \ -' \ \ \\ \ \�\ \ 1\�\\\\ 1\I ► \� 1 II(I //// ) (/ / / /// //,// ) +\
TOTAL DYNAMIC HEAD=36.70FT -\ _\ - `---. I \,,, / w \ _ ;_ \ \�` \\ ---\ \ \\ \\ \ \ `� I 1 I I I IIJ LI `\� I 0//// //// // /l /l///�// // I
I :."I ` `-------- -3\� \\---------/ I o \�,\I \ \\ _ \\\ IIII`_ - \\ \� J \ 1 �___/ \`_ \� r 1 11 III 11 i/ �f I \`�/ /j/lj////// ////�� //1 //1/ // / / / /
I \\ J___-- _- - — _--------/ \\�\\ ` \ // \_`- \ - \ Z -, \ I / \ \ \ \_ I 1 1 I `'/ / r \_��, �/ /(((/ / / / // I I i
PUMP STATION DESIGN POINT I \ _� _ _ _ _ \� \ \ \ / � - \ - _ - \\ \\ \ \ \ I / \ \ ) / 1 / / / l l / \ \ i� //// 111 // /' , / I ( \ \ \ l / / / /
\ \ \( - \ , // / /, / I - //./ / 1 111 / / // I )) I// /
\ / _ \ =; -_ =----_ =3 50_ _ \ ` \ \ \-/ \ \ . � - \ , \ \ \ \ \ / //- �� / 1 /l I \ - /l /� 1 1 I / / / l ) I / /
OPERATING POINT1:1,300GPM 36.70 TDH - __-_____—_ _-,� \\ / / \ \-- -__-\ \\ \ \ \. 1 ( \-'" - \ \ ,//' �/ /// r I I I \ _ -'/ / 1)///// / /////////� ///
@ I\ �\ \l_ /- 3200,— IIII\\ \`-/ ' _ \\ \� \\\ \ \\ \ \ \\ \ II �j / �- // I I ( 1 - / /�- ll1 //// / / II /// //I/
0 .\ \\ �� \ \ / /- / I \ \ / / / / /// / // /
\ I - \` \ EXISTING HOWARDS \. -,, , N, 1 \\ \ \ /-'\ \\ \\ \ l r_/ l \ \ \ / I I I / /
PUMP SELECTION \ / \ \\ \ \ -' \ I � \ - /i \ \\ - / \ \ / \ I I I / / I I T - , - L r / / 1 /
/ _r S2 \\ �� / 30\\ \ - \ \ I 1 \\ \ 1 I ( / I I IIII \ -_-- ' / i /' I
\ / - \ / \ o / \ \o\ \\ \\ \ \\ / 1�1 II 11 / /-� I \ \ IIII\ / I I \1,11 III' I \ \ I ////�." /
PUMP: NP 3153 MT 3- 434 \ / - \ \ \ - \ \ \\� \\ \\ \ \ I / \ _ / \ \` _ _
\ \ / \ \ \ I I \ \ CREEK \\\\\ \ S� \ /' / / I T \ \ \ I /)/'l) II I'I / /) l / / // /l1I / �/ /
MOTOR: 20HP / l I \ \ I / �\ - \ _ \ %__ \ \\� \\\ \\ \ IIII \ _\ \/ , -_, \ 1 , I I I �/ I �/ ,, ) 111 I / / /�/ // // / //// // //
// / I I - - - /// // I I / / / ///_ / /
\ \ �/ , I \ \ \_/ \ __ --- \ \ \\\ \\ `�\ \\ ` \ \_ `L I ' //I I I 1 I / / /,_'� 1 /�,i�I/ jll �i /' /
\ \ \\ \ \ //// (( I I \ /- / // /_
\_/ / \ \ `\ \\\�\ \ \\ / 1 / I /
IMPELLER: 327 mm DIA. \ U \ \ / - _ \ \\ \ \�\ \ \ \ \\ I I ` \ I I \ \ \ \ T / // / / /' 1 //// / �// '
SUCTION: 6 DIA. \ — / \ ' \ ` ` / \\ \ \� \ - \ I I / 1 1 I ( ( // , / / // / / / / / / / /,/
/ / / / - _ I \ \ \ \ 1 \\ \ \ \ \\ ///ii / // / / I / I // // /
\ \\ / 1 I / / \ I \ \ / -\. IIII\\ `IIII \\`� \ \ \ / / / / / / / / // / /
I \\ \ \ I \ \ l \ \ \ �,/ ,
DISCHARGE: 6" DIA. \ \ \ \ �\ \ \ \ \ I \\ \ \ ` \ _ I /' / / // / / / I l/ / //
\ / \ \ \\\ \\ \ \ \\ I \ I / I \ \\ \�\ \ \ \ I _ _ / /�/ I / / // / /
` ( rl - 2� \ \ \ `\ `\\ `\ \\\ \ . 1 I I I \ \ \ \`\ \ \\` \ v\ _-T / I / _ --/,, / /// / //// //'I
DUTY POINT: 1,378 GPM @ 36.8 @ 60 Hz \ ` l \ 3 \ `/ \ ` \ \ ` ` \ \ 1 \ \ \ \ \ _►- / / / "' ' / //
\ \ I \ I \ \ \ \\ \ \\ . I I 1 \ \ \ \\ \ - �/ I 1` /
POWER REQUIREMENT: 60 Hz - 3 PHASE 460 V \ - - \ \ /- \ \ - \�\ \ \ \ \` / / \ \ \\ \ \ I \ \ (/' / //��/ i/ )// � / /
PUMP STATION LEVEL CONTROL ELEVATIONS I I 1 /► I / i % / ► - - - \ \ \ \ _ _ - - _ _ / I \ \ ` \ `\ -, �/ / / / \ \ \\ _ _ _ -' / -' \ \ \\ \1 / '' /
I \ - I \ \ IIII \\\\ \ / / I / / \ \ \\\ - � -//- r7T�� 1 /44 // I
TOP OF SLAB = 3450.00 (PER GIS TOPO) ' // /'/ // / / � _ - - - - `\ - - - \ \ N, _.- -/ �_ - - - _ -' \ \ \\\\ \\\ \ /\ / / / I / / \ \ ` \\ \ - _ � ///�- _ ��/ / I / /
/ / / \ �r\- ,- -- /_--- _ ` ` \�\\\\\ \\" \ / // I III / \ ` \ \\\ __-F__-=_r___ '�'' �'���� /1/) I/ j i- I /
INLET=3444.50 1 �(,�( \ _► �/ � \ \ - _ -- - _ _-\ _ - _ \ \ \\ \ `\\\\\`\\\ \ l /l/ I I I `\ \ `\ \ __,11� _.I•-�!�'�� _=�_ /�/�j/�" j I I)
I \ 1 1/ ' //' -- _ 2S\----7 T / - ---- -- \ \ \\3\S \\ J/ l// Il I 1 \ 1 -\\ - _---- _ '/�/ `'//'/' /� - /
HIGH WATER ALARM = 3443.50 I I \ / / \ 3 \` / - - _ // - / / ( /
/ / / - \ 0 _--- \ \ \ I . \ \ / / 1\ 1 33 --- - '/ __�,-,/, // /
LAG PUMP ON=3442.50 ////// \ / I / / / - \\ 325 - _ /- \ \ \ \ \\\\�/ I II 1 / \ I = � �- ----- ---- ��/i�� ____- /_ /// \ /
/ %' J I / / -- \ - '_ -- _ - \ '\\\ , \ IIII ` " / II ,11 ,/ --- ///�/-r=_---"// /// _
/ / J \� \/ / \-/ - \ \ \ I I \\ \ \\\\� //// \ I 1 \ - __ // / / --,/ // / /
LEAD PUMP ON = 3441.50 _ / / // I / \ \ \ \ -I \ / - - _ \ �' - \ \\\ \\ \ I I \ IIII " , I I I I ) I � / / - - /�/ / / ��-� //// I I I/1
ALL PUMPS OFF=3436.50 /.. _ _L - / i �\33pp\\_\ - ����_�-f-�`,. /---�� \\� \ \\ \> ��\\\//i II 11 I \J / / /' __�----- / / / // % /' F + 1 / / //,
APPROXIMATE LOCATION I -\ \ -_� /' - _-\ / =- \\ \\\ \ \�'/ 1/ / / / / /\ /- _ / — ;///'; /`_-_ /✓ \ �//
PUMP BENCH = 3435.50 • - I 1 - _ /' /' - \ - / _ - ' - - 1 \ \ \\Z` _ , / /
OF EXISTING 2,400-LF 16 JI I /--\�►`/ ,/ / /, /-__-- - , (� I \ ,_ \`\ I \\ I Il,ll�\ \ I I I I r -- // \-\ _- ;��;%;�*;__•_-- \ \
PROPOSED WET WELL SIZE: 96 (8) DIA. RAW WATER MAIN FROM - _ - / / / 3/ / - \\ _ 1 \ \ \ \ I \ I / \ / I \ \ \ \ \\ , / / // //; r — \rt \ _ / l / ///,
�� _� \ 1 1 1 / y, ,- -,\ ` // ��-- -� \\ I I � \ -- \\\ \ \` \\\ / IV ` \\`\ \� \\\_ ) \ \ \\ \ /` \- // �/ii' ! Ill///// l
�` HOWARDS CREEK PUMP _ / ''-TI - / .I, \�\� ,, \\\I �� ,�_ 11\ \` \ ` I , / \\\ ,S\ \ _J \ \ \ \ ` / Div/ / �_J , 11( Ilrr ,
FORCE MAIN DATA .>, - �__�/ / /31k0 \ \- / / \\II\k\\ _ 1 I \ \\�\ \i \ \\ \\ \\\� - ---I \ 2 \ _ / /,/ ( 1 III
\, / \ \/ / / ,/ , / \� �/ / �_ \ \ \\\__\- \ 11 \ \/ \ /\1' �\\ \ ---- ! \\_ �// - I' I IIII
DIAMETER: 16 INCHES \, STATION ,- - _ �' \\ \ / // " -I " / / /,I- , \� -� / / \\\ \\ \ \\ - _ \\ \\ \ I l\Ik\ \ \ \ \ \ _ _ _ _ \ \\ IIII I \ �/ / � �� I IIII I
` _ -- �3 \ f / / �JI/// -\\\ / \\\\ \ \ \ I I \ IIII \ _ __ \ I / `'' I I I I
TOTAL LENGTH-2,700LF I'^��--_ '� ----_- 3Sp�\\ l /,/i'--�\\\-_�// "I/-- \IIII \ \\ \I I\\\\\ \ - / _ \� =__ - / IIII --- ///' r .: IIII III'
/ _ -\-- \ \ \ \ \ \ \ i I I11
HIGH POINT ELEVATION = 3472.00' PER AS -BUILT DRAWINGS / - - - - - - = _ -� -' ' \ - \ / / / / -- --, —_ \ \`� \ \ \ - \\ \` \ \` I \ ` \ 32pb, - - - _ _ _ - - \ / \ \ _ _ /' ': ' ff , F I i I I I I I ( I
/ / /--�--� \\\_— 0 \ \/ _� // / I —` \ --_ _— \ \�\ \\ —\ `\ \\ \ \ \ \ \ I \ \ / 1 \ / I / \ 1 I11
VELOCITY AT PUMP RATE = 2.0 FEET/SECOND C FACTOR = 100 / - - - - _ _ \ \\ - -\�Op \ - / - \ ( // / �/ / / \` _ _ _ - _\ \ \ \` \ \ \ \\ \\ \\\ \`\ ` \ \ I \ \ \ \\\ _I/ \ \` / \ / `\ \ I III I
( ) - -- \ - J / / / / \------ \ \ - \ \ \ \ \ \ l \ \ / I I III
// / / - - �-\ - - -\\ �` / -f- / / / 3500 \ \ \ \ \ I I \ \ \ \ _ — \ � I \ I I\ I I I
_ / - \- \ \ \ -�- // // _\ -- - \\ - \ \ \ \ \ \ \ /� _ __ / II I II \
\ \ \\�_ .\\\�\\ � I i/ �I'I�l/ /-// i// / -\\\ \� -\ �/ _\ I / -- - , `- \\\ \ \ \\ I 1 \ \ \ \ \ _/_/ \11
/ / /_ - \\ 1 \ - _-_ _ / �� \ 1 II
` -� \\ \\`- -_ 1 \ \\ I III I I 1 / / , / / �/- -IIII\\ \�'s, - - ``- \ l 1 (1 /I -\\\\\� IIII\\\ \ \ \\�1\\\\\\ \`\\ o \ \\ \ \\� / `/ _ / � / `\ -/ I 11111111\\I
\\ I I I / / / I / / / �/ / _ �3 \\` EXISTING 16 LINE / I I I \ POTENTIAL VALVE \ \ \\ \ \,\ \ \\\ /
I - \ - // /'% III / / _ \ \0\ - \ \� \ \\\ \\ \ \ \ \ \ \ / 1
\ \ \ \-\_�i / // / /// I r / / /� \ So I I IIII\ \\\ \\`�\\ \, \ \ \\ \ \\ \
\__ \ - %// ��� I / /'� HIGH POINT ---/ I ► ASSEMBLIES AT ���\IIII \1\ \ \ \\�' � \\� \ \� /\ , ,.
\ / II I \ \ \ \ \ \ \
\ /-- \\ \ /�///I III // \ - _ 1 1 \ \ ` \ \moo\� \ � \ I I /
/ -IIII \\ //// /-�/ I I II�/ / / \ ` \- - - - -/ I \\\- \- \11 1\ �\ \ \\\\\ -\ \ \ \ I
\ \ _ \ \ \ _ / ////-- / 1 / / 3ss _ CONNECTION POINT \ \ \ �\ \ \ I ► � I \ \` \\ , \ \\ \ - \\ \ _ 1\ \
�� \\ //i /��_--1 I I 1 / - \- / I \ \ \ 1 \1 \ \\3 \\ \ \ \ - - \ \
--__ \\\ IIII\\\\_-_=� /, _ / / _/-_\\ \ \ \ \ / _ �\ \ \ `\\ \ \ \ \ \ \ \\ \ \3S \\ \ \ \ \ \\ \ \_ - \_ / \ _
\I /'//ice=���� \� -\ -- ' // l I r1 f / l \ \\ \\ ► _�\ 1 \\�\ \____-`-1) \ \'\\ \ \\\`\ \; \\\\\\\\\ \\ \ \\\ \\\� - --\
/ / // _\ \\ \ — / - J I _ - POTENTIAL NEW - - _ \ _ - _ _ _ _ �I\� \ \\� \\�3 p _ - \\\ �_ \ -\ \ �> \
/ter - \ \ \ ll I \ \\ \ \ - - - \\ \ \ \ \ \� / /
1 I \ - - \ \ \ \ �-- \ _ / - -
\ \ / \ 1 / / \ - \ \ - \ \ - \ \\ \ - \ c _ �-
_ ///�/ �\\\>< ��� �` _ (\\\ _// -J I ( \` ) 1 -''/ - - �- \\\ -, \ 4 - IIII \\\ - \ \ \ _ \ - _ _ // _-__- - \ \
/ \\ \ —�—/ / 1 1 / — \\ \ 0_ �\\ /_— \
_� -- \ \ _ \ \ \ \�- -\
/ // ` 1 A I \\ --__ �__ I \ I ,-7 - PUMP STATION - -' - ----- --��1 \\ \ , \\\\`.\\\_4_ \\ - _ --
'// /// / \ \\ \- --- r _ I ' / / ) \ / / -' .14- -:i = ilk _ �� __ ___l\\ \\ \ \I '\ 7•--- \ _--\ \ - -- _' = i_-� �- _ \ / \\ \ \
`/� / \\ \\\ \ - __ /--_� l / , �/ I —35 / / _ �� \ SS \ \ I \ __N _ \11 \ - _ \
// / \ \ \\__ ) / \ 50 / / / \`\ \ EXISTING RAW \/-- -\/ - - ?op \
/i// / / \\ \ \ -- - /'-\-/ // / �/� //r_ �- EXISTING SLUDGE BASIN ' \ \ \o \ \ - � IIII _ - \\\ / \\ \ \
�� _ / / '\ \\ ��— = \-- --- ' /// ( --' ' %/ ' �' _ _ - \\ _ _ \—J \` \\ \ `. WATER INTAKE —\"` \ -- _ �\ \\ _ _ - \ \ \ \
/ /�/ --/ 1 \ IIII \ __'\ \ / \ I `\\ I �— / / / - i// I -� \ _- — \\\ \ — \ \ \ \\ \ \\\ \ \ \_— — \ \ \ \ $ \ \ \ — I 1 _
II I r /-- - \ _ - \ \ _ --- / \ - \ I
( \ \ - _ \ °o _ I / \ \ ` \ EXISTING SLUDGE _ \ \ / / / ---- - \ \ I I /
I 1J \ \ _ / / / // / r \ \ _ \ --- \ \\ \ice/, Y \ 11 IIII
--- \\\` < -' \- \ \ / / i ' ' /�/' � -I- ' BASIN OUTFALL \ \\ --- \ \��/i ; \_ \ \ T1 I - 1
I 11 / \\ _ _\ / \\ \ \ \- \ \ 33 \ 1 1 1
1 I I// / \� L- \ \ / / � \ \ - - \ // \ \ I 1
1.1 I //I - - \\ ` _ _-_-_-_- - _ _ \ / POTENTIAL VALVE - - �\ - \ \ �\ \\\ - \\ / // - - \\ �\ \ / I
III // /i - IIII _-_ - \- -- - ___ I \ \' I \- \\ �\ \ ` \---- "� �� \ \ \ _/' -N,I 50\\\\\� �\ \ \\1 �. / \ \ I I \ \
\ — \ \ \ \ \ — \� — /\\ \ \ /
�\-1 IIII / % �/ \`IIII _ --- \ \�------_ \ \\ \ \-t\�- -- -- \\ ` ` ---_ \� -- /- \ \ - \ '� - \ \ \ 1 Jam' :/- \\ \ \ 1 I I
_ \ / \ / \ \
\_— \ \\ ASSEMBLIES - - \ \
\\ \ \\ ` \ // \ \ \
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Dewberr
Dewberry Engineers Inc.
9300 Harris Corners Pkwy - Suite 220
Charlotte, NC 28269
Phone: [phone]
Fax: [phone]
www.dewberry.com
NCBELS #F-0929
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REVISIONS
No.
I DATE
I BY
I Description
DRAWN BY
JGL
APPROVED BY
RSN
CHECKED BY
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DATE
JANUARY 25, 2022
TITLE
OUTFALL
OPTION 1
DEI PROJECT NO: 50140792
SHEET NO.
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Dewberr
Dewberry Engineers Inc.
9300 Harris Corners Pkwy - Suite 220
Charlotte, NC 28269
Phone: [phone]
Fax: [phone]
www.dewberry.com
NCBELS #F-0929
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SCALE:
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SCALE: 1" = 300'
REVISIONS
No.
I DATE
I BY
I Description
DRAWN BY
JGL
APPROVED BY
RSN
CHECKED BY
RSN
DATE
JANUARY 25, 2022
TITLE
OUTFALL
OPTION 2
DEI PROJECT NO: 50140792
SHEET NO.
FIGURE 2

1
PRELIMINARY PUMP STATION
CALCULATIONS
FLOW CALCULATIONS
SCOUR FLOW = 180 GPM (FLOW TO ACHIEVE 2 FPS IN 6" FORCE MAIN)
DESIGN PUMP RATE = 180 GPM
E TOTAL DYNAMIC HEAD CALCULATIONS
STATIC HEAD = 65 FT (FROM GIS TOPO)
FRICTION HEAD LOSS AT DESIGN PUMP RATE = 0.283 FT/100 LF OF FORCE MAIN
TOTAL DYNAMIC HEAD NEEDED AT HIGH POINT --70'
TOTAL DYNAMIC HEAD FOR ENTIRE FORCE MAIN -80'
PUMP STATION DESIGN POINTS
OPERATING POINT 180 GPM @ 70' TDH -
OPERATING POINT 180 GPM @ 80' TDH —
PUMP SELECTION
PUMP: GORMAN RUPP T6 DUPLEX STATION
POWER REQUIREMENT: 60 Hz - 3 PHASE 460 V
PUMP STATION LEVEL CONTROL ELEVATIONS
SUCTION LIFT PUMP STATION = 3460.00 (PER GIS TOPO)
INLET = 3475.00
LAG PUMP ON = 3447 00
LEAD PUMP ON = 3450.00 \ \
ALL PUMPS OFF = 3446.00 \
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WATER INTAKE
EXISTING SLUDGE
BASIN OUTFACE
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TREATMENT PLANT
FORCE MAIN DATA \ \ �L \ / _ - ► ` i — — \ \ ! /
DIAMETER: 6"
TOTAL LENGTH: 4400 LF \ \ \ i � ❑ �\ \ / / / / .. , \_ ( ' \ � \ \ /
D HIGH POINT ELEVATION = 3525.00'(PER GIS TOPO)
LENGTH TO HIGH POINT = 1300 LF APPROXIMATE LOCATION OF
VELOCITY AT PUMP RATE = 2.0 FEET/SECOND
SUCTION LIFT PUMP STATION ;.t
\ ---
3550,
' — —3soo, 4 EXISTING NORRIS
\ \ \ BRANCH
PROPOSED 4,400 LF
OF 6" FORCE MAINZ IX
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PROPOSED CONNECTION OF 8
GRAVITY SEWER TO EXISTING
TOWN OF BOONE MANHOLECn
PROPOSED APPALACHIAN
\� \ \_ \ \ Imo\ // / // / I / T _ / / /-3500 \STATE UNIVERSITY
` —,\ \\ \\ \\ / / / / J SANITARY MANHOLE
PROPOSED 8" // I
\\ \ APPROXIMATE LOCATION �Qsp /��-- — GRAVITY SEWER
A _ \ \ \ \\ / /� / OF TOWN OF BOONE
SANITARY MANHOLE
Dewberry
�. •�
.• •.so,
Dewberry Engineers Inc.
9300 Harris Corners Pkwy - Suite 220
Charlotte, NC 28269
Phone: [phone]
Fax: [phone]
www.dewberry.com
NCBELS #F-0929
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SCALE:
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SCALE: 1" = 300'
REVISIONS
No. DATE BY Description
DRAWN BY
JGL
APPROVED BY
RSN
CHECKED BY
RSN
DATE SEPTEMBER 22, 2022
TITLE
OUTFALL
OPTION 3
DEI PROJECT NO: 50140792
SHEET NO.
FIGURE 3

Preliminary Opinion of Probable Construction Cost
30lelberry
ASU Sludge Basin Outfall Feasibility - Option 1
Dewberry Engineers Inc.
PROJECT NO.:
50140792
TRADE:
SITE
9300 Harris Corners Parkway - Suite 220
PHASE:
Preliminary Cost Estimate
DATE:
01/25/21
Charlotte, NC 28269
LINE ITEM
MATERIALS
LABOR
EQUIPMENT
TOTAL
NO.
ITEM
NO.
UNITS
$/UNIT
NO.
UNITS
$/UNIT
NO.
NIT
$/UNIT
COST
Misc. Items
1
Mobilization
LS
$10,000.00
$10,000.00
Demolition/ESC
Temporary Silt Fence
2,100
LF
$4.15
$8,715.00
Stone Outlets
1
EA
$250.00
$250.00
Temporary Seeding and Mulching
0.01
AC
$4,000.00
$40.00
Inlet Protection
1
EA
$500.00
$500.00
Erosion and Sediment Control Maintenance
1
MO
$1,500.001
$1,500.00
Site Work
Permanent Seeding
0.01
AC
$4,500.00
$45.00
Utilities
Connect to Existing 12" DIP
1
LS
$50,000.00
$50,000.00
12" Pipe Rehabilitation or Replacement
2,000
LF
$200.00
$400,000.00
New Pump Station
1
LS
$250,000.00
$250,000.00
12" Gate Valve
2
EA
$2,500.00
$5,000.00
16" Gate Valve
4
EA
$3,500.00
$14,000.00
Pipe Excavation
85
LF
$25.00
$2,125.00
16" Headwall
1
EA
$10,000.00
$10,000.00
16" DIP
85
LF
$220.00
$18,700.00
Electrical Work
1
LS
$130,000.00
$130,000.00
SUB -TOTAL
$900,875.00
Construction Contingency
30.0%
$270,262.50
SUB -TOTAL
$270,262.50
TOTAL
1 171 137.50
1 172 000.00
NOTES:

Preliminary Opinion of Probable Construction Cost
]Dever ly
ASU Sludge Basin Outfall Feasibility - Option 2
Dewberry Engineers Inc.
PROJECT NO.:
50140792
TRADE:
SITE
9300 Harris Corners Parkway - Suite 220
PHASE:
Preliminary Cost Estimate
DATE:
01/25/21
Charlotte, NC 28269
LINE ITEM
MATERIALS
LABOR
EQUIPMENT
TOTAL
NO.
ITEM
NO.
UNITS
$/UNIT
NO.
UNITS
$/UNIT
NO.
UNITO
$/UNIT
COST
Misc. Items
LS
$30,000.00
Mobilization
1
$30,000.00
Demolition/ESC
Site Clearing & Grubbing
0.25
AC
$6,000.00
$1,500.00
Tree Removal
1
LS
$20,000.00
$20,000.00
Flagging of Clearing Limits
2,164
LF
$1.25
$2,705.00
Temporary Silt Fence
3,440
LF
$4.15
$14,276.00
Stone Outlets
15
EA
$250.00
$3,750.00
Temporary Seeding and Mulching
0.25
AC
$4,000.00
$1,000.00
Inlet Protection
5
EA
$500.00
$2,500.00
Erosion and Sediment Control Maintenance
3
MO
$1,500.00
$4,500.00
Site Work
Permanent Seeding
0.25
AC
$4,500.00
$1,125.00
Utilities
Connect to Proposed Manhole
1
EA
$1,000.00
$1,000.00
Pipe Excavation
3,440
LF
$25.00
$86,000.00
24" RCP
3,440
LF
$200.00
$688,000.00
Precast Storm Manhole
10
EA
$7,500.00
$75,000.00
30' Wide Easement
86,550
SF
$4.00
$346,200.00
SUB -TOTAL
$1,277,556.00
30.0%
Construction Contingency
$383,266.80
SUB -TOTAL
$383,266.80
TOTAL
1 660 822.80
1 661 000.00

Preliminary Opinion of Probable Construction Costcmbrr
ASU Sludge Basin Outfall Feasibility - Option 3
PROJECT NO.: 50140792
Dewberry Engineers Inc.
TRADE:
SITE
9300 Harris Corners Parkway - Suite 220
PHASE:
Preliminary Cost Estimate
DATE:
09/22/22
Charlotte, NC 28269
LINE ITEM
MATERIALS
LABOR
EQUIPMENT
TOTAL
NO.
ITEM
NO.
UNITS
$/UNIT
NO.
UNITS
$/UNIT
NO.
UNITS
$/UNIT
COST
Misc. Items
1
$10,000.00
$10,000.00
Mobilization
LS
Demolition/ESC
Temporary Silt Fence
4,400
LF
$4.15
$18,260.00
Stone Outlets
1
EA
$250.00
$250.00
Temporary Seeding and Mulching
Inlet Protection
Erosion and Sediment Control Maintenance
0.25
AC
$4,000.00
$1,000.00
3
EA
$500.00
$1,500.00
3
MO
$1,500.00
$4,500.00
Site Work
Permanent Seeding
$4,500.00
$1,125.00
0.25
AC
Utilities
New Pump Station
6" Gate Valve
1
LS
$200,000.00
$200,000.00
2
EA
$2,500.00
$5,000.00
Manhole
1
EA
$7,500.00
$7,500.00
8" Gravity Sewer
6" DIP
10
LF
$300.00
$3,000.00
4,400
LF
$180.001
$792,000.00
Electrical Work
1
LS
$130,000.001
$130,000.00
30.0%
SUB -TOTAL
$1,174,135.00
Construction Contingency
$352,240.50
SUB -TOTAL
$352,240.50
TOTAL
1 526 375.50
1 527 000.00
NOTES:

N P 3153 MT 3— 434
Patented self cleaning semi -open channel impeller, ideal for pumping in
wastewater applications. Mod ularbased design with high
adaptation grade.
Technical specification
Configuration
WL
u rylerK krdiL-
Curves according to: Water, pure ,39.2 °F,62.42 Ib/ft3,1.6891E-5 ft2/s
IN
88
84
ea
80
76
72
68
64
60
56
52
48
77.4
40
36
32
28
24
20
16
12
8
4 227m
4
0
0 400 800 1200 1600 2000 [US g.p.rn]
Curve: I50 9906
Motor number
Installation type
N3153.18521-18-4AA-W
P- Semipermanent, Wet
20hp
Impeller diameter
Discharge diameter
227 mm
6 inch
Pump information
Materials
Impeller diameter
Impeller
227 mm
Hard -Iron'
Discharge diameter
6 inch
Inlet diameter
150 mm
Maximum operating speed
1755 rpm
Number of blades
2
Max. fluid temperature
40 °C
Project
Block
Rogramversion Dab version
60.0 - 10aQ021 (WW 220)
Usergroup(s)
Xylem: U3 -INT
Created by PETERCARLSON
Created on 12/1/2021 Last update 12/1/2021

NP 3153 MT 3— 434
Technical specification
Motor - General
L
.1 YylarnkrrpL
Motor number
Phases
Rated speed
Rated power
N3153.185 21-18-4AA-W
3—
1755 rpm
20 hp
20hp
ATEX approved
Number of poles
Rated current
Stator variant
No
4
26 A
5
Frequency
Rated voltage
Insulation class
Type of Duty
60 Hz
460 V
H
S1
Version code
185
Motor - Technical
Power factor- 1/1 Load
Motor efficiency- 1/1 Load
Total moment of inertia
Starts per hour
max.
0.83
87.5 %
2.07 lb ft2
30
Power factor -3/4Load
Motor efficiency -3/4Load
Starting current, direct starting
0.77
89.0 %
148 A
Power factor -1/2Load
Motor efficiency -1/2Load
Starting current, star -delta
0.66
89.0 %
49.3 A
Project
Created by PETER CARLSON
Block
Created on 12/1/2021 Last update
12/1/2021
Rogr version Data vers— Us er g ro up(s)
60.0- 10M2021(&,Id 220) 112202116.17A11P11 Xylem'. USA-INT

NP 3153 MT 3- 434
Performance curve L
Duty point r1 YylemkrrpL
Flow Head
1380 US g. p.m. 36.8 ft
Curves according to: Water, pure39.2 °F,62.42 Ib/ft3,1.6891E-5 ft2/5
[ft
92-
84-
80-
76-
72-
68-
64-
60-7
56
52
48
44
40
36
.8 ft
32
28-
24-
20-
167
12
8
4
0
I%j
6 %
7
2 %
60
5
40
mm
3
20
1
0
[hp:
h
20
1
h
12
8
4
0
[ft
4
3
32
28
24
20
.8 ft
0 200 400 600 800 1000 1200 1400 1600 1800 2000 2200 [US g.p.m.1
Curve: I50 9906
Project Created by PETER CARLSON
Block Created on 12/1/2021 Last update 12/1/2021
Head
Eft:
.1 0
34`227ri�ii'
437 194mm
Pump Efficiency
73.
Overall Efficiency
65.
Power input Pl
Shaft power P2
19.7
34227mm P 17.5
NPSHR-values
433 234mm
P�HR=�2.809ft
-- - 1378 US
..m. 22
R'ogramversion Dab version User groups)
60.0-1082021 (euiIE 220) 115202116:17A11 P11 Xylem:U54-INT

N P 3153 MT 3- 434
Duty Analysis L
u Yy mrrm tCd1.
Curves according to: Water, pure [100%] ; 39.2°F; 62.42lb/ft6; 1.6891E-5ft2/s
[ft]
Head
88
84
80
76
72
68
64
60
56
52
48
44
40
°
36.8
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36
°
32
28
77.4
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24
20
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12
43
227mm
8
55 Hz
40 Hz
45 Hz
50 Hz
4
1378 US
g.p.m.
0
0 200 400 600 800 1000 1200 1400 1600 1800 2000 2200 [US g.p.m.]
/
Operating characteristics
Pumps / Flow Head Shaft power Flow Head Shaft power Hydr.eff. Spec. Energy NPSHre
Systems
US g.p.m. ft hp US g.p.m. ft hp kWh/US MG ft
1 1380 36.8 17.5 1380 36.8 17.5 73.6 % 178 22.8
Project Created by PETER CARLSON
Block Created on 12/1/2021 Last update 12/1/2021
Programver.ion oar ,r,ioo User group(.)
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N P 3153 MT 3- 434
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J +ywlR trRrL
Curves according to: Water, pure,39.2 °F,62.42 Ib/ft;,1.6891E-5 ft2/s
[ftl
a
88
84
80
76
72
68
—
64
60
56
52
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50
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0 200 400 600 800 1000 1200 1400 1600 1800 2000 2200 [US g.p.m.1
Curve: ISO 9906
Project Created by PETER CARLSON
Block Created on 12/1/2021 Lastupdate 12/1/2021
Progrzmve,.bn Dab version User group(.)
60.0- 10R2021(Wid220) 115202116:17 Al P11 Xylem:U3-INT

NP 3153 MT 3- 434
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rL
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Curves according to: Water, pure [100%] ; 39.2°F; 62.42lb/ft3; 1.6891E-5ft2/s
[ft]
88
84
80
76
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68
64
60
56
52
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36
ft
3277
28
24
20
16
12
9
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0 200 400 600 800
1000 1200
1400 1600 1800 2000 2200 [US g.p.m.]
Operating Characteristics
Pumps / Frequency Flow Head
Shaft power
Flow
Head Shaft power
Hydr.eff. Specific energy NPSHre
Systems
USa.o.m ft
hp
USg.p.m.
ft hp
WVIVUSMG ft
1 60 Hz 1380 36.8
17.5
1380
36.8 17.5
73.6 % 178 22.8
1 55 Hz 1100 36.4
13.2
1100
36.4 13.2
76.9 % 167 19.2
1 50 Hz 784 35.9
9.39
784
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1 45 Hz 398 35.6
6.16
398
35.6 6.16
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Project
Created by PETER CARLSON
Block
Created on 12/1/2021 Last update
12/1/2021
Head
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40 Hz
45 Hz
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60.0-1082021 (euiIE 220) 115202116:17 A11P11 Xylem:U54-INT

NP 3153 MT 3- 434
VFD Analysis
rf�L
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Curves according to: Water, pure [100%) ; 39.2°F; 62.42lb/ft3; 1.6891E-5ft2/s
[ft]
Head
88
84
80
76
72
68
64
60
56
52
48
44
40
36 ft
32
28
24
20
16
227mm
12
8
4
- - 9 --
0 200 400 600 800 1000 1200 1400 1600 1800 2000 2200 [US g.p.m.]
Operating Characteristics
Pumps/ Frequency Flow Head Shaft power Flow Head Shaft power Hydr.eff. Specific energy NPSHre
Systems
US a.o.m It hp US g.p.m. ft hp kWh/US MG it
1 40 Hz 71.7 35.S 3.96 71.7 35.5 3.96 16.3 % 827 14.6
Project Created by PETER CARLSON
Block Created on 12/1/2021 Last update 12/1/2021
I
77.4°°
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1378 US g.p.m.
R'ogram version Dab version User groups)
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R'ogram version Dab version User groups)
60.0-1082021 (euiIE 220) 115202116:17 A11P11 Xylem:U54-INT

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From: Weaver, John C
To: Dudley, Leiah-Ann
Cc: Hill, David A; adugna.kebede(alncdeor.gov; Montebello, Michael J; Dowden, Doug; Albertin, Klaus P; Weaver,
John C
Subject: USGS response to DWR USGS Low Flows request # 2022-152 (dated 2021/10/01) for Norris Branch Watauga
County... RE: [EXTERNAL] Low -flow request approval
Date: Friday, October 8, 2021 9:26:22 AM
[CAUTION] External Email. DO NOT click links or open attachments unless expected. Please use the "Phish
Alert" button to report all suspicious emails.
Ms. Dudley,
In response to your inquiry about the low -flow characteristics for a location on Howard Creek
adjacent Howards Creek Road near Boone in central Watauga County, the following information is
provided:
A check of the low -flow files here at the USGS South Atlantic Water Science Center (SAWSC, Raleigh
office) does not indicate a previous low -flow determination for the point of interest, identified by
the lat/long coordinates (36.246227,-81.675717) associated with the email dated 10/01/2021 from
the DWR USGS Low Flow portal following your request submission.
No USGS discharge records are known to exist for the point of interest. However, per USGS Water -
Supply Paper 2403 (Giese and Mason, 1993), there is a USGS partial -record site on Howard Creek at
Sands (station id 03160310, NWIS drainage area = 10.3 sqmi) located downstream from the point of
interest. The USGS discharge records for this site indicate 13 miscellaneous measurements obtained
during the 1954, 1956-60, and 1962 water years.
In the absence of site -specific discharge records sufficient for a low -flow analysis, estimates of low -
flow characteristics at ungaged locations are determined by assessing a range in the low -flow yields
(expressed as flow per square mile drainage area, or cfsm) at nearby index sites where estimates
have previously been determined.
A basin delineation completed using the online USGS StreamStats application for North Carolina
(https://streamstats.usgs.gov/ss/) indicates the drainage area for the point of interest (StreamStats
adjusted coordinates 36.24615,-81.67572 NAD83) is 8.26 sgmi.
For streams in Watauga County, low -flow characteristics published by the USGS are provided in
two reports:
(1) The first is a statewide report completed in the early 1990's. It is USGS Water -Supply Paper 2403,
"Low -flow characteristics of streams in North Carolina" (Giese and Mason, 1993). An online version
of the report is available at http://pubs.usgs.gov/wsp/2403/report.pdf. The report provides the low -
flow characteristics (based on data through 1988) via regional relations and at -site values for sites
with drainage basins between 1 and 400 sgmi and not considered or known to be affected by

regulation and/or diversions.
(2) The second is a statewide report published in March 2015. It is USGS Scientific Investigations
Report 2015-5001, "Low -flow characteristics and flow -duration statistics for selected USGS
continuous -record streamgaging stations in North Carolina through 2012" (Weaver, 2015). The
report is available online at http://pubs.usgs.gov/sir/2015/5001/. The report provides updated low -
flow characteristics and flow -duration statistics for 266 active (as of 2012 water year) and
discontinued streamgages across the state where a minimum of 10 climatic years discharge records
were available for flow analyses.
Low -flow characteristics estimated for point of interest:
Inspection of the two reports indicates the presence of four (4) nearby selected USGS partial -record
site (4) and continuous -record streamgages (0) in the general vicinity of the point of interest where
low -flow characteristics were published. This group of index sites includes the USGS partial -record
site on Howard Creek at Sands (station id 03160310, NWIS drainage area = 10.3 sqmi) located
downstream from the point of interest. Among these 4 sites, the low -flow discharge yields for the
indicated flow statistics are as follows:
Annual 7Q10 low -flow yields =_> from 0.23 to 0.42 cfsm (average about 0.32 cfsm, median about
0.33 cfsm)
Annual 30Q2 low -flow yields =_> from 0.49 to 0.91 cfsm (average about 0.72 cfsm, median about
0.74 cfsm)
Winter 7Q10 low -flow yields =_> from 0.31 to 0.57 cfsm (average about 0.46 cfsm, median about
0.48 cfsm)
Annual 7Q2 low -flow yields ==> from 0.39 to 0.7 cfsm (average about 0.57 cfsm, median about 0.61
cfsm)
Average annual discharge yields ==> from 1.9 to 3.2 cfsm (average about 2.3 cfsm, median about 2
cfsm)
Application of the above range in yields to the drainage area (8.26 sgmi) for the point of interest
results in the following estimated low -flow discharges:
Annual 7Q10 low -flow discharges =_> from 1.9 to 3.5 cfs (average about 2.6 cfs, median about 2.7
cfs)
Annual 30Q2 low -flow discharges =_> from 4 to 7.5 cfs (average about 5.9 cfs, median about 6.1 cfs)
Winter 7Q10 low -flow discharges =_> from 2.6 to 4.7 cfs (average about 3.8 cfs, median about 4 cfs)
Annual 7Q2 low -flow discharges ==> from 3.2 to 5.8 cfs (average about 4.7 cfs, median about 5 cfs)
Average annual discharge discharges ==> from 15.7 to 26.4 cfs (average about 19 cfs, median about
16.5 cfs)
Please note:

(1) The estimated flows are provided in units of cubic feet per second (cfs).
(2) The low -flow yields provided above are rounded to 2 significant figures. Estimated low -flow
discharges less than 1 cfs are rounded to 2 significant figures. If between 1 and 100 cfs, then
rounded to 1 decimal place; if greater than 100, then rounded to the nearest whole number (zero
decimal places).
(3) The information provided in this message is based on a preliminary assessment and considered
provisional, subject to revision pending collection of future data and further analyses.
These provisional streamflow statistics are provided via the DWR USGS Low Flows cooperative
agreement between the USGS and the N.C. Department of Environmental Quality, Division of Water
Resources.
Hope this information is helpful.
Thank you.
Curtis Weaver
J. Curtis Weaver, Hydrologist, PE Email: [e-mail]
USGS South Atlantic Water Science Center Online: https://www.usgs.gov/centers/sa-water
North Carolina - South Carolina - Georgia
3916 Sunset Ridge Road
Raleigh, NC 27607
Phone: [phone] // Fax: [phone]
From: Albertin, Klaus P <[e-mail]>
Sent: Friday, October 1, 2021 11:13 AM
To: [e-mail]
Cc: Albertin, Klaus P <[e-mail]>; Hill, David A <[e-mail]>;
[e-mail]; Weaver, John C <[e-mail]>; Montebello, Michael J
<[e-mail]>; Dowden, Doug <[e-mail]>
Subject: [EXTERNAL] Low -flow request approval
This email has been received from outside of DOI - Use caution before clicking on links, opening attachments,
or responding.
Your request has been approved and will be forwarded to USGS. A response from USGS
usually takes 7 - 10 business days.

Request Flow Statistic Approval
Request ID: 152
Requestor: Leigh -Ann Dudley
Requestor e-mail: ldudleyAdewberry.com
Requestor Phone: [phone]
Local Government:
Public Water Supply:
Consultant: Dewberry
Contact: Leigh -Ann Dudley
Reason: Permit
River/Stream: Howards Creek
Drainage Area (sq. mi.): 8.27
Latitude: 36.246227
Longitude:-81.675717
Other Information:
Statististics: [7Q10","7Q10 - Winter","30Q2","Average Annual"]
Approved by: Albertin, Klaus P

9/27/21, 2:39 PM StreamStats
StreamStats Report
Region ID: NC
Workspace ID: NC20210927183610129000
Clicked Point (Latitude, Longitude): 36.23809,-81.65618
Time: 2021-09-27 14:36:31 -0400
r 7
L J
Basin Characteristics
Parameter
Code
Parameter Description
Value
Unit
DRNAREA
Area that drains to a point on a stream
0.94
square
miles
PCTREG1
Percentage of drainage area located in Region 1
- Piedmont /
0
percent
Ridge and Valley
PCTREG2
Percentage of drainage area located in Region 2
- Blue Ridge
100
percent
PCTREG3
Percentage of drainage area located in Region 3
- Sandhills
0
percent
PCTREG4
Percentage of drainage area located in Region 4
- Coastal
0
percent
Plains
https://streamstats.usgs.gov/ss/ 1 /3

9/27/21, 2:39 PM
Parameter
Code
PCTREG5
StreamStats
Parameter Description
Percentage of drainage area located in Region 5 - Lower
Tifton Uplands
Peak -Flow Statistics Parameters [Peak Southeast US over 1 sgmi 2009 51581
Value Unit
0 percent
Parameter Code
Parameter Name
Value
Units
Min Limit
Max Limit
DRNAREA
Drainage Area
0.94
square miles
1
9000
PCTREG1
Percent Area in Region 1
0
percent
0
100
PCTREG2
Percent Area in Region 2
100
percent
0
100
PCTREG3
Percent Area in Region 3
0
percent
0
100
PCTREG4
Percent Area in Region 4
0
percent
0
100
PCTREG5
Percent Area in Region 5
0
percent
0
100
Peak -Flow Statistics Disclaimers [Peak Southeast US over 1 sgmi 2009 51581
One or more of the parameters is outside the suggested range. Estimates were extrapolated with
unknown errors
Peak -Flow Statistics Flow Report [Peak Southeast US over 1 sgmi 2009 5158]
Statistic
Value
Unit
50-percent AEP flood
104
ft"3/s
20-percent AEP flood
199
ft^3/s
10-percent AEP flood
276
ft^3/s
4-percent AEP flood
381
ft^3/s
2-percent AEP flood
458
ft^3/s
1-percent AEP flood
551
ft^3/s
0.5-percent AEP flood
632
ft"3/s
0.2-percent AEP flood
760
ft"3/s
Peak -Flow Statistics Citations
Weaver, J.C., Feaster, T.D., and Gotvald, A.J.,2009, Magnitude and frequency of rural floods
in the Southeastern United States, through 2006—Volume 2, North Carolina: U.S. Geological
https://streamstats.usgs.gov/ss/ 2/3

9/27/21, 2:39 PM
StreamStats
Survey Scientific Investigations Report 2009-5158, 111 p.
(http://pubs.usgs.gov/sir/2009/5158/)
USGS Data Disclaimer: Unless otherwise stated, all data, metadata and related materials are considered to satisfy the quality
standards relative to the purpose for which the data were collected. Although these data and associated metadata have
been reviewed for accuracy and completeness and approved for release by the U.S. Geological Survey (USGS), no warranty
expressed or implied is made regarding the display or utility of the data for other purposes, nor on all computer systems,
nor shall the act of distribution constitute any such warranty.
USGS Software Disclaimer: This software has been approved for release by the U.S. Geological Survey (USGS). Although the
software has been subjected to rigorous review, the USGS reserves the right to update the software as needed pursuant to
further analysis and review. No warranty, expressed or implied, is made by the USGS or the U.S. Government as to the
functionality of the software and related material nor shall the fact of release constitute any such warranty. Furthermore,
the software is released on condition that neither the USGS nor the U.S. Government shall be held liable for any damages
resulting from its authorized or unauthorized use.
USGS Product Names Disclaimer: Any use of trade, firm, or product names is for descriptive purposes only and does not
imply endorsement by the U.S. Government.
Application Version: 4.6.2
StreamStats Services Version: 1.2.22
NSS Services Version: 2.1.2
https://streamstats.usgs.gov/ss/ 3/3

II. Modification Received February 16, 2022

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Dewberry
DATE: January 25, 2022
TO: Mr. Daniel Gryder (Appalachian State University)
FROM: Robert S. Notte, PE, LEED AP
Anthony D. Miller, PE
SUBJECT: Appalachian State University Water Treatment Plant — Sludge Basin Outfall Relocation
Message
1.0 Introduction
Appalachian State University (ASU) is submitting a major permit modification request and supporting
information to move the current sludge thickener discharge outfall location. The ASU Water Treatment
Plant (WTP) currently discharges backwash and CIP waste to Norris Branch Reservoir under the
auspices of NPDES Permit NC0044423. The existing permit expired March 31, 2021 and ASU has
applied for but has not yet received a renewed permit. The current permit has been administratively
extended, and as such, ASU is submitting a permit application addendum to request a change in the
discharge outfall location.
The current NPDES discharge outfall is located near the WTP's intake structure in Norris Branch
Reservoir. ASU desires to move the discharge outfall location. The purpose of this memorandum is to
evaluate the infrastructure requirements and water quality considerations, and to provide opinion of
probable costs for each alternative.
2.0 Existing Conditions
Figure 1 attached shows the WTP and the existing sludge thickener basin. The existing sludge thickener
located at the WTP currently sends its discharge to the north of the site to Norris Branch Reservoir. The
existing reservoir is currently used as a monitoring station and holding area. The location of the sludge
thickener discharge raises concerns due to impact from the discharge on the water intake.
3.0 Proposed Improvements
Proposed improvements for this project include two options to address the relocation of the existing
sludge thickener basin outfall. See attached Figure 1 and Figure 2 for a diagram of the proposed options.
The proposed options include:
• Option 1: Relocate the outfall to Howards Creek in the vicinity of the ASU Howards Creek influent
pump station
• Option 2: Relocate the outfall to Norris Branch downstream of the reservoir and in the vicinity of
Highway 194 N
Option 1: Proposed improvements associated with this option include utilizing the existing 12" Ductile Iron
Pipe (DIP) bypass and the existing 16" raw water main from Howards Creek pump station. This option
would tie the existing sludge thickener outfall pipe to the existing 12" DIP bypass. Based on conversations
with ASU, the condition of this existing 12" DIP bypass is unknown as it has not been used since raw
water has been pulled from the reservoir. As such, it is anticipated that approximately 2,000-1-F of this
existing 12" DIP will need to be investigated and potentially rehabilitated to allow it to be used for this
option.
The existing 12" DIP will gravity flow downstream to a proposed duplex pump station near the discharge
of the 16" DIP raw water main into the Norris Branch reservoir. From the new pump station, the existing
ASU WTP SLUDGE BASIN OUTFALL RELOCATION 1 OF 3

12" DIP will transition to a force main until it tees into the 16" raw water main from Howards Creek pump
station. The wet well within the proposed pump station is anticipated to be approximately 15-FT deep.
Using an assumed flow rate of 1,300 GPM in the 16" DIP raw water main (approximately 2 FPS) and
utilizing existing as -built drawings and information provided by ASU, a pump would need be selected to
handle approximately 1,300 GPM of flow at 36.70-FT of total dynamic head. Cut sheets of the proposed
pump can be found in the attachments. Preliminary pump calculations can be found on Figure 1.
Additional valves will be added on the existing lines to allow for ASU to conduct routine maintenance and
isolate the existing holding reservoir when the sludge thickener basin is drained.
Based on the outlined approach above, the existing 16" DIP raw water main will serve two purposes; to
convey flow from the sludge thickener basin to Howards Creek, and convey raw water from Howards
Creek to the reservoir during drought years when the reservoir cannot fill itself. Conveyance of raw water
from Howards Creek to the reservoir occurs infrequently. When it is necessary to convey raw water, the
16" DIP line will need to be fully flushed prior to conveyance of raw water from Howards Creek to the
reservoir to prevent the sludge decant from entering the reservoir. To allow for the full flush of this line, a
proposed finished water connection from the ASU Water Treatment Plant will need to be connected to the
existing 12" DIP bypass which flows to the proposed pump station. ASU will need to discharge
approximately 28,200 gallons of finished water to the pump station to complete a full flush of the 16" line
to Howard Creek. Preliminary probable construction cost for Option 1 is $1,172,000.
Option 2: Proposed improvements associated with this option include the installation of approximately
3,440 LF of 24" RCP to convey the discharge from the existing sludge thickener basin downstream to NC
Highway 194 N. Improvements associated with this option will include limited clearing for the pipe trench,
new 24" RCP, and associated manholes. The proposed 24" RCP segments will require routing through
privately owned properties. It is assumed that there will be a 30-LF wide permanent easement along the
routing of the new 24" RCP segments. Utilizing Watagua County GIS, a cost for easements was
determined by comparing surrounding property values and property sizes. Note, this cost for easement
acquisition is based on publicly available information. Easement acquisition costs may change once
negotiations with property owners takes place. Preliminary probable construction cost for Option 2 is
$1,661,000.
4.0 Water Quality Considerations
In addition to the infrastructure and project costs, Dewberry also considered the characteristics of the two
receiving waters to accept the discharge. The current discharge to Norris Branch Reservoir is to a zero -
flow receiving water with a classification of WS-II, Tr, HQQ, CA.
Howards Creek, discharge Option 1, is classified as Class C, Tr, HQW (Stream Index 10-1-9-(6)). The low
flow statistics provided by USGS for Howards Creek indicate a drainage area of 8.26 square miles and an
annual 7Q10 low flow average discharge of 2.6 cubic feet per second (cfs). The low flow statistics
evaluation from USGS is provided as an attachment. Howards Creek is a much larger receiving stream
than the current discharge and will have a larger assimilative capacity to receive a discharge and result in
improved compliance.
Norris Branch at the Option 2 discharge location is classified as Class C, Tr (Stream Index 10-1-9-7-(2)).
The drainage area to the Option 2 outfall location is 0.94 square miles, significantly smaller than the
drainage area to Howards Creek. The Stream Stats report for the Norris Branch discharge location is
provided as an attachment. As the drainage area for the Norris Branch outfall location is only 11 % of the
drainage area to Howards Creek, the 7Q10 flows are anticipated to also be significantly reduced and
Dewberry did not make a request of USGS to provide flows.
Dewberry' ASU WTP SLUDGE BASIN OUTFALL RELOCATION 2 OF 3

5.0 Conclusion
Advantages of Option 1 include the reuse of existing infrastructure, a lower capital cost, and is the larger
receiving water with more assimilative capacity. Option 2 would require significantly greater new
infrastructure and land disturbance, would be disruptive to the neighboring community for easement
acquisition and construction, has a higher capital cost, and would result in the discharge still being within
a smaller receiving water. As such, it is recommended that between the two alternative discharge
locations ASU pursue a discharge to Howards Creeks (Option 1).
Attachments
1. Figure 1: Outfall Option 1
2. Figure 2: Outfall Option 2
3. Option 1 Preliminary Opinion of Probable Construction Cost
4.Option 2 Preliminary Opinion of Probable Construction Cost
5. Pump Selection Cut Sheets
6. USGS Low Flow Statistics for Howards Creek
7. StreamStats Report for Norris Branch
FSDewberry ASU WTP SLUDGE BASIN OUTFALL RELOCATION 3 OF 3

1 2 3 4 5
PRELIMINARY PUMP STATION _ __-_ _ ' ' ' \\\1 ' ' \-,' ,,' _,/ ` _ \\ `\ _ _____ -__
\ _ I— _ - / / \ 1 i -
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/ / ` \ I / /\\ \ / \ \ \ \\\ \ / �_ //
:t \_////// , / _ _ --_% _f/ //// /�1 I I /� \111 `I l \ \ \\\ \\ \ I \ I / 1 1 \ �/ / 1 \\\\\ \ \\\_// \II \\\ \_ ��\� ��\\\ \�_ ---�/j /� // ______='�%
CALCULATIONS - - ' /-- 1 \ ) .., .$I 1 \ \ 1 , \\\\ ��___� '/;; - -_-- �_-;_--
�-��"� // '// / 1 \\\I\\ \\ \ \ I \ \ \ ) I I \ / \ ( \ \ \ / 1 \� 1 \ \ � \ / / /
�__\ \`� __/ (/ / --- _ \ \ \\ 1 I �\ + I 1 1 \ \ \/ / 1 / I \ �/ \1 1 \ \ \ \ \ \ ..\ \ \_- / �/ //// _ - — �!_;
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FLOW CALCULATIONS o�--�\\\\ /- `J J \ /- \ \\ \ \ I ( / \ , I I __/ . \ \\ / I I II, -' \ \\\ \ ----- ////// /__- ��
\ I \ \ \\ \ / \ \ \ \ \ / /, /" -__
1 I \ // \ \ \ \ / //
�� --_ \\��- , 11 I � I \ ,, \\\\ \\ \ \ I I \ \ / \ III \\ \ / / \ \ \ \ \ \ \\ Y \\ - I - // / / _--_ / '
oN __ �\\_ 1 \ \ , I \ EXISTING i / \\\ \ \ \ \ \ `( \ \ �; I \ l / \\\\ \ _ \ \ \ \\\�\_ - 1 /
SLUDGE THICKENER BASIN � M - - - `\\ \\ \- - 1 \ \ - -- \\ \\ \\ I \ \ 1 ,� \ - I I - I I 1 \ \ / \ \ \ � - \ \ \ \ % - \ \ \\ '/ '/ i I I I I / / i / -L — _ _- /
Z00 \\ \ \ -- ) I HOWARDS CREEK / - \��-\ \ \ 1 \ \ \ \\1 , I I �� \ ` I \\\ / / \� \` '--�\ \\\\\ \\\ \\� /u / �-/ JI( I( //�/ _ - ��
-- EXISTING CONDITIONS = 400 GPM (INFORMATION PROVIDED BY ASU) o Z\ \ \ - - - / / / \ \ \ \ \ I I \ \ \\\ \ \ \ / I \ \ I \ \ \ / \ \ \ // \ \ \ \ / �` '- - - I I I / / / ��
o? `\� \� - _� \�I-- / \ PUMP STATION < / /' \ \ \ \ \ \ \ \ \ \ , \ \\ \` \ \ � \ r/ �J/r�r l , // ///�/
\ \ \\ \ \ �` / - /i / /// / /�/ -
SCOUR FLOW = 1,300 GPM (FLOW TO ACHIEVE 2 FPS IN 16" FORCE MAIN) \ - - - _ - _ I_ _ - - 1 I 1 / \\ \\\\ \ _ \ \ / / - / \ \ / / _ _ - \ \ \ \ \ \ \ \ \ / / - - - � / /�// // l / - - - - _ =
�c� ��\- _= z�� - �---- __1 \ 1 / ( / / / \ \ \ \ �` \ - \ \� \ / \ \ \ `\_/ \ \ I -\ \ \\ \ \ \ \\ \ \\\ \ 1 / / j// / /// / l I j / --,z - ;
E DESIGN PUMP RATE = 1,300 GPM - - - - - - _ _ \ \ / I 1 \ \\ \ \ I \ \ \ 1 \ \ ► 1 / / _ - \ _ — \ \ \ I /// / /
POTENTIAL VALVE \ \ \ \ I /
-� I I / ll.// \ 1 \\ \` \ I �� \ \\ \ \\\ t t \ I 1 / / // /
TOTAL DYNAMIC HEAD CALCULATIONS `_ _ - _ / / / Z\� \ \ \\ \,_ - _ \\ , - _ - - \ '- - - \ -\ \\ \ \ \ `� / / I I J I I I/// /// % �%'i /' �,/ /, _
ASSEMBLIES AT _ POTENTIAL NEW \\ __ \ �\ \ ,� / \\ \ \\ _/ \\` - \ \ _ \� \ \\ � \��\�\`\\\\\ \ \\, /,/ 1)//////'/ / / / // // / /�-_-
STATIC HEAD = 35.50 FT - — - l _ \ \ \ \\ � \ I \ / \ \ \ _ - \ \ \\ \ \\ \\ \ \ \ \ . /// , / /// l I l / x � _
` HOWARDS CREEK - _ _ \DISCHARGE TO / \ \11\\\ ` \ \ ` \` - / \ \ \ \ \\ \ \\ \ / / //r /// / / / /'/' /
_ 1 / \ \ \ x_ \ \\ \ \ \ �- r- \ \ '� - \\\ \ \\ \\\\\\ -:� \ Ir //'// /// / //)//// ///////I(�/�
FRICTION HEAD LOSS AT DESIGN PUMP RATE = 1.19 FT (C FACTOR = 100) — _ - 33G I \ ' I I I \ \ \ - \\ \ \ � \ \ \ - \ \ \ \ / \ \ _ \ - \ \ \ \ \ \-,� k \ \ - J I 1 (I /' / / / / // / / �//i / / // J 1 1
TOTAL DYNAMIC HEAD = 36.70 FT - PUMP STATION _ HOWARDS CREEK 11\ \ 1� 1 I I \\ \ \ -- _ - \ \` y \ \ \ \ \ \ \ -- \ \ \ 1 / / / / / '' / / 1
- 1 \N / w \ - \ \\ \ \\_- \ \ \1 \\ \ 1 I\ \ ,\ I J1 l�l I "I I)'IJ//// /i l //i' ' /
I I \ \------'- _3, \\ ---- . / 1 \``r\I\ \\ - \\\ \\\\__ _ \\ \' J \ I \___/ \`_ \\ I I I1 I I I II 1/ �l I .\�/'�/"j, //// //// - - //1 /,1/ /(/ / / /
I \\/____- _- �� _--------/ \\�\\ \ \ // \\� - �\\\ \ Z \\ \ �--' 1 / \ \ \ \ I 1 1 I �/ / ( \_��/ �/ / ((r (r / / / /, ( I i
PUMP STATION DESIGN POINT I - _� _ _ - \� \ \ \ / / \ � - _ - \\ \\ \ \ \ I / \ \ J / J 1 / / l 1 r \ \ /� //// lI 1 // , / / / � I ( \ \ \ l , / / /
- _ // \ / \ _ \ \ Il - \ / // / // / 1 __-/i.l l/ ( Ill r / // I J) //, /
OPERATING POINT 1: 1,300GPM 36.70 TDH - = = = _ _ / \ / / _ \ \ - - \ \ \\ \ \ \\ \ I ( \ - - - - \ \ ,// �/ /r / 1 I I 1 \ _ _ __ i , 1 0 / / / // / // / / /// //� / / / /
I\ \l_ / 0 '- r-3200�— \\\\\ \ `� / '_.` \ \\\�\ `\\--1 \\\\ \ \ \ \ \ \ I( / �_i // / II \ 1 _ /� / // / / / l / / /j / / / /
\ I `` EXISTING HOWARDS \ ,-N- - \\ \ \\ \ \ /-'\ \\ \- \\ \ ( r_� l \ \ \ / / I I / /
PUMP SELECTION I \ / \ - \ -' \ / � - - �/ \ \\ _ / \ / \ \� I I I I l I 1 T - 7 - L 1 / / 1 /
\ / \ \ / \ o / \ \o\\\ \\ \\\ / 1�, II 1((/-� 1\ \ \\\\- / I I \1,11 IIII I \ \ 1 ////�i// l
PUMP: NP 3153 MT 3- 434 \ / \ \ \ \ �\ \ \ , \\ \\ \ \ I / \ - / \ \\ - - / 1
\ \ / \ \ \ I\ , \ \ CREEK \\\\\ \ S� \ /' / ' I T 1 \ \ / / //�1 (I III / / l l / / /, /llr / ��
MOTOR: 20HP \ \-/ / 1 \ I (^\-\ - - \ �_- \\ Via\ \\\\\ o� \\\\\\ _ .- \ ( / Il// II I I (/ / /' I 1 \ �-- /' " �111 I I / / //rllJ/ // / //// // ///
\ 1 / / \ \ \ /-\ \ \ \ \\ \\ `rb\\ \\ \\ \`_ J/ -, , / / / I I / /� / / , / /// I /
\_ / I \\` _ - __ \\\ \ \\ \ \\ - , I / // / III I I / I � " //1 I I ////// / /ll /�'///� ////,
\ \ \ \ \ \ // / / ( I I \ // / / / / _
IMPELLER: 327 mm DIA. \ U \ ` / - - _ ` \\ \ \\\ \ \ \ \\ 1 I ` \ 1 1 \ \ \ \ T , // / / /I 1 //// ,/ �// '
SUCTION: 6 DIA. \ _ - \\ \ 1 \ ( / / /
\ \\ / 1 / / / \ I \ \ / -\\ \\\\-\ `\\\\ \\�. \ \ \ / / / / / / / / / // / /
DISCHARGE: 6" DIA. \ \ I r \ \ �\ \ \ \\ \ ` \ \ \ / 1 1\ \ \ ( \ \ ` \ \ \ '/_ _ / / / /r / /'
\ \ \\ \ \'' I /'///// �%// /1 1 //�/ //
I - 2 / \ \ \ \ \ I \ I \ \ \�; \ \ \ \ v ' I / / / /
\ \\ r I 3 I \ \, \ \ \\ \ \\\\\` \ \ \ I \ �\ \\ \ _I- / / //// / ///I / //
DUTY POINT: 1,378 GPM @ 36.8 @ 60 Hz l \ \ \ \ 1 \ I _ � / / / / /
\ \ 1 1 I I \ \ \ \ \ \ \ /-\ / /// I 11 i
\ \ I \ \ - \ \ \\ \ \\ . \ \ \ - _
POWER REQUIREMENT: 60 Hz - 3 PHASE 460 V \ \ \ I I \ \ \ \ �' I 1
\ \ - \\\ \ \ 1 I Jl 1 / I \ \ \ \ --- /J \ / //// /
\ \ /� ` ` \ \ / \� \ \ \\�\ I //// / / / / / I 1 \ \ \ \� \ - --- �.�_ �� J 1 `\\l 1//(� /// //
\ y \ \� \ \ \\\ \ \ \ \ \ — — _ / '- / / / / / /
PUMP STATION LEVEL CONTROL ELEVATIONS , 1 1 /I I / i , / 1 - - - - - - - _ _ - - � - - / ' ` \ \ \ \ _ / \/ / / / \ \ -\ _ _ _ _ _ / - 1 \ \\ \\ / // /
_ _ \ / / --- -- _ // /- - / / / I/III ( /
TOP OF SLAB = 3450.00 (PER GIS TOPO) / '/ /'r /� / _ - - `\ - - -_ \� _ - -/ - - - -' ` \ \\\\ \\\ /\ / / / I / / \ \ \ \\ \ - _ — _ ///�- _ ��.. / I / /
/ / \ �r \- _- --- /_ - �_-_ - \ \ \\\N\\ `NNE / // 1 III / \ \ \ \\\ :-__-r•__--_r___ '�/_ ������ /1/J I/ / c I / /
INLET=3444.50 I I r�� ( \ _► // \ I— -- _ _-\ _ _-- _ \ \ - `� \ \\\\N\'?, \ \ ll/l/ I (I \- \ \\ _ ��� --�-�� �'i-�'�//��/�// %� ') l /
HIGH WATER ALARM=3443.50 I 1 I / 11 , \ // /// - \ \\325 O—I�-i \\ - _ -� N \ I • \\\\\ \\��/ // 1 1 \ I - \ 33 \\-- _--__ ___ - ��/% � 1 1 _ 11 j'�'� A l/
LAG PUMP ON=3442.50 // / I / / I / / / /- - \ - -,325 - - /--- \ \ \ \ `\\\� / r I I 1 / \ I \ �- -- ---- //i - �/ // // / - - /
D / / / f / / _ \ - / _ _--_ --- - \ ^\\ .\ \ \\\\ `�/ / \III r1 1 -- --- ////,-_r_ ____-// / / // ( / /
LEAD PUMP ON=3441.50 _/ // / /, I / - / --_ \ � - _ \ \ \ \ , \ \� \\�// II I I / / -_ --- �/ / / /�'�-��J// // I 11
ALL PUMPS OFF=3436.50 33p \_'� / ' `- /-_� \ \ \ \� / l / / --- --_ - ---- - / / //
�'` APPROXIMATE LOCATION ► I ' - °� �' - �� �' \ _ - \ ` \ / / (/ / / ,\ / - - — / / /�/ /
PUMP BENCH = 3435.50 - • I 1 �- - 3 / \ / - _ - 1 \ \ \\Z` \ I l I / ( / \/ 50 _ _ - - _ _ %/ // ' / I /
\ / / _ / / I /
OF EXISTING 2,400-LF 16 JI I /--\`►`, _/ / _ \ 1 I \ \�\\ \\\ I \\ I ll/11\ \ \ I I III-- // - - /'%�/' \ \ ////
/- - - \\ I l �\ \ \ \ \\ \ \ I 1 \ / / _ . \J \ ///
PROPOSED WET WELL SIZE: 96 (8) DIA. RAW WATER MAIN FROM _ 3/ / - \\ - 1 \ \ \ \ I \ / \ / 1 \ \ \ \\ , %-/; r \ _ / l / r/J,
�` HOWARDS CREEK PUMP _ / �-T1 /, /"/- \�:'/'/'%_ \`II/� \�\\, �_- 1'\\ \\�\ \ ` I / \\�`\\\ - _/ \ \ \ \ \ / /v/ —J 'l 111 �Irr ,
FORCE MAIN DATA .\ , _ / //p00�1-\\ _ / _ _ \ 1 - - \ 1 \ 1 \ \ \\ \ - I \ 2 \ / / r 1 I I I I
\, / \ \/ I / //- �'/ 3 / \ , 1 \k\ - - \ 111 �\\\ /\1/ \/ \ \ \ \� --- \ \ \ \ - /� � �� _. I IIII
DIAMETER:16INCHES \' STATION _- /\\ I / I _-/ /'// jI—l_,\\� // / --\\\ \ \ \\- --- I I �\ \ \/ \\ \� \` \�1 _� -----/ ! \ \I \ ,'/i/ I I (IIIIII
\. _ \r / /-1 _/J / \\ -� / / / \ \\\ - \ I \\ \ \ - \\ - __�__ 1 \ \ ____ /// ; f"'-l. I III
\_ _ - 33S \ l f / / - / ✓//// \���-� / / /-\ \\\ \ \ \\ -\\\ 1 \ \` `�\ / \\� / \ \ 1 ' ' �•191F I 1 1/1
TOTAL LENGTH: 2,700 LF _-, / _ _� _ _ _ - - - 0 \ , / / i --� / \ \I I \ \ \ - - _ _ \ ( // / I I I
- f_ \ \ \ - �\ \ \ \ I _ \ / - - - _ / - I III/I I
- / --- - \\� \ I I / / / ,// gR / \ \ \ \ \ --- I 1
HIGH POINT ELEVATION = 3472.00' PER AS -BUILT DRAWINGS _ _ - _ \ \ \ 32 _ _ -- - '/ {
( ) --- / ) \ \ _ -� \�\ \ \ \ \ \ \ \ -\ \ 1 I \ 1\\ - , , \ .� ( III
VELOCITY AT PUMP RATE = 2.0 FEET/SECOND (C FACTOR = 100) / / / - - - _ - _\\ \ - oo \ - � _ JI / / / /// / _ \ \ _ _ _ _ - _ _\ \ \ \\ \ \ \ \ \ \ \\\\ \\\ \ \ \ I \ \ \ \\ -I/ \ \ \ / \ / , \ \ 1 I 1 I III 111
\ / \� ,\ \ / I �/ /'/ j' _�-\`'�-��^��-%�'`� - l / I/� / , �3 0\�--�\r. \�\\\\ �\ \\� \\111 \�\\\\ \ \ \\\ \\ _—�J�r \I I / \ I I I 1 \I\\
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/l 1 / -- \ \ \\ \ \ \ \\ \ \ o \ \ \ / ---_-- - / / \ -/ 1 IIII \\\\�
\ \ \\ --- 1 \\ I I / , / / �/- --\ \ \. _ \ - _ _ I I I \ - --�\\\ \ \ \ 1 \ -
I I - - \\ - J \ 11 1) I / / I I� I 111 �''/%'' /'// - \3 ^EXISTING 16 LINE _ I \ POTENTIAL VALVE \ \\ \\\\\\\ \ \\ \ \ _ I11 \
\ \ \ - f / / '/% jl I III I (// / / \ \ \oo \ - I \ �\ \ \\ \ \ \ \\ \ \\ I \ \ \\ \ \ / / _ I �I \\\
\ \\\\ II _/ , III I `_\\ \ \\\ \ , \\ \ \\ \\ \ p / \
- \ \\\ / '\ \ \ 1 \ \ 11 \ \ \ \\ \-\
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\ \ ' ;�.i l 11 III / /// / HIGH POINT - _ I I ASSEMBLIES AT \� \ \I \ I 1 1 1 \ \ \ \ \-o `- \ \ I I \ I I I i \11
/ --\\ \\ \ \ /////--/ I I I I �/ / / \ \ \ - - \ - .c __/ I \ \ \ \ 111 1 1 \ \ \ \\ \ \` \ ` \ ` --
\ - - \ \ _ ///,-- l I / I 35S`� \ \\` CONNECTION POINT \ \ �\ \ \ I 1 \ \ \ \ \\ \ � - \� \ - \ \ \ 1 I I ( �
/ \\\ - /i /��--- / I I 1 / 0 \ _ / 1 \ \ \ 11 1 \ \ \\ \-\ \ \ \ \ _ \ \ -
/ �- \\ \\\\\ __- _�- //�� I / _/--\\ \ \ \ \ , - �\ \ \ \ �\ _\ \ \ \ \ \ \\ \ \'- \335 \\\\ \ \ \ \ \\ _ \ - \_ - \_ - / \ _ _\ I I
/ /� \\� ---- // // - I f / l \ - - -- \\ \ \\ \\\\ - \ \ \ \ _ ,
I r \ \ \ ( 1 I \ - - \ \ \ \ \ � \ /-- / I
///X// =-\\` \\\ \_ _ / -/ /% I I --\ ) > POTENTIAL NEW / --- \� - -___ \ \ \�` - 30 \\\ \ '_\\ > _ _ / \
- %/ / /� ` \1 ► \`_ ____ `�--L\► \ I /-' J --- � , PUMP STATION - ----- - - _� \` \ -,I � .\\ \\\\`..\�_�_ 7 --___- _ _ / \ r / / / /
/�/// \ \ /1 \ �_ , --_ / —' / \ ter, s- -- __ -----_i\\\ \ \ -- \?— _ \ _ —\ --_ __ /-- _ \ / \ \ /
// �/ - \\\ \ __ --1 l J / 50- ' / / '-� - \,\\ \�Q\ I\ EXISTING RAW • \/__ __ - -\\ - _ - zoo - _ l �/ l
// / \ \\ \ \ - \ \ ! / / / / ---35 / / / / /'I. I _ / / — ,, \ \ \ \ \ — \ \ \ \ _ \ / \ — \
/ r/
-" -- \ - - - - \ \ I \
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Dewberry Engineers Inc.
9300 Harris Corners Pkwy - Suite 220
Charlotte, NC 28269
Phone: [phone]
Fax: [phone]
www.dewberry.com
NCBELS #F-0929
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REVISIONS
No. DATE BY Description
DRAWN BY
JGL
APPROVED BY
RSN
CHECKED BY
RSN
DATE JANUARY 25, 2022
TITLE
OUTFALL
OPTION 1
DEI PROJECT NO: 50140792
SHEET NO.
FIGURE 1

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rgiHoi
�N•_•f
Dewberr
Dewberry Engineers Inc.
9300 Harris Corners Pkwy - Suite 220
Charlotte, NC 28269
Phone: [phone]
Fax: [phone]
www.dewberry.com
NCBELS #F-0929
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W m
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In
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0
0
D
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Cn
SEAL
KEY PLAN
SCALE:
0' 300' 600'
SCALE: 1" = 300'
REVISIONS
No.
I DATE
I BY
I Description
DRAWN BY
JGL
APPROVED BY
RSN
CHECKED BY
RSN
DATE
JANUARY 25, 2022
TITLE
OUTFALL
OPTION 2
DEI PROJECT NO: 50140792
SHEET NO.
FIGURE 2

Preliminary Opinion of Probable Construction Cost
D4aberry
ASU Sludge Basin Outfall Feasibility - Option 1
Dewberry Engineers Inc.
PROJECT NO.:
50140792
TRADE:
SITE
9300 Harris Corners Parkway - Suite 220
PHASE:
Preliminary Cost Estimate
DATE:
01/25/21
Charlotte, NC 28269
LINE ITEM
MATERIALS
LABOR
EQUIPMENT
TOTAL
NO.
ITEM
NO.
UNITS
$/UNIT
NO.
UNITS
$/UNIT
NO.
ONITO
$/UNIT
COST
Misc. Items
1
Mobilization
LS
$10,000.00
$10,000.00
Demolition/ESC
Temporary Silt Fence
2,100
LF
$4.15
$8,715.00
Stone Outlets
1
EA
$250.00
$250.00
Temporary Seeding and Mulching
0.01
AC
$4,000.00
$40.00
Inlet Protection
1
EA
$500.00
$500.00
Erosion and Sediment Control Maintenance
1
MO
$1,500.001
$1,500.00
Site Work
Permanent Seeding
0.01
AC
$4,500.00
$45.00
Utilities
Connect to Existing 12" DIP
1
LS
$50,000.00
$50,000.00
12" Pipe Rehabilitation or Replacement
2,000
LF
$200.00
$400,000.00
New Pump Station
1
LS
$250,000.00
$250,000.00
12" Gate Valve
2
EA
$2,500.00
$5,000.00
16" Gate Valve
4
EA
$3,500.00
$14,000.00
Pipe Excavation
85
LF
$25.00
$2,125.00
16" Headwall
1
EA
$10,000.00
$10,000.00
16" DIP
85
LF
$220.00
$18,700.00
Electrical Work
1
LS
$130,000.00
$130,000.00
SUB -TOTAL
$900,875.00
Construction Contingency
30.0%
$270,262.50
SUB -TOTAL
$270,262.50
TOTAL
1 171 137.50
1 172 000.00
NOTES:

Preliminary Opinion of Probable Construction Cost
#V Dewhowiry
ASU Sludge Basin Outfall Feasibility - Option 2
Dewberry Engineers Inc.
PROJECT NO.:
50140792
TRADE:
SITE
9300 Harris Corners Parkway - Suite 220
PHASE:
Preliminary Cost Estimate
DATE:
01/25/21
Charlotte, NC 28269
LINE ITEM
MATERIALS
LABOR
EQUIPMENT
TOTAL
NO.
ITEM
NO.
UNITS
$/UNIT
NO.
UNITS
$/UNIT
NO.
UNITO
$/UNIT
COST
Misc. Items
LS
$30,000.00
Mobilization
1
$30,000.00
Demolition/ESC
Site Clearing & Grubbing
0.25
AC
$6,000.00
$1,500.00
Tree Removal
1
LS
$20,000.00
$20,000.00
Flagging of Clearing Limits
2,164
LF
$1.25
$2,705.00
Temporary Silt Fence
3,440
LF
$4.15
$14,276.00
Stone Outlets
15
EA
$250.00
$3,750.00
Temporary Seeding and Mulching
0.25
AC
$4,000.00
$1,000.00
Inlet Protection
5
EA
$500.00
$2,500.00
Erosion and Sediment Control Maintenance
3
MO
$1,500.00
$4,500.00
Site Work
Permanent Seeding
0.25
AC
$4,500.00
$1,125.00
Utilities
Connect to Proposed Manhole
1
EA
$1,000.00
$1,000.00
Pipe Excavation
3,440
LF
$25.00
$86,000.00
24" RCP
3,440
LF
$200.00
$688,000.00
Precast Storm Manhole
10
EA
$7,500.00
$75,000.00
30' Wide Easement
86,550
SF
$4.00
$346,200.00
SUB -TOTAL
$1,277,556.00
30.0%
Construction Contingency
$383,266.80
SUB -TOTAL
$383,266.80
TOTAL
1 660 822.80
1,661,000.00

N P 3153 MT 3- 434
Patented self cleaning semi -open channel impeller, ideal for pumping in
wastewater applications. Mod ularbased design with high
adaptation grade.
r) �yriem!f�K
Technical specification
Curves according to: Water, pure ,39.2 °F,62.42 Ib/ft3,1.6891E-5 ft2/s
IN
88
84
ea
80
76
72
68
64
60
56
52
48
77.4
40
36
32
28
24
20
16
12
8
4 227m
4
0
0 400 800 1200 1600 2000 [US g.p.rn]
Curve: I50 9906
Configuration
Motor number
Installation type
N3153.18521-18-4AA-W
P- Semipermanent, Wet
20hp
Impeller diameter
Discharge diameter
227 mm
6 inch
Pump information
Materials
Impeller diameter
Impeller
227 mm
Hard -Iron'
Discharge diameter
6 inch
Inlet diameter
150 mm
Maximum operating speed
1755 rpm
Number of blades
2
Max. fluid temperature
40 °C
Project
Block
Rogramversion Dab version
60.0 - 10aQ021 (WW 220)
Usergroup(s)
Xylem: U3 -INT
Created by PETERCARLSON
Created on 12/1/2021 Last update 12/1/2021

NP 3153 MT 3— 434
Technical specification
Motor - General
D-L z
.1 Oern�vep%
Motor number
Phases
Rated speed
Rated power
N3153.185 21-18-4AA-W
3—
1755 rpm
20 hp
20hp
ATEX approved
Number of poles
Rated current
Stator variant
No
4
26 A
5
Frequency
Rated voltage
Insulation class
Type of Duty
60 Hz
460 V
H
S1
Version code
185
Motor - Technical
Power factor- 1/1 Load
Motor efficiency- 1/1 Load
Total moment of inertia
Starts per hour
max.
0.83
87.5 %
2.07 lb ft2
30
Power factor -3/4Load
Motor efficiency -3/4Load
Starting current, direct starting
0.77
89.0 %
148 A
Power factor -1/2Load
Motor efficiency -1/2Load
Starting current, star -delta
0.66
89.0 %
49.3 A
Project
Created by PETER CARLSON
Block
Created on 12/1/2021 Last update
12/1/2021
Rogr version Data vers— Us er g ro up(s)
60.0- 10M2021(&,Id 220) 112202116.17A11P11 Xylem'. USA-INT

NP 3153 MT 3- 434
Performance curve WM z
Duty point i1 +hem �vep%
Flow Head
1380 US g. p.m. 36.8 ft
Curves according to: Water, pure39.2 °F,62.42 Ib/ft3,1.6891E-5 ft2/5
[ft
Head
92
88
84
80
76
72
68
64
60-7
56
52
Eft:
48
44
40
36 .8 ft
32
28
24
20
167
12
8
4
0
I%j Pump Efficiency 736 %
7 Overall
Efficiency
60 2 %
5
40
3
mm
20
1
0
[hp:
20 h
1 h
12
8
4
0
[ft
4
3
32
28
24
20
0 200 400 600 800 1000 1200 1400 1600 1800 2000 2200 [US g.p.m.1
Curve: I50 9906
Project Created by PETER CARLSON
Block Created on 12/1/2021 Last update 12/1/2021
.1 0
34`227ri�ii'
437 194mm
.
65.
Power input Pl
Shaft power P2
19.7
34227mm P 17.5
NPSHR-values 433 234mm
P�HR=�2.809ft
-- - 1378 US ..m. 22
R'ogramversion Dab version User groups)
60.0-1082021 (euiIE 220) 115202116:17A11 P11 Xylem:U54-INT
R'ogramversion Dab version User groups)
60.0-1082021 (euiIE 220) 115202116:17A11 P11 Xylem:U54-INT

N P 3153 MT 3- 434
Duty Analysis
Curves according to: Water, pure [100%] ; 39.2°F; 62.42lb/ft6; 1.6891E-5ft2/s
[ft]
Head
88
84
80
76
72
68
64
60
56
52
48
7
44
40
.
°
36.8
ft
36
7710
32
28
77.4
°
24
NI-
20-
16-
12-
43
227mm
8
55 Hz
40 Hz
45 Hz
4
1378 US
g.p.m.
0
0 200 400 600 800 1000 1200 1400 1600 1800 2000 2200 [US g.p.m.]
/
Operating characteristics
Pumps / Flow Head Shaft power Flow Head Shaft power Hydr.eff. Spec. Energy NPSHre
Systems
US g.p.m. ft hp US g.p.m. ft hp kWh/US MG ft
1 1380 36.8 17.5 1380 36.8 17.5 73.6 % 178 22.8
Project Created by PETER CARLSON
Block Created on 12/1/2021 Last update 12/1/2021
Programver.ion oar ,r,ioo User group(.)
60.0- 10a2021(euild220) 115202116:17 Al P11 Xyl— US -INT

N P 3153 MT 3- 434
VFD Curve W-L ► z
u v)Amrt; Lrdr�C'
Curves according to: Water, pure,39.2 °F,62.42 Ib/ft;,1.6891E-5 ft2/s
[ftl
a
88
84
80
76
72
68
—
64
60
56
52
48
44
40
0
36
32
0
28
77.4
0
24
20
0
16
12
8
45 Hz
55 Hz 3 227rrm
4
[°/.9
mp tffTiciency
70
Overall Efficiency
60
50
40
30
20
10
0
[hp]
16
Shaft po
er P2
2m ( P2
27m(
5b
55 H))
12
8
8
$�
f4
[f�
NPSHR
alues
434
227mm
40
35
30
NPSH
-32.809
25
20
15
0 200 400 600 800 1000 1200 1400 1600 1800 2000 2200 [US g.p.m.1
Curve: ISO 9906
Project Created by PETER CARLSON
Block Created on 12/1/2021 Lastupdate 12/1/2021
Progrzmve,.bn Dab version User group(.)
60.0- 10R2021(Wid220) 115202116:17 Al P11 Xylem:U3-INT

NP 3153 MT 3- 434
VFD Analysis
•� �RRS •F d'�
Curves according to: Water, pure [100%] ; 39.2°F; 62.42lb/ft3; 1.6891E-5ft2/s
[ft]
88
84
80
76
72
68
64
60
56
52
48
44
40
36
ft
3277
28
24
20
16
12
9
8
-
4
--
0 200 400 600 800
1000 1200
1400 1600 1800 2000 2200 [US g.p.m.]
Operating Characteristics
Pumps / Frequency Flow Head
Shaft power
Flow
Head Shaft power
Hydr.eff. Specific energy NPSHre
Systems
USa.o.m ft
hp
USg.p.m.
ft hp
WVIVUSMG ft
1 60 Hz 1380 36.8
17.5
1380
36.8 17.5
73.6 % 178 22.8
1 55 Hz 1100 36.4
13.2
1100
36.4 13.2
76.9 % 167 19.2
1 50 Hz 784 35.9
9.39
784
35.9 9.39
75.9 % 167 16.7
1 45 Hz 398 35.6
6.16
398
35.6 6.16
58.2 % 220 15.4
Project
Created by PETER CARLSON
Block
Created on 12/1/2021 Last update
12/1/2021
Head
I
77.4°°
0
36.8
i
77.4
0
0
227mm
3
55 Hz
40 Hz
45 Hz
1378 US
g.p.m.
R'ogram version Dab version User groups)
60.0-1082021 (euiIE 220) 115202116:17 A11P11 Xylem:U54-INT

NP 3153 MT 3- 434
VFD Analysis
•�RRS •F d'
Curves according to: Water, pure [100%) ; 39.2°F; 62.42lb/ft3; 1.6891E-5ft2/s
[ft]
Head
88
84
80
76
72
68
64
60
56
52
48
44
40
36 ft
32
28
24
20
16
227mm
12
8
4
- - 9 --
0 200 400 600 800 1000 1200 1400 1600 1800 2000 2200 [US g.p.m.]
Operating Characteristics
Pumps/ Frequency Flow Head Shaft power Flow Head Shaft power Hydr.eff. Specific energy NPSHre
Systems
US a.o.m It hp US g.p.m. ft hp kWh/US MG it
1 40 Hz 71.7 35.S 3.96 71.7 35.5 3.96 16.3 % 827 14.6
Project Created by PETER CARLSON
Block Created on 12/1/2021 Last update 12/1/2021
I
77.4°°
36.8
i
0
77.4 0
0
3
55 Hz
40 Hz 45 Hz
1378 US g.p.m.
R'ogram version Dab version User groups)
60.0-1082021 (euiIE 220) 115202116:17 A11P11 Xylem:U54-INT
R'ogram version Dab version User groups)
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NP 3153 MT 3- 434
Dimensional drawing
'01 (TO R)RTFESTPONT)
REF.LINt
VIEW z] — ❑Z
If
O
0 11" LO
BaT (Abo
LL
O
J
U
" DIKENSICKI TO ENDS CF WIDE BARS
Project
Block
Created by PETER CARLSON
Created on 12/1/2021 Last update 12/1/2021
Fes'! T
u 40trn �vKrw.
RNrzmversbn Da. version User group(.)
60.0- 10R2021(Build220) 115202116:17 Al P11 Xylem: USA- INT

From: Weaver, John C
To: Dudley, Leiah-Ann
Cc: Hill, David A; adugna.kebede(alncdeor.gov; Montebello, Michael J; Dowden, Doug; Albertin, Klaus P; Weaver,
John C
Subject: USGS response to DWR USGS Low Flows request # 2022-152 (dated 2021/10/01) for Norris Branch Watauga
County... RE: [EXTERNAL] Low -flow request approval
Date: Friday, October 8, 2021 9:26:22 AM
[CAUTION] External Email. DO NOT click links or open attachments unless expected. Please use the "Phish
Alert" button to report all suspicious emails.
Ms. Dudley,
In response to your inquiry about the low -flow characteristics for a location on Howard Creek
adjacent Howards Creek Road near Boone in central Watauga County, the following information is
provided:
A check of the low -flow files here at the USGS South Atlantic Water Science Center (SAWSC, Raleigh
office) does not indicate a previous low -flow determination for the point of interest, identified by
the lat/long coordinates (36.246227,-81.675717) associated with the email dated 10/01/2021 from
the DWR USGS Low Flow portal following your request submission.
No USGS discharge records are known to exist for the point of interest. However, per USGS Water -
Supply Paper 2403 (Giese and Mason, 1993), there is a USGS partial -record site on Howard Creek at
Sands (station id 03160310, NWIS drainage area = 10.3 sqmi) located downstream from the point of
interest. The USGS discharge records for this site indicate 13 miscellaneous measurements obtained
during the 1954, 1956-60, and 1962 water years.
In the absence of site -specific discharge records sufficient for a low -flow analysis, estimates of low -
flow characteristics at ungaged locations are determined by assessing a range in the low -flow yields
(expressed as flow per square mile drainage area, or cfsm) at nearby index sites where estimates
have previously been determined.
A basin delineation completed using the online USGS StreamStats application for North Carolina
(https://streamstats.usgs.gov/ss/) indicates the drainage area for the point of interest (StreamStats
adjusted coordinates 36.24615,-81.67572 NAD83) is 8.26 sgmi.
For streams in Watauga County, low -flow characteristics published by the USGS are provided in
two reports:
(1) The first is a statewide report completed in the early 1990's. It is USGS Water -Supply Paper 2403,
"Low -flow characteristics of streams in North Carolina" (Giese and Mason, 1993). An online version
of the report is available at http://pubs.usgs.gov/wsp/2403/report.pdf. The report provides the low -
flow characteristics (based on data through 1988) via regional relations and at -site values for sites
with drainage basins between 1 and 400 sgmi and not considered or known to be affected by

regulation and/or diversions.
(2) The second is a statewide report published in March 2015. It is USGS Scientific Investigations
Report 2015-5001, "Low -flow characteristics and flow -duration statistics for selected USGS
continuous -record streamgaging stations in North Carolina through 2012" (Weaver, 2015). The
report is available online at http://pubs.usgs.gov/sir/2015/5001/. The report provides updated low -
flow characteristics and flow -duration statistics for 266 active (as of 2012 water year) and
discontinued streamgages across the state where a minimum of 10 climatic years discharge records
were available for flow analyses.
Low -flow characteristics estimated for point of interest:
Inspection of the two reports indicates the presence of four (4) nearby selected USGS partial -record
site (4) and continuous -record streamgages (0) in the general vicinity of the point of interest where
low -flow characteristics were published. This group of index sites includes the USGS partial -record
site on Howard Creek at Sands (station id 03160310, NWIS drainage area = 10.3 sqmi) located
downstream from the point of interest. Among these 4 sites, the low -flow discharge yields for the
indicated flow statistics are as follows:
Annual 7Q10 low -flow yields =_> from 0.23 to 0.42 cfsm (average about 0.32 cfsm, median about
0.33 cfsm)
Annual 30Q2 low -flow yields =_> from 0.49 to 0.91 cfsm (average about 0.72 cfsm, median about
0.74 cfsm)
Winter 7Q10 low -flow yields =_> from 0.31 to 0.57 cfsm (average about 0.46 cfsm, median about
0.48 cfsm)
Annual 7Q2 low -flow yields ==> from 0.39 to 0.7 cfsm (average about 0.57 cfsm, median about 0.61
cfsm)
Average annual discharge yields ==> from 1.9 to 3.2 cfsm (average about 2.3 cfsm, median about 2
cfsm)
Application of the above range in yields to the drainage area (8.26 sgmi) for the point of interest
results in the following estimated low -flow discharges:
Annual 7Q10 low -flow discharges =_> from 1.9 to 3.5 cfs (average about 2.6 cfs, median about 2.7
cfs)
Annual 30Q2 low -flow discharges =_> from 4 to 7.5 cfs (average about 5.9 cfs, median about 6.1 cfs)
Winter 7Q10 low -flow discharges =_> from 2.6 to 4.7 cfs (average about 3.8 cfs, median about 4 cfs)
Annual 7Q2 low -flow discharges ==> from 3.2 to 5.8 cfs (average about 4.7 cfs, median about 5 cfs)
Average annual discharge discharges ==> from 15.7 to 26.4 cfs (average about 19 cfs, median about
16.5 cfs)
Please note:

(1) The estimated flows are provided in units of cubic feet per second (cfs).
(2) The low -flow yields provided above are rounded to 2 significant figures. Estimated low -flow
discharges less than 1 cfs are rounded to 2 significant figures. If between 1 and 100 cfs, then
rounded to 1 decimal place; if greater than 100, then rounded to the nearest whole number (zero
decimal places).
(3) The information provided in this message is based on a preliminary assessment and considered
provisional, subject to revision pending collection of future data and further analyses.
These provisional streamflow statistics are provided via the DWR USGS Low Flows cooperative
agreement between the USGS and the N.C. Department of Environmental Quality, Division of Water
Resources.
Hope this information is helpful.
Thank you.
Curtis Weaver
J. Curtis Weaver, Hydrologist, PE Email: [e-mail]
USGS South Atlantic Water Science Center Online: https://www.usgs.gov/centers/sa-water
North Carolina - South Carolina - Georgia
3916 Sunset Ridge Road
Raleigh, NC 27607
Phone: [phone] // Fax: [phone]
From: Albertin, Klaus P <[e-mail]>
Sent: Friday, October 1, 2021 11:13 AM
To: [e-mail]
Cc: Albertin, Klaus P <[e-mail]>; Hill, David A <[e-mail]>;
[e-mail]; Weaver, John C <[e-mail]>; Montebello, Michael J
<[e-mail]>; Dowden, Doug <[e-mail]>
Subject: [EXTERNAL] Low -flow request approval
This email has been received from outside of DOI - Use caution before clicking on links, opening attachments,
or responding.
Your request has been approved and will be forwarded to USGS. A response from USGS
usually takes 7 - 10 business days.

Request Flow Statistic Approval
Request ID: 152
Requestor: Leigh -Ann Dudley
Requestor e-mail: ldudleyAdewberry.com
Requestor Phone: [phone]
Local Government:
Public Water Supply:
Consultant: Dewberry
Contact: Leigh -Ann Dudley
Reason: Permit
River/Stream: Howards Creek
Drainage Area (sq. mi.): 8.27
Latitude: 36.246227
Longitude:-81.675717
Other Information:
Statististics: [7Q10","7Q10 - Winter","30Q2","Average Annual"]
Approved by: Albertin, Klaus P

9/27/21, 2:39 PM
StreamStats
StreamStats Report
Region ID: NC
Workspace ID: NC20210927183610129000
Clicked Point (Latitude, Longitude): 36.23809,-81.65618
Time: 2021-09-27 14:36:31 -0400
v
i3
i
Basin Characteristics
Parameter
Code Parameter Description Value Unit
DRNAREA Area that drains to a point on a stream 0.94 square
miles
PCTREG1 Percentage of drainage area located in Region 1
- Piedmont / 0
percent
Ridge and Valley
PCTREG2 Percentage of drainage area located in Region 2
- Blue Ridge 100
percent
PCTREG3 Percentage of drainage area located in Region 3
- Sandhills 0
percent
PCTREG4 Percentage of drainage area located in Region 4
- Coastal 0
percent
Plains
https://streamstats.usgs.gov/ss/ 1 /3

9/27/21, 2:39 PM
Parameter
Code
PCTREG5
StreamStats
Parameter Description
Percentage of drainage area located in Region 5 - Lower
Tifton Uplands
Peak -Flow Statistics Parameters [Peak Southeast US over 1 sgmi 2009 51581
Value Unit
0 percent
Parameter Code
Parameter Name
Value
Units
Min Limit
Max Limit
DRNAREA
Drainage Area
0.94
square miles
1
9000
PCTREG1
Percent Area in Region 1
0
percent
0
100
PCTREG2
Percent Area in Region 2
100
percent
0
100
PCTREG3
Percent Area in Region 3
0
percent
0
100
PCTREG4
Percent Area in Region 4
0
percent
0
100
PCTREG5
Percent Area in Region 5
0
percent
0
100
Peak -Flow Statistics Disclaimers [Peak Southeast US over 1 sgmi 2009 51581
One or more of the parameters is outside the suggested range. Estimates were extrapolated with
unknown errors
Peak -Flow Statistics Flow Report [Peak Southeast US over 1 sgmi 2009 5158]
Statistic
Value
Unit
50-percent AEP flood
104
ft"3/s
20-percent AEP flood
199
ft^3/s
10-percent AEP flood
276
ft^3/s
4-percent AEP flood
381
ft^3/s
2-percent AEP flood
458
ft^3/s
1-percent AEP flood
551
ft^3/s
0.5-percent AEP flood
632
ft"3/s
0.2-percent AEP flood
760
ft"3/s
Peak -Flow Statistics Citations
Weaver, J.C., Feaster, T.D., and Gotvald, A.J.,2009, Magnitude and frequency of rural floods
in the Southeastern United States, through 2006—Volume 2, North Carolina: U.S. Geological
https://streamstats.usgs.gov/ss/ 2/3

9/27/21, 2:39 PM
StreamStats
Survey Scientific Investigations Report 2009-5158, 111 p.
(http://pubs.usgs.gov/sir/2009/5158/)
USGS Data Disclaimer: Unless otherwise stated, all data, metadata and related materials are considered to satisfy the quality
standards relative to the purpose for which the data were collected. Although these data and associated metadata have
been reviewed for accuracy and completeness and approved for release by the U.S. Geological Survey (USGS), no warranty
expressed or implied is made regarding the display or utility of the data for other purposes, nor on all computer systems,
nor shall the act of distribution constitute any such warranty.
USGS Software Disclaimer: This software has been approved for release by the U.S. Geological Survey (USGS). Although the
software has been subjected to rigorous review, the USGS reserves the right to update the software as needed pursuant to
further analysis and review. No warranty, expressed or implied, is made by the USGS or the U.S. Government as to the
functionality of the software and related material nor shall the fact of release constitute any such warranty. Furthermore,
the software is released on condition that neither the USGS nor the U.S. Government shall be held liable for any damages
resulting from its authorized or unauthorized use.
USGS Product Names Disclaimer: Any use of trade, firm, or product names is for descriptive purposes only and does not
imply endorsement by the U.S. Government.
Application Version: 4.6.2
StreamStats Services Version: 1.2.22
NSS Services Version: 2.1.2
https://streamstats.usgs.gov/ss/ 3/3

From: Weaver, John C
To: Dudley, Leiah-Ann
Cc: Hill, David A; adugna.kebede(alncdeor.gov; Montebello, Michael J; Dowden, Doug; Albertin, Klaus P; Weaver,
John C
Subject: USGS response to DWR USGS Low Flows request # 2022-152 (dated 2021/10/01) for Norris Branch Watauga
County... RE: [EXTERNAL] Low -flow request approval
Date: Friday, October 8, 2021 9:26:22 AM
[CAUTION] External Email. DO NOT click links or open attachments unless expected. Please use the "Phish
Alert" button to report all suspicious emails.
Ms. Dudley,
In response to your inquiry about the low -flow characteristics for a location on Howard Creek
adjacent Howards Creek Road near Boone in central Watauga County, the following information is
provided:
A check of the low -flow files here at the USGS South Atlantic Water Science Center (SAWSC, Raleigh
office) does not indicate a previous low -flow determination for the point of interest, identified by
the lat/long coordinates (36.246227,-81.675717) associated with the email dated 10/01/2021 from
the DWR USGS Low Flow portal following your request submission.
No USGS discharge records are known to exist for the point of interest. However, per USGS Water -
Supply Paper 2403 (Giese and Mason, 1993), there is a USGS partial -record site on Howard Creek at
Sands (station id 03160310, NWIS drainage area = 10.3 sqmi) located downstream from the point of
interest. The USGS discharge records for this site indicate 13 miscellaneous measurements obtained
during the 1954, 1956-60, and 1962 water years.
In the absence of site -specific discharge records sufficient for a low -flow analysis, estimates of low -
flow characteristics at ungaged locations are determined by assessing a range in the low -flow yields
(expressed as flow per square mile drainage area, or cfsm) at nearby index sites where estimates
have previously been determined.
A basin delineation completed using the online USGS StreamStats application for North Carolina
(https://streamstats.usgs.gov/ss/) indicates the drainage area for the point of interest (StreamStats
adjusted coordinates 36.24615,-81.67572 NAD83) is 8.26 sgmi.
For streams in Watauga County, low -flow characteristics published by the USGS are provided in
two reports:
(1) The first is a statewide report completed in the early 1990's. It is USGS Water -Supply Paper 2403,
"Low -flow characteristics of streams in North Carolina" (Giese and Mason, 1993). An online version
of the report is available at http://pubs.usgs.gov/wsp/2403/report.pdf. The report provides the low -
flow characteristics (based on data through 1988) via regional relations and at -site values for sites
with drainage basins between 1 and 400 sgmi and not considered or known to be affected by

regulation and/or diversions.
(2) The second is a statewide report published in March 2015. It is USGS Scientific Investigations
Report 2015-5001, "Low -flow characteristics and flow -duration statistics for selected USGS
continuous -record streamgaging stations in North Carolina through 2012" (Weaver, 2015). The
report is available online at http://pubs.usgs.gov/sir/2015/5001/. The report provides updated low -
flow characteristics and flow -duration statistics for 266 active (as of 2012 water year) and
discontinued streamgages across the state where a minimum of 10 climatic years discharge records
were available for flow analyses.
Low -flow characteristics estimated for point of interest:
Inspection of the two reports indicates the presence of four (4) nearby selected USGS partial -record
site (4) and continuous -record streamgages (0) in the general vicinity of the point of interest where
low -flow characteristics were published. This group of index sites includes the USGS partial -record
site on Howard Creek at Sands (station id 03160310, NWIS drainage area = 10.3 sqmi) located
downstream from the point of interest. Among these 4 sites, the low -flow discharge yields for the
indicated flow statistics are as follows:
Annual 7Q10 low -flow yields =_> from 0.23 to 0.42 cfsm (average about 0.32 cfsm, median about
0.33 cfsm)
Annual 30Q2 low -flow yields =_> from 0.49 to 0.91 cfsm (average about 0.72 cfsm, median about
0.74 cfsm)
Winter 7Q10 low -flow yields =_> from 0.31 to 0.57 cfsm (average about 0.46 cfsm, median about
0.48 cfsm)
Annual 7Q2 low -flow yields ==> from 0.39 to 0.7 cfsm (average about 0.57 cfsm, median about 0.61
cfsm)
Average annual discharge yields ==> from 1.9 to 3.2 cfsm (average about 2.3 cfsm, median about 2
cfsm)
Application of the above range in yields to the drainage area (8.26 sgmi) for the point of interest
results in the following estimated low -flow discharges:
Annual 7Q10 low -flow discharges =_> from 1.9 to 3.5 cfs (average about 2.6 cfs, median about 2.7
cfs)
Annual 30Q2 low -flow discharges =_> from 4 to 7.5 cfs (average about 5.9 cfs, median about 6.1 cfs)
Winter 7Q10 low -flow discharges =_> from 2.6 to 4.7 cfs (average about 3.8 cfs, median about 4 cfs)
Annual 7Q2 low -flow discharges ==> from 3.2 to 5.8 cfs (average about 4.7 cfs, median about 5 cfs)
Average annual discharge discharges ==> from 15.7 to 26.4 cfs (average about 19 cfs, median about
16.5 cfs)
Please note:

(1) The estimated flows are provided in units of cubic feet per second (cfs).
(2) The low -flow yields provided above are rounded to 2 significant figures. Estimated low -flow
discharges less than 1 cfs are rounded to 2 significant figures. If between 1 and 100 cfs, then
rounded to 1 decimal place; if greater than 100, then rounded to the nearest whole number (zero
decimal places).
(3) The information provided in this message is based on a preliminary assessment and considered
provisional, subject to revision pending collection of future data and further analyses.
These provisional streamflow statistics are provided via the DWR USGS Low Flows cooperative
agreement between the USGS and the N.C. Department of Environmental Quality, Division of Water
Resources.
Hope this information is helpful.
Thank you.
Curtis Weaver
J. Curtis Weaver, Hydrologist, PE Email: [e-mail]
USGS South Atlantic Water Science Center Online: https://www.usgs.gov/centers/sa-water
North Carolina - South Carolina - Georgia
3916 Sunset Ridge Road
Raleigh, NC 27607
Phone: [phone] // Fax: [phone]
From: Albertin, Klaus P <[e-mail]>
Sent: Friday, October 1, 2021 11:13 AM
To: [e-mail]
Cc: Albertin, Klaus P <[e-mail]>; Hill, David A <[e-mail]>;
[e-mail]; Weaver, John C <[e-mail]>; Montebello, Michael J
<[e-mail]>; Dowden, Doug <[e-mail]>
Subject: [EXTERNAL] Low -flow request approval
This email has been received from outside of DOI - Use caution before clicking on links, opening attachments,
or responding.
Your request has been approved and will be forwarded to USGS. A response from USGS
usually takes 7 - 10 business days.

Request Flow Statistic Approval
Request ID: 152
Requestor: Leigh -Ann Dudley
Requestor e-mail: ldudleyAdewberry.com
Requestor Phone: [phone]
Local Government:
Public Water Supply:
Consultant: Dewberry
Contact: Leigh -Ann Dudley
Reason: Permit
River/Stream: Howards Creek
Drainage Area (sq. mi.): 8.27
Latitude: 36.246227
Longitude:-81.675717
Other Information:
Statististics: [7Q10","7Q10 - Winter","30Q2","Average Annual"]
Approved by: Albertin, Klaus P

9/27/21, 2:39 PM
StreamStats
StreamStats Report
Region ID: NC
Workspace ID: NC20210927183610129000
Clicked Point (Latitude, Longitude): 36.23809,-81.65618
Time: 2021-09-27 14:36:31 -0400
v
i3
i
Basin Characteristics
Parameter
Code Parameter Description Value Unit
DRNAREA Area that drains to a point on a stream 0.94 square
miles
PCTREG1 Percentage of drainage area located in Region 1
- Piedmont / 0
percent
Ridge and Valley
PCTREG2 Percentage of drainage area located in Region 2
- Blue Ridge 100
percent
PCTREG3 Percentage of drainage area located in Region 3
- Sandhills 0
percent
PCTREG4 Percentage of drainage area located in Region 4
- Coastal 0
percent
Plains
https://streamstats.usgs.gov/ss/ 1 /3

9/27/21, 2:39 PM
Parameter
Code
PCTREG5
StreamStats
Parameter Description
Percentage of drainage area located in Region 5 - Lower
Tifton Uplands
Peak -Flow Statistics Parameters [Peak Southeast US over 1 sgmi 2009 51581
Value Unit
0 percent
Parameter Code
Parameter Name
Value
Units
Min Limit
Max Limit
DRNAREA
Drainage Area
0.94
square miles
1
9000
PCTREG1
Percent Area in Region 1
0
percent
0
100
PCTREG2
Percent Area in Region 2
100
percent
0
100
PCTREG3
Percent Area in Region 3
0
percent
0
100
PCTREG4
Percent Area in Region 4
0
percent
0
100
PCTREG5
Percent Area in Region 5
0
percent
0
100
Peak -Flow Statistics Disclaimers [Peak Southeast US over 1 sgmi 2009 51581
One or more of the parameters is outside the suggested range. Estimates were extrapolated with
unknown errors
Peak -Flow Statistics Flow Report [Peak Southeast US over 1 sgmi 2009 5158]
Statistic
Value
Unit
50-percent AEP flood
104
ft"3/s
20-percent AEP flood
199
ft^3/s
10-percent AEP flood
276
ft^3/s
4-percent AEP flood
381
ft^3/s
2-percent AEP flood
458
ft^3/s
1-percent AEP flood
551
ft^3/s
0.5-percent AEP flood
632
ft"3/s
0.2-percent AEP flood
760
ft"3/s
Peak -Flow Statistics Citations
Weaver, J.C., Feaster, T.D., and Gotvald, A.J.,2009, Magnitude and frequency of rural floods
in the Southeastern United States, through 2006—Volume 2, North Carolina: U.S. Geological
https://streamstats.usgs.gov/ss/ 2/3

9/27/21, 2:39 PM
StreamStats
Survey Scientific Investigations Report 2009-5158, 111 p.
(http://pubs.usgs.gov/sir/2009/5158/)
USGS Data Disclaimer: Unless otherwise stated, all data, metadata and related materials are considered to satisfy the quality
standards relative to the purpose for which the data were collected. Although these data and associated metadata have
been reviewed for accuracy and completeness and approved for release by the U.S. Geological Survey (USGS), no warranty
expressed or implied is made regarding the display or utility of the data for other purposes, nor on all computer systems,
nor shall the act of distribution constitute any such warranty.
USGS Software Disclaimer: This software has been approved for release by the U.S. Geological Survey (USGS). Although the
software has been subjected to rigorous review, the USGS reserves the right to update the software as needed pursuant to
further analysis and review. No warranty, expressed or implied, is made by the USGS or the U.S. Government as to the
functionality of the software and related material nor shall the fact of release constitute any such warranty. Furthermore,
the software is released on condition that neither the USGS nor the U.S. Government shall be held liable for any damages
resulting from its authorized or unauthorized use.
USGS Product Names Disclaimer: Any use of trade, firm, or product names is for descriptive purposes only and does not
imply endorsement by the U.S. Government.
Application Version: 4.6.2
StreamStats Services Version: 1.2.22
NSS Services Version: 2.1.2
https://streamstats.usgs.gov/ss/ 3/3

Dewberry
DATE: January 26, 2022
TO: Mr. Daniel Gryder (Appalachian State University)
FROM: Leigh -Ann Dudley, PE
Anthony D. Miller, PE
SUBJECT: Effluent Treatability Bench Testing Results
Message
1.0 Background
Appalachian State University (ASU) water treatment plant (WTP) currently discharges membrane system
backwash for the ASU WTP to Norris Branch Reservoir (Appalachian State Reservoir) under the auspices
of NPDES Permit NC0044423. ASU is subject to numerical effluent discharge limits for copper and zinc
and at times the effluent exceeds the numerical limits. The monthly average permitted effluent zinc and
copper limits are 63 ug/I and 4 ug/I, respectively. ASU is evaluating multiple options to manage the
wastewater discharge, including alternative discharge locations or treatment. The evaluation of alternative
discharge locations is provided in a separate submittal Sludge Basin Outfall Relocation dated January 26,
2022.
Dewberry initially performed a desktop evaluation of ion exchange and reverse osmosis (RO) for metals
removal from the ASU WTP effluent. The results of the desktop evaluation were provided to ASU and
subsequently to NCDEQ in the Metals Treatment Alternatives Analysis dated July 7, 2021 prepared by
Dewberry. The projected capital costs for the ion exchange and RO treatment system were significant,
ranging from $2,100,000-$4,200,000. Ion exchange and RO were selected for the desktop evaluation
because they are proven technologies expected to be capable of achieving the low concentrations
necessary to meet the current effluent discharge limits.
To further evaluate potential treatment options, to specifically identify more cost-effective options,
Dewberry performed treatability testing to evaluate the efficacy of other treatment methods. The results
presented in subsequent sections do not indicate the more cost-effective treatment options will be as
effective at reducing copper and zinc in the effluent. The ion exchange system and opinion of probable
costs presented in the July 7, 2021 Metals Treatment Alternatives Analysis are still applicable.
2.0 Protocol
Bench testing was performed on WTP effluent discharged from the sludge thickener basin. Dewberry
performed bench scale testing of five (5) treatment alternatives:
• Ion Exchange (with and without prefiltration)
• Clay Blend Media Adsorption
• Activated Carbon Adsorption
• Sodium Hydroxide Precipitation
Bench scale tests were planned for sulfide precipitation, however due to supply chain issues Dewberry
was unable to obtain the sulfide chemical necessary to perform the testing. Thus, the test was not
performed.
Test protocols were developed as proof -of -concept testing, which is intended to determine if a particular
treatment method is effective, and not to obtain sizing criteria or optimize treatment options.
Ion exchange tests were performed on the Lewatit MonoPlus TP207 ion exchange resin provided by
EFFLUENT TREATABILITY BENCH TEST RESULTS 1 OF 3

Lanxess. Ion exchange resin was dosed at concentrations of 2.5 g/L (grams per liter) and 20 g/L resin
into a 2-liter volume of WTP effluent. Ion exchange tests were performed at each dose on filtered effluent
and unfiltered effluent. Samples were filtered with a 0.45 micrometer glass fiber lab filter. For each test,
the reactors were mixed on a stir plate, and samples were collected from the ion exchange reactors at 30
minutes and 2 hours.
Clay beads and rice hull activated carbon were the two adsorption medias tested. The clay blend media
tested was AquaPure Quick Drop supplied by Hubbard Hall. The clay beads were dosed at
concentrations of 3.75 g/L and 30 g/L into a 2-liter volume of WTP effluent. The rice hull activated carbon
was a powdered activated carbon also supplied by Hubbard Hall. The activated carbon was dosed at
concentrations of 7.5 g/L and 12 g/L into a 2-liter volume of WTP effluent. For each test, the reactors
were mixed on a stir plant, and samples from the adsorption reactors were collected at reaction times of
30 minutes and 2 hours.
Sodium hydroxide precipitation was performed at pH targets 8.5 and 9.5 based on the minimum solubility
pH of copper and zinc hydroxides. Sodium hydroxide was used to adjust the pH of a 2-liter reactor of
WTP effluent to achieve the target pH. For each test, the reactor mixed for 30 minutes at the target pH,
then aluminum chlorohydrate settling aid was added to promote solids settling, and a sample was
collected from the supernatant on in the top of the rector.
Treated effluent samples from each bench test were submitted to Enthalpy Analytical, a certified
commercial laboratory, for low level total and soluble copper and zinc analysis.
3.0 Results
Dewberry performed the testing in the Raleigh laboratory on November 8, 2021. The zinc and copper
concentrations in the initial effluent sample were below the current effluent discharge permit limits for
zinc. The total copper concentration was above the current permit limit for copper.
Table 1. Initial Effluent Sample
M
Daily Maximum Permit Limit, ug/L
M
4
0
63
Monthly Average Permit Limit, ug/L
5.2
63
Sample Dissolved Metal, ug/L
1.77
< 10
Sample Total Metal, ug/L
6.56
19.2
At such low initial concentrations, treatment efficiencies are significantly reduced. Table 2 provides the
treated water total copper and total zinc concentrations for each treatment method for the 2-hour contact
period.
t.'�1 Dewberry- EFFLUENT TREATABILITY BENCH TEST RESULTS 2 OF 3

Table 2. Treated Effluent Total Copper and Zinc Data
TECHNIQUETREATMENT
Ion Exchange with
2.5 g/L
COPPER•
• •N,
4.05
PERCENT CONCENTRAI ION,
REMOVAL
38 % < 10 48 %
Prefiltration
20 g/L
3.37
49 %
< 10
48 %
Ion Exchange
2.5 g/L
3.28
50 %
21.7
-13 %
without Prefiltration
20 g/L
2.45
63 %
33.0
-72 %
3.75 g/L
< 1
85 %
10.8
44 %
Clay Media
30 g/L
4.29
35 %
50.1
-161%
Rice Hull Activated
7.5 g/L
7.11
-8 %
38.2
-99 %
Carbon
12 g/L
14.4
-120 %
30.4
-58 %
Hydroxide
pH 9.5
7.25
-11 %
20.0
-4 %
Precipitation
pH 8.5
6.75
-3 %
19.7
-3 %
The results of bench testing indicated the following:
• The concentration of copper and zinc increased in the hydroxide precipitation and rice hull
activated carbon reactors. It is anticipated that this is due to normal variability in the analytical
method at such low concentrations and represents zero removal from these treatment options.
• Ion exchange and clay media adsorption removed copper from the effluent, achieving
concentrations below the 5.2 ug/I monthly average permit limit for all samples and below the 4
ug/I daily maximum limit for several conditions tested.
• Ion exchange with a prefiltration step resulted in zinc being reduced to non -detect while zinc
concentrations increased in the reactors without prefiltration.
The lower doses of the clay media reduced the zinc concentration by 44 % but at the higher doses the
zinc concentration in the reactor nearly doubled. At such low initial concentrations, treatment efficiencies
are significantly reduced; however, for the purpose of demonstrating proof -of -concept, the results indicate
ion exchange, an originally evaluated treatment technique and well -established treatment technique for
metals removal, is effective for reducing concentrations of copper and zinc. For copper, the testing
demonstrated ion exchange is effective for meeting current permit limits. If ASU implements a full-scale
ion exchange system, resin bed sizing would be further evaluated based on desired resin life and
projected breakthrough. Additional testing on effluent with higher copper and zinc concentrations is
recommended to properly size a system. The ion exchange system and opinion of probable costs
presented in the July 7, 2021 Metals Treatment Alternatives Analysis are still applicable.
t.'�1 Dewberry- EFFLUENT TREATABILITY BENCH TEST RESULTS 3 OF 3

III. Modification Received July 7, 2021

,Iula' .20'_13
NP13E 8 WaLsLL'watiLT Program
Dr-paFrtmc31t-Jf D1Vif(:3l33YCnti1 QLAity
i61-7 M231 SL rvic't• C_cnt1!T
IRdlcigh. NC
AppAachian
I
E.71 II d iry i.i01' - �t•uu •d
/y :L�t� 141k j'21 r1'I
LY.II. IIL•, Nk::.9I:W-t 110
.{2H.2Q11F'1
:;R L.Il uldl7�7 jrh IN ILA 1:11LIdIr 1+ II 1
RF: App llanhi111 gtake IFILiyt-l-Aik+' NPDEh PIJrmit NCFJO�.1423 MudifLiMti01k RegILU6L
To W-h- ni Tk NIO' C'Otl,-ellW
APpa61713ian Sutt Uni%-Mitt' 1;ASU) L4 sl3bEllitting thin nL;ijni permit 1nQL itio;Lril?n I%akjI3e$L;,illd t;klppurtin-�
informati;Dn to mare the dL�ehflr;-,e Mt(all INItioll. Th-F AF�U Faker Tl%e11rru'lll Plan 1v+y1TP) I.ILIAIldrggE
backwLqh nFul C 1P wmsta V) Tunis hInnch Rt}1:pw�knir 11nrLer the zIwpi(\m{ of \'P15T,;S' pert111t Nf'�r
The existin;; permit expired Ma Leh 31: air}i ind Al 13 I1a7.3 applierl. 6- r bt1L his IwL yet WuLw-J a ix:nowcd
permit. 'llic ciirrent I7crrnit Ilk18 tin kidnlitji :tnitivelk' exit!n(1ett. A,{ su41111SU IS ELMbU31'ILLL1Lg a perJI]]t
ippliriitiiin midandum to iw[iiagt a Change in the <li56taege r�i1Lf.iII 14)t.pLin11.
The 013FL'Clkt NPI) I i (iisr:h:1 rK+� I ffiti'm I I i9 ilk (:I I1:v,- I111 FXI 11) i1~w t.�) Tht! V4 IFS iuktl kt s[.rrtWl ee Ln'Nikrris 13 ranch
Re-servnir. AqU &-Nires trr mm-f the ctigr llprh OLItf�11114ct1Lk711 ,1gWti,-�k1+!�tlln-ulflIle r-�rv1xu' into Nurris
Branch. Tho pl'i I-02T ' rlri%TF to MOW kh r: rrnl [aI L I�: to L`'dutx 1 rnpilt' L (3-0111. LhO & t11arge on the t; atcr hite lie.
'I11Ltofi iwntiiLSl'.h4irg1J rnrlll tL7+�1-TITIVjlft-NelltRulil117-e L1eid.13Mtlk 1)Ltix't+m - backwmlland -'IP
wgtf�r. Diwchnryingthe -.►dare .;m r.Inse tr: tha illkwlr r"kiLLs LII the. je�yQJLlL�, uIuridt-6ir klc' c�unStikuent.5
txnj ini.n the in[91-e rnr rr.111cirvatl iXitl. 1ti additiorl1 the UfflUeat clisr'IMUg-! 1.1LIAtirbs the bottom of the Lak-p,
ytirrilIg till sa,llil IS CHILL ill, Ve-nsi11.l; Ow tt1vhj(UL� gild WELur L-iASLI.Ritilts in LILU WTP LLLL1uer1it 11I11(-WLng, n
ri iaCll.jrgn FNAIlt. I1r1Inr',a kill g JIIL {liF:ch a rp,(- dwItiAwain u [ die Nftt:3VQi r ILL N ui ris Brark� h wiLL reni-we the.
tj-C&1 jNr. i nlll; r.k{ un tiLfi IVIT i0o kt,
f k;IJ, DEQ, ati(I Parkitiip014si III iX WIL(I-TerIM call un May .11 am to d:i c'us�i thi patcntinI tr;
1:1l(JVe klYt LOU I[all. DEQ IJ3d1CaltN1 it was Itasible w MUM the dischaTpe lrxatiim U) NorrL4 Enh3Lr.II. 111
.L IdllIon. DEQ aL.reml M t'Inlsitlrr aLL11%virig r 1J to UNP cxrsti no stx)rm�3'atJr infraStnIi"tI t1 i r . jr klle
�1ISCILurge to Nurris Branch. T hi: REQ rrqutsted that the application aMenrlulll inr 113dr tlsr! fc111uWi118;
• An:LL1r1w Of effluent tl-Uw tktB W recnrr-nt-End a neW tlMV 3Utr for MnsirLertitiQLl rLurillS IM�rtlliLking
ah the effluent flf)w rate has cl-Mcatitid witb npp.ritinll of tIL� In.x-prag�NLre I tembCaae EVt.LduL;
r Qw flmv rite fi+om USCaS for thy: pi%, Ppw !d Lim- rjitftill Mc.;lkion ALCIT. kllfi MOil3g skonatiwLrkcr
scMIF 41iR!1L;Lrl;eti tiI Nryris LiraILrls;
• A iP.-;�ihiIit}' iinlyi� a11d [ul LLLe IC-KAILC kind tM']IL 01J arw k'raviL+' bdi:i -WRS13 ih7 Vhargp.
Lily Irvintlrr.IND-Atti'taAl wetw�111141 Lbt,x'VI13%s[Ourrl sewer-t1r141
+ Ail alternatiry w5alwis-zuIJJjJa7i11e N0llatlilk Lrtatnit'at tU-VhrlulC&E [1Fr ri!M-Winp. metals fLnvn
Olt W i P ' EM klerlt La lieu of Lriuv'Lug d3C disc'hiJ rg-e. r'l scuondar v benetit to mgving the outi1311 Will. ha
pOkc'akitiil to i113PFUVC CUMpliancr 1+Zth c+ulkper and zing c ffLucnt LLmits-As AS W01 Stl-UgglP. to Illr;ek
turrtAaL 11u31kL?Uknll Limits (M Cv)pperand zinc, DEQ rn(LuastN] thei1)p1ir-.atirin idd-P17rlirrn i3l(`111(I�
d •1 "R-ii Ivt 1" rpr 1•ry • . IIIF iivivi KL1 •y .ir he, Ir'I �'.511�•I IWJL ­ 1'nrl'•yo' rVIrS 1 "1•I.LIV.t

aR CvLk1kHLtFJ1L OfMet ily, ti-catmcnt oFrtinns rG lltic-.aDSidQTO{I RS,1114 1.0 311:0Ving the
diSC132FPc.
WnterTreiaLmcnt Plant Effluent Flow
•11Yc 41 rEP -i�flltlCnt f[O% " IMSCd OR (Wa collcctM ,TkLIV 2014) - .1111Y 2030 1.� prCtMACd in '1 Bbh 1. W-c rcglJCSt
ulydattxd flOW i3stu ia'1'abli! 1 he i1K'd ft�r &'Veli 111i] 19 �fflu�tlL 1ijlliils. AW LyFiU ll� dory J30L diKhar6L,. dLdly.
Disvllmrgt's typiCiLlIV :)VCILrcn'ar a !�-IMUT L1eTinei. ` hi$ MgUIB IIl all LIlWALI.Mk uI i dllwhiugL of 1,}t) gillcmn
per JninutC (gp3n) at wr.rg-c alW aRrl 41F:F gpil] aI I))--IXi3lkULL1 LIUW.
Table 1, Eff'lUFMI F ICkW i 0.5ed iF111 Ally 20ig - July UCONP Data
WTP F.fflikent Di. lkar-ge
Maximum Flow Qpol 48,000
Noio rLg 1 "" Clx 7Q 10 FlO w
DP.'Wtk°T3T,-nc?iX1iIlakfll Wl.k Y US to &velop a' io tlu-Lv rate fm the proposed -niiit pII Lnc.1lirrn.TIie
prrrpn-,ed ouLfull 1� whL-�rc llltr owtiLLg �w mwmkrscrrcr discharg-Ps to NnTll1 BTA]If:Il. Tile e, tb Liltcl
J1LIJILL%-e area fur tllr 111L}pchsnl disulkirgU liwiLtion (.36.2�.¢iiJ695: 4111169:3l21}) iR �1,;,1? 5(ih1;LrO ITILIe,,;.
T75ere ale ikL) U` Ci$ CGL•ords or 11L4JDitQriLl,Rslrlt111]]5 111Y Ni(wris Kram-IY. A nevrl7v gliAliuti ou Hu+► Ards Cntel-,
M11ON1 wily A rat1011f tllc clralnsgc iU-CN4 t()4:01CUL11tr'. the 7 �a)o flrnu_ 1JgGq e$Linl<LLatl I4)WL l0%V
tr wr{wteJ7511C� b:3Kd can "nutural-flm-y" conditi-mg, as thryn�,h tlLC LLPMFLr am ia1P0111Yt1aLL`ItiL waS JYULI-
dXistUkt. 773]s iS bor4 lusc LILT mcrf]MV ir, IlsiLd d11CiAg high-110W CulldilivM; aCul WULlld mA lar iJ larAor 11ndcr
11lam•-fluvv cx}Rd itic}Rs_ '1%c :1T313111AL 7Q10 ttM'V rite Tan $P_g frn1TM 0,f 8,9 10 r).115 dam. mil:h an av rage find 3
mcdiun ubMt'a.J.2 c(F,. Th-c -cmails docimi nting t170 7QIQ tl4jw inIU17106LM CC{}31Y C«ti are prm3 cl il in
ALtachnscut A -
Existing 21jim-ink :v"v r R,~ ablation
ASU ksim..s tf) USE axi-5tillg. Stnr11l1Miite.l' iRCrMtUtIClurt W QU331'CV the diF,chargc to Nf)rris 11rinCh.
Dpu'trlarr V,�riFIQJ Illat th{: U)CL; Jl? �;!:Qv IiwaLaF sysLL!11L ]S MA t{n'p.Ci!d 13nd-P..I- R permit i1.5i1Yg tke NMF(2
titc?t'M ''ytPF P.�rll)il `IriA ker Alp. FW%-Yb41 J;' pCrifGrMCd .l C31}aCity Mal l3kitL[dl 011 thf. QXi5ti ll�, S Lu1AMI Ler
.V-110m fOr it 2,- f Lr A03A)-2-vUYt t1 irLg a hydraulic Fmoci :Ling softwivc. DF,.kvl)e.71'4 pif)p,)7 of t%wo pjpL!ILLl0
iJYLE V0veCLk1L[ LLlLtFwdi-•t'S, WiLLL t}ph)itFFY}i Iif pix}h, bl-P cnst.� T3nfline frnTF'I �35W1aF0 tei ${,hoof), 19 Ab
s111 L I]slll�'t'"c thU tx7st GpiMUDS Hu d taikd in thr: McW i 15�, gl-nrm 49c wer D'al Lkal.iorL MU]IYUranduaL, Locawd
is ALLikclYmint U. BaKd on the cirakatimi -of the fixLqtijig �1nriik {,ewer sysi Lull aLld tlLe I)rOPUStLd
i11LP11) •imtnt;, dw mL4ting stilmR s}-stem his, the Np;jcity M {•arl�. th-2 -a�ldil3'1113<11 lisokr�-ash dmcrirg-p.
UPGLI LLPPFnval of the ntw disLhar, -c r}ntfil1, A.5l] will Selecl 11)UMMCL pipchnc ullcrnutiTres.
Pig= 2 :r 4

NNlak Ibr Rr,]-{vp
Finakintion of Metmis'l,estm"t Sysdemm
-111L' NCDEQ htls MCLncttNI thL' M-1113ntion rrfM-o metjl-� m-ar'lew ;tlternative-� f5r L'+itk p'l1,1m3L to thc
request io mGve the -discharge c'ntt,LLL w N-orrLs Branch- Dowt-erry [Levebptxl ix pre1133MUiry uvidinition cif
rCV-CMC oani ni5 in(I ion e.xrhanp. Thr PrP.liktliNIFY e%'AlkiklIi01L iMIULLLA tol)c-tptuul �IZII K anLL
dcvckprnent dr-ricer of mepnituIP.IN-Ai. . The MetjLL� TL+r,,itnjei)tAlLern Lti+'-(� is ILLNchcd in
Attachment C.
Reverse C7smosL9 a17d [(>n R-m.h7ng-� wn%Il{l 1}4' -4f-e-Aii-Ve at 1%e33LLF-k'i14g OUppft alld ZLni and cm achiei'e the
Cft1kLCDt lira its 4 thr. rxisting' P [41:3 pe rm-3t. Table 2 s the ugirLir)na of probablc capitol nxau�
A rr t IYe i r+il ritip.ni opi i0 ns a nd IS454 {j piptliLle.
TAble z, Prelimiilury OIxiniuns of .Prubablr Costs
Altr-mative
Cost
M-Lwe Di,. uhilrgc fipulhic 1,5.gj u- 5 61.imw)
Inn Exchang-�
S 21100Far (
R,wtrse OSEELus12, 1 s 4:12CJCJ CJCJCJ
Hirtaric:aL dat7 indjmtp3 >).))% nnil >9-6% d aiiyt from kike r1'1'1' iwake ixm rt'3nia+'td In the 'r1• rP
prnccs= and im not dimhar ;cad ImA to Norrt� Rr,Lnr]l-'nlL! cuppfl' i)aLl 6111C Mlno-%'- {1 are pmiumcd to he
ix 3Luik cLl in the LLldpe f14711tj i lS(-. eX i4tin.t �141.1lp� [Mckc 11tr, TI)v cusLx of i-U11 C XhMkgU ai3d 3x!%'t'rsL mrmmiiti
ire yen• ILidh fni thF- miiiirn,LI idditinnql mpl)er a i i J eLIL�: DO3kC' s1] LIka1 51'A 1_'V p1x}k'idc'd bL-xonii Vehat is
ren7O'rxj and not L+ettlrrl-'d Lo [[I-c Ia�u.
Rnt1) treatment pltern;itIwq haVU {i@iyiiL 13LL<3' LLigkrtinjai al QO*tL t1l.11L t11C Casts asaxiattd with moving
t11e di{r:h,7rf,C LuL:ixLjLIIL. I31 ticlLlilion, ILit! LfL•iLhRen.L At-raatiVes will hotix! annual openuingtr ;t wh jr!h will
Lu m in irn;lI f w a neu (I itrljgiy e IfWM i( . Tho. Lrt Nt n]cLLt ikitt runt i+'L's aLIMJ & M)t 1tLie3'e Ole l)rinl l Py
cbjmti-vQ whiQjL iE tL� inuou iLLt OLLlfa]I duwa6tmirn of Ox watcrtrcatmcnt plain t Lntake. Ar,.SlLrh, ti-pfi I7pt'r,
LItLL!raLilSed ILIW1 J]iuwiILK the {11LtLL1 iS lhG »LcSL cfft tint mcl110d tO schieVO. the I11iMLtV ol,jecL[V-eS UE
rud11r'ing iI71pilot r,f Lh-2 �-ffILLe151 00 LILT• vrKii-r irLtakc anal ilnprrMngr!oml)liani!e with Fffli ent rnppgT knd
?31kL, Lim i Ls. U you al!pru al of thu new dlsc'ho rgt locstinn, ASU rill salrrt en altemitis'c Fni car ItiuLitiliug to
t1)V Sc14'I1' an{l JiULHDit CIn11l di:-sil;n do cnuumlatif}n (irr At1Ihiirjy:iiinh bi ivrrl7Mrki{•i,
I LLpprccl Ltl vcmri cnsidcralion of tLr: lxrmit mndirmitimi LF.tpLF-3t, P11W-t I&] free tO GURI&A 1]]e dt
N 28.26V-878.1 uith :l:Lptitic ns roprrlin q t Ilia s1 dlmittaL.
8JCLL' ,
[salad Ge}-cltir
Cz AilthOn4' Miflur, PE
Leigh - L,FLl?udlrv. PE
Pmx! i & :

moQm•
du: ?.2021
EocLuv,cri:
4tRlmwak-USOxL�9vL)Jk�&k
AkMI L R B.Ex§tngSWIM &W- L auAbn
RRa hmcntC-NkaliTret ment Alternativeg@RKg6

Attachment A
Russell, Jocelyn
From: Weaver, John C <[e-mail]>
Sent: Tuesday, June 15, 2021 5:34 PM
To: Russell, Jocelyn
Cc: Dudley, Leigh -Ann; Albertin, Klaus P; Weaver, John C
Subject: RE: [EXTERNAL] Appalachian State University Stormwater Discharge Streamstats
Drainage Area
[CAUTION] External Email. DO NOT click links or open attachments unless expected. Please use the "Phish Alert" button to report all
suspicious emails.
Jocelyn,
In the low -flow response to you on April 6, 2021, the estimated low -flow characteristics were based on "natural -flow'
conditions as though the upstream impoundment was non-existent. Please review the information shown within the
April 6 email using red font color. As I do not have any USGS records of discharge for the points of interest, there is no
means to account for the presence of this upstream feature in the downstream low -flow characteristics. Therefore, the
provided estimates were described as being reflective of "natural -flow" conditions.
I didn't completely follow the meaning of your statement within your email saying, "From observations in the field, we
know that the ASU Lake/impoundment's overflow ties in further downstream and does not contribute to the flow at the
selected point." As the overflow is used during high -flow conditions, this would not be a factor under low -flow
conditions. Examination of Google Earth imagery does indeed appear to show the overflow channel tying back into the
stream downstream from the points of interest. But again, the low -flow estimates do not account for the presence of
the impoundment.
I completed a quick drainage -basin delineation within the USGS Streamstats application for the new location
coordinates you provided in today's email. The drainage area for this point of interest is still 0.37 sgmi, indicating no
change from the drainage area associated the point of interest for the April 6 low -flow estimates. Thus the low -flow
estimated provided via the April 6 email remain in effect.
If this still does not address your questions, please let me know.
Thank you.
Curtis Weaver
J. Curtis Weaver, Hydrologist, PE Email: icweaverOusas.aov
USGS South Atlantic Water Science Center Online: httas://www.usas.aov/centers/sa-water
North Carolina - South Carolina - Georgia
3916 Sunset Ridge Road
Raleigh, NC 27607
Phone: [phone] // Fax: [phone]
From: Russell, Jocelyn <[e-mail]>
Sent: Tuesday, June 15, 2021 11:23 AM
To: Weaver, John C <[e-mail]>

Cc: Dudley, Leigh -Ann <[e-mail]>
Subject: [EXTERNAL] Appalachian State University Stormwater Discharge Streamstats Drainage Area
This email has been received from outside of DOI - Use caution before clicking on links, opening attachments, or responding.
Hi Curtis,
In April we inquired about the 7Q10 for a potential future wastewater discharge to be located on Norris Branch,
approximately 700 feet downstream from ASU Lake. We understand there is not flow data on Norris Branch so the 7Q10
evaluation was based on comparing the drainage area for the proposed location and the drainage area for Howards
Creek which does have flow measurement. Since then, we have been able to identify a more exact discharge location
(36.2380695,-81.6683120). The streamstat report shows that the ASU Lake/impoundment contributes to the flow in the
stream at the proposed discharge location. From observations in the field, we know that the ASU Lake/impoundment's
overflow ties in further downstream and does not contribute to the flow at the selected point. Prior to submitting an
application to NC DEQ to move our outfall to the new location, we would like to confirm the estimated 7Q10 at the
proposed discharge location. Can you help us understand if the drainage area being estimated by Streamstats is
accurate since ASU lake does not discharge through the new point of interest? We would be happy to schedule a call to
review our question if that would be helpful.
Thank you!
4

Jocelyn Russell, EIT
Staff Engineer
2610 Wycliff Road, Suite 410
Raleigh, NC 27607-3073
919.746.9627 C 518.353.2274
Dewberry
rn V Co 0
www.dewberry.com
Visit Dewberry's website at www.dewberry.com If you've received this email even though it's intended for someone
else, then please delete the email, don't share its contents with others, and don't read its attachments. Thank you.

Russell, Jocelyn
From: Dudley, Leigh -Ann
Sent: Thursday, June 10, 2021 10:43 AM
To: Russell, Jocelyn
Subject: FW: USGS response to DWR USGS Low Flows request # 2021-117 (dated 2021/03/31)
for Norris Branch Watauga County ... RE: [EXTERNAL] Low -flow request approval
Leigh -Ann Dudley, PE
Associate, Project Manager
Water Market Segment
2610 Wycliff Road, Suite 410
Raleigh, NC 27607-3073
D 919.424.3764 C 919.418.1727
LICENSED PE: NC, AL
49 Dewberry.
in V Co Q
www.dewberry.com
From: Weaver, John C <[e-mail]>
Sent: Tuesday, April 6, 2021 11:42 AM
To: Whitmyer, Holly <[e-mail]>
Cc: Hill, David A <[e-mail]>; [e-mail]; Montebello, Michael J
<[e-mail]>; Albertin, Klaus P <[e-mail]>; Weaver, John C
<jcweaver@us�s.�ov>
Subject: USGS response to DWR USGS Low Flows request # 2021-117 (dated 2021/03/31) for Norris Branch Watauga
County... RE: [EXTERNAL] Low -flow request approval
[CAUTION] External Email. DO NOT click links or open attachments unless expected. Please use the "Phish Alert" button to report all
suspicious emails.
Ms. Whitmyer,
In response to your inquiry about the low -flow characteristics for a location on Norris Branch approximately 700 feet
downstream from a small impoundment adjacent Howard Knob near Boone in central Watauga County, the following
information is provided:
For the record: The point of interest is located approximately 700 feet downstream from the dam for a small
impoundment (ASU Lake) located on the stream. The estimated low -flow characteristics provided below do not account
for the presence of this impoundment on the stream but rather reflect "natural flow" conditions as though the
impoundment was nonexistent.

No USGS discharge records are known to exist for the point of interest, identified by the lat/long coordinates (36.23790,
-81.66773) provided via email dated 03/31/2021 from the DWR USGS Low Flow portal following your request
submission. However, a check of the low -flow files here at the USGS South Atlantic Water Science Center (Raleigh
office) indicates previous low -flow determinations for two points of interest on Norris Branch upstream from the point
of interest (closer to the dam for the impoundment). Completed in 1968 and 1984, the low -flow characteristics were
estimated based on transfer of flow characteristics from a nearby USGS partial -record site on Howard Creek at Sands
(station id 03160310, drainage area at 10.3 sgmi).
In the absence of site -specific discharge records sufficient for a low -flow analysis, estimates of low -flow characteristics at
ungaged locations are determined by assessing a range in the low -flow yields (expressed as flow per square mile
drainage area, or cfsm) at nearby sites where estimates have previously been determined.
A basin delineation completed using the online USGS Stream5tats application for North Carolina
(https://streamstats.usgs.gov/ss/) indicates the drainage area for the point of interest (StreamStats adjusted
coordinates 36.23792,-81.66773 NAD83) is 0.37 sgmi, which confirms the drainage area submitted as part of the
request information.
For streams in Watauga County, low -flow characteristics published by the USGS are provided in two reports:
(1) The first is a statewide report completed in the early 1990's. It is USGS Water -Supply Paper 2403, "Low -flow
characteristics of streams in North Carolina" (Giese and Mason, 1993). An online version of the report is available at
http://Pubs.usgs.gov/wsp/2403/report.pdf. The report provides the low -flow characteristics (based on data through
1988) via regional relations and at -site values for sites with drainage basins between 1 and 400 sgmi and not considered
or known to be affected by regulation and/or diversions.
(2) The second is a statewide report published in March 2015. It is USGS Scientific Investigations Report 2015-5001,
"Low -flow characteristics and flow -duration statistics for selected USGS continuous -record streamgaging stations in
North Carolina through 2012" (Weaver, 2015). The report is available online at
http://Pubs.usgs.gov/sir/2015/5001/. The report provides updated low -flow characteristics and flow -duration statistics
for 266 active (as of 2012 water year) and discontinued streamgages across the state where a minimum of 10 climatic
years discharge records were available for flow analyses.
Low -flow characteristics estimated for point of interest:
Inspection of the two reports indicates the presence of four (4) nearby selected USGS partial -record site (4) and
continuous -record streamgages (0) in the general vicinity of the point of interest where low -flow characteristics were
published. Among these 4 sites, the low -flow discharge yields for the indicated flow statistics are as follows:
Annual 7Q10 low -flow yields =_> from 0.23 to 0.42 cfsm (average about 0.32 cfsm, median about 0.33 cfsm)
Annual 30Q2 low -flow yields =_> from 0.49 to 0.91 cfsm (average about 0.72 cfsm, median about 0.74 cfsm)
Winter 7Q10 low -flow yields =_> from 0.31 to 0.57 cfsm (average about 0.46 cfsm, median about 0.48 cfsm)
Annual 7Q2 low -flow yields ==> from 0.39 to 0.7 cfsm (average about 0.57 cfsm, median about 0.61 cfsm)
Average annual discharge yields ==> from 1.9 to 3.2 cfsm (average about 2.3 cfsm, median about 2 cfsm)
Application of the above range in yields to the drainage area (0.37 sgmi) for the point of interest results in the following
estimated low -flow discharges:
Annual 7Q10 low -flow discharges =_> from 0.085 to 0.16 cfs (both average and median about 0.12 cfs)
Annual 30Q2 low -flow discharges =_> from 0.18 to 0.34 cfs (both average and median about 0.27 cfs)
Winter 7Q10 low -flow discharges =_> from 0.11 to 0.21 cfs (average about 0.17 cfs, median about 0.18 cfs)

Annual 7Q2 low -flow discharges ==> from 0.14 to 0.26 cfs (average about 0.21 cfs, median about 0.23 cfs)
Average annual discharge discharges ==> from 0.7 to 1.2 cfs (average about 0.85 cfs, median about 0.74 cfs)
Please note:
(1) The estimated flows are provided in units of cubic feet per second (cfs).
(2) The low -flow yields provided above are rounded to 2 significant figures. Estimated low -flow discharges less than 1
cfs are rounded to 2 significant figures. If between 1 and 100 cfs, then rounded to 1 decimal place; if greater than 100,
then rounded to the nearest whole number (zero decimal places).
(3) The information provided in this message is based on a preliminary assessment and considered provisional, subject
to revision pending collection of future data and further analyses.
These provisional streamflow statistics are provided via the DWR USGS Low Flows cooperative agreement between the
USGS and the N.C. Department of Environmental Quality, Division of Water Resources.
Hope this information is helpful.
Thank you.
Curtis Weaver
3. Curtis Weaver, Hydrologist, PE Email: icweaver(a)usas.aov
USGS South Atlantic Water Science Center Online: httns://www.usas.aov/centers/sa-water
North Carolina - South Carolina - Georgia
3916 Sunset Ridge Road
Raleigh, NC 27607
Phone: [phone] // Fax: [phone]
From: Albertin, Klaus P <[e-mail]>
Sent: Wednesday, March 31, 2021 9:16 AM
To: [e-mail]
Cc: Albertin, Klaus P <[e-mail]>; Hill, David A <[e-mail]>; [e-mail];
Weaver, John C <[e-mail]>; Montebello, Michael J <[e-mail]>
Subject: [EXTERNAL] Low -flow request approval
This email has been received from outside of DOI - Use caution before clicking on links, opening attachments, or
responding.
Your request has been approved and will be forwarded to USGS. A response from USGS usually takes 7 -10 business
days.
Request Flow Statistic Approval

Request ID: 117
Requestor: Holly Whitmyer
Requestor e-mail:[e-mail]
Requestor Phone: [phone]
Local Government:
Public Water Supply:
Consultant: Dewberry
Contact: Holly Whitmyer
Reason: Permit
River/Stream: Norris Branch
Drainage Area (sq. mi.): 0.37
Latitude: 36.23790
Longitude:-81.66773
Other Information:
Statististics: ["7Q10","7Q10 - Winter","30U',"Average Annual"]
Approved by: Albertin, Klaus P
4

ff De be ,
MEMORANDUM
DATE: July 7, 2021
TO: Mr. Daniel Gryder (Appalachian State University)
FROM: Anthony D. Miller, PE
SUBJECT: Appalachian State University Water Treatment Plan — Stormwater Infrastructure Analysis
Message
1.0 Introduction
Appalachian State University (ASU) is submitting a major permit modification request and supporting
information to move the current sludge thickener discharge outfall location. The ASU Water Treatment
Plant (WTP) currently discharges backwash and CIP waste to Norris Branch Reservoir under the
auspices of NPDES Permit NC0044423. The existing permit expired March 31, 2021 and ASU has
applied for but has not yet received a renewed permit. The current permit has been administratively
extended, and as such, ASU is submitting a permit application addendum to request a change in the
discharge outfall location.
The current NPDES discharge outfall is in close proximity to the WTP's intake structure in Norris Branch
Reservoir. ASU desires to move the discharge outfall location downstream of the reservoir into Norris
Branch. The primary driver to move the outfall is to reduce impact from the discharge on the water intake.
A secondary benefit to moving the outfall will be potential improvements to the numerical zinc and copper
limits at the new outfall. ASU, NCDEQ, and Dewberry participated in a conference call on May 4, 2021 to
discuss the potential outfall move. DEQ indicated it was feasible to move the discharge location to Norris
Branch. In addition, DEQ agreed to consider allowing ASU to use existing stormwater infrastructure to
convey the discharge to Norris Branch. The following memo highlights existing conditions, proposed
outfall relocation options, and an evaluation of the existing stormwater system.
2.0 Existing Conditions
Figure 1 attached shows the WTP and the existing stormwater system. The existing stormwater system
consists of a series of storm pipes ranging in sizes from 12" to 24". The existing stormwater system flows
from west to east and outfalls to the northeast of the WTP into the Norris Branch. At the discharge point
to the northeast, there is an existing stormwater structure that dissipates energy at the outfall of the
system.
The stormwater system conveys stormwater generated from overland flow within the WTP. Off -site
stormwater flow is conveyed through a storm system that is located at the southwestern portion of the
WTP. Overland flow to this system originates to the south of the site and then bypasses the site.
Therefore, stormwater from this area was not considered in the evaluation.
The existing sludge thickener that is located at the WTP currently sends its discharge to the north of the
site to Norris Branch Reservoir. The existing reservoir is currently used as a monitoring station and
holding area. The location of the sludge thickener discharge raises concerns due to impact from the
discharge on the water intake. The concentration of copper and zinc in the wastewater at times exceeds
the limits of copper and zinc of 4 pg/L and 63 pg/L, respectively. This is due in part to the current
discharge of the sludge thickener.
ASU WTP STORMWATER INFRASTRUCTURE ANALYSIS 1 OF 3

3.0 Proposed Improvements
Proposed improvements for this project include the installation of a new 6" Ductile Iron sludge thickener
outlet pipe extension. Based on conversations with ASU, two options utilizing the existing treatment plant
processes are proposed for the improvements. See attached Figure 2 for a diagram of the proposed
options.
Option 1: Proposed improvements associated with this option include the installation of approximately 35
LF of 6" Ductile Iron pipe. This option would tie the proposed outlet pipe into a nearby storm structure at
an invert elevation of 3458.17 and utilize the existing stormwater system to discharge into Norris Branch
downstream of the dam. The proposed outfall monitoring point will be located at the end of the new 6"
Ductile Iron pipe. With the invert of 3460.92 at the sludge thickener discharge, the sludge thickener could
dewater approximately 2.75' lower than the existing invert of the 6" outlet pipe. Preliminary probable
construction cost for this option is $15,000.
Option 2: Proposed improvements associated with this option include the installation of approximately
240 LF of 6" Ductile Iron pipe and a new doghouse manhole to be placed on the existing 24" storm pipe
downstream and utilize the existing stormwater system to discharge into Norris Branch downstream of the
dam. The proposed outfall monitoring point will be located at the end of the new 6" Ductile Iron pipe. The
proposed doghouse manhole would be placed on the storm pipe so the invert elevation would be
3451.00. This would allow for the sludge thickener to be drained to an elevation of 3451.00, which is
approximately 2.5' above the bottom of the sludge thickener. Preliminary probable construction cost for
this option is $61,000.
4.0 Stormwater Evaluation
To determine the feasibility of the proposed improvements to the sludge thickener outfall, Dewberry
performed a capacity evaluation of the existing stormwater system. Existing hydrologic conditions were
evaluated based on the Rational Method for the 25-year storm event. Rainfall values for the project area
were determined by utilizing NOAA Atlas 14 for precipitation intensity. A weighted Rational Method Runoff
Coefficient (c-value) was determined for the drainage area(s) using the existing land use. Time of
concentration values were set to 5 minutes for the catchment(s) as most of the stormwater flow comes
from paved surfaces and ultimately is channelized within storm conveyances. See Figure 3 attached for a
drainage area map.
Hydraulic computer modeling for evaluating the existing storm system was performed using the AutoCAD
Express software program. The modeling software determined the hydrograph for the existing system
based on the drainage area, c-value, and time of concentration. In addition to the flow generated by
rainfall through the stormwater system, the evaluation also included the discharge rate from the sludge
thickener of 400 GPM (0.89 cfs). Using the 25-year outflow from the hydrograph and added flow from the
sludge thickener pipe capacity was determined for the stormwater system. See the calculation reports at
the back of this memo.
Option 1 will discharge to an existing 18" storm drain located near the sludge thickener. Based on the flow
rate resulting from the 25-year storm event and the added flow from the sludge thickener, the existing 18"
pipe is at 46% capacity and the downstream 24" pipe is at 23% capacity.
Option 2 will discharge to an existing 24" storm drain located near the existing clearwell. Based on the
flow rate resulting from the 25-year storm event and the added flow from the sludge thickener, the
existing 24" pipe is at 23% capacity.
IF Dewberry-
ASU WTP STORMWATER INFRASTRUCTURE ANALYSIS 2 OF 3

5.0 Conclusion
Based on the proposed improvements associated with project and the evaluation of the existing
stormwater system, the existing storm drainage conveyance system has the capacity to carry the
additional 400 GPM discharge from the sludge thickener.
Attachments
1. Figure 1: Existing Conditions
2. Figure 2: Proposed Improvements
3. Figure 3: Drainage Area Map
4.Option 1 Stormwater Evaluation
5.Option 2 Stormwater Evaluation
6.Option 1 Preliminary Opinion of Probable Construction Cost
7.Option 2 Preliminary Opinion of Probable Construction Cost
ASU WTP STORMWATER INFRASTRUCTURE ANALYSIS 3 OF 3

1 2 3
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SCALE:
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SCALE: 1" = 30'
REVISIONS
DI TOP=3464.86 CLEARWELL
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- \ \ WEIR TOP=3468.10 -
DI TOP=3469.00 ' x '
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THICKENING TANK 18"HDPE IN=3462.37 _ TREE REMOVAL ZONE
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- -� DI TOP=3471.33 JB TOP=3465.20
INVERT OUT: 3460.92 15"RCP IN=3457.10
' .18"RCP IN=3456.83
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LOCATION 24 RCP IN=3455.60
DI TOP=3469. 19�, 24 "RCP OUT=3454.60
:4' "s ` 18"HDPE IN=3462.79
4o'h "HDPE OUT=3462.79OPTION 2 SAMPLING
INV= f LOCATION
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TITLE
PROPOSED
IMPROVEMENTS
DEI PROJECT NO: 50140792
SHEET NO.

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Dewberry
Dewberry Engineers Inc.
9300 Harris Corners Pkwy - Suite 220
Charlotte, NC 28269
Phone: [phone]
Fax: [phone]
www.dewberry.com
NCBELS #F-0929
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REVISIONS
No. DATE I BY I Description
DRAWN BY JGL
APPROVED BY ADM
CHECKED BY BML
DATE JULY 7, 2021
TITLE
DRAINAGE
AREA MAP
DEI PROJECT NO: 50140792
SHEET NO.
FIGURE 3

Hydrology Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Drainage Area - Option 1
Hydrograph type
= Rational
Storm frequency (yrs)
= 25
Drainage area (ac)
= 1.100
Rainfall Inten (in/hr)
= 8.403
OF Curve
= ASU.IDF
Q (cfs)
7.00
.M
5.00
i
3.00
2.00
0.00
0
Runoff Hyd - Qp = 6.47 (cfs)
Thursday, Jul 8 2021
Peak discharge (cfs) = 6.470
Time interval (min) = 1
Runoff coeff. (C) = 0.7
Tc by User (min) = 5
Rec limb factor = 1.00
Runoff Hydrograph
25-yr frequency
5
Hydrograph Volume = 1,941 (cuft); 0.045 (acft)
Q (cfs)
7.00
M
5.00
4.00
3.00
2.00
MR1111
N- 0.00
10
Time (min)

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Existing 18_in
Outfall
Circular
Diameter (ft)
= 2.00
Invert Elev (ft)
= 3434.18
Slope (%)
= 1.62
N-Value
= 0.013
Calculations
Compute by:
Known Q
Known Q (cfs)
= 7.36
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Friday, Jul 9 2021
= 0.69
= 7.360
= 0.97
= 7.60
= 2.52
= 0.96
= 1.90
= 1.59
Elev (ft) Section Depth (ft)
2.82
3437.00
2.32
3436.50
1.82
3436.00
1.32
3435.50
3435.00
0.82
3434.50
0.32
3434.00
3433 50
-0.18
0 68
0
2
Reach (ft)
3
4

Hydrology Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Jul 8 2021
Drainage Area - Option 2
Hydrograph type
= Rational
Peak discharge (cfs)
= 14.37
Storm frequency (yrs)
= 25
Time interval (min)
= 1
Drainage area (ac)
= 3.490
Runoff coeff. (C)
= 0.49
Rainfall Inten (in/hr)
= 8.403
Tc by User (min)
= 5
OF Curve
= ASU.IDF
Rec limb factor
= 1.00
Q (cfs)
15.00
12.00
.M
3.00
0.00 -Y
0
Runoff Hyd - Qp = 14.37 (cfs)
Runoff Hydrograph
25-yr frequency
5
Hydrograph Volume = 4,311 (cuft); 0.099 (acft)
Q (cfs)
15.00
12.00
M
3.00
-N- 0.00
10
Time (min)

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Existing 24_in
Outfall
Circular
Diameter (ft)
= 2.00
Invert Elev (ft)
= 3434.18
Slope (%)
= 32.71
N-Value
= 0.013
Calculations
Compute by:
Known Q
Known Q (cfs)
= 15.26
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Thursday, Jul 8 2021
= 0.46
= 15.26
= 0.55
= 27.62
= 2.01
= 1.41
= 1.69
= 12.32
Elev (ft) Section Depth (ft)
3437.00 2.82
2.32
3436.50
1.82
3436.00
1.32
3435.50
3435.00
0.82
3434.50
0.32
3434.00
-0.18
3433 50
0 68
0
2
Reach (ft)
3
4

Preliminary
Opinion of Probable Construction
Cost
Dewberry
ASU Sludge Basin Outfall Feasibility
D—bn y Engross=a Inc.
PROJECT NO.:
50140792
TRADE:
SITE
9300 H—i, Co=nee P�k—y - snit, 220
Ch�l tta, NC 28269
PHASE:
Preliminary Cost Estimate
DATE:
07/07/21
LINE ITEM
MATERIALS
LABOR
EQUIPMENT
TOTAL
NO.
ITEM
NO.
UNITS
$/UNIT
NO.
UNITS
$/UNIT
NO.
NIT
$/UNIT
COST
Misc. Items
Mobilization
1
LS
$5,000.00
$5,000.00
Demolition/ESC
Demolition of Existing Asphalt
12
SY
$25.00
$300.00
Temporary Silt Fence
35
LF
$4.15
$145.25
Stone Outlets
1
EA
$250.00
$250.00
Temporary Seeding and Mulching
0.01
AC
$4,000.00
$40.00
Inlet Protection
1
EA
$500.00
$500.00
Erosion and Sediment Control Maintenance
1
MO
$1,500.00
$1,500.00
Site Work
8" Aggregate Base Course
12
SY
$5.50
$66.00
4" Asphalt Surface Course
12
SY
$25.00
$300.00
Permanent Seeding
0.01
AC
$4,500.00
$45.00
Grading and Stormwater
Utilities
Connect to Existing Structure
1
EA
$1,000.001
$1,000.00
Pipe Excavation
35
LF
$25.00
$875.00
6" DIP 1
35
LF
$45.00
1
1
$1,575.00
SUB -TOTAL
$11,596.25
30.0%
Construction Contingency
$2,443.88
SUB -TOTAL
$2,443.88
TOTAL
$14,040.13
$15,000.00
NOTES:

Preliminary
Opinion of Probable Construction
Cost
D
wherry
ASU Sludge Basin Outfall Feasibility
I newkerny Engineers Inc.
PROJECT NO.:
50140792
TRADE:
SITE
9300 Harrie Corners Parkway - Suite 220
PHASE:
Preliminary Cost Estimate
DATE:
07/07/21
Cnarmtte, NC 28269
LINE ITEM
MATERIALS
LABOR
EQUIPMENT
TOTAL
NO.
ITEM
NO.
UNITS
$/UNIT
NO.
UNITS
$/UNIT
NO.
NIT
$/UNIT
COST
Misc. Items
Mobilization
1
LS
$10,000.00
$10,000.00
Demolltion/ESC
Site Clearing & Grubbing
0.02
AC
$6,000.00
$120.00
Tree Removal
1
LS
$9,000.00
$9,000.00
Flagging of Clearing Limits
65
LF
$1.25
$81.25
Temporary Silt Fence
250
LF
$4.15
$1,037.50
Stone Outlets
2
EA
$250.00
$500.00
Temporary Seeding and Mulching
0.02
AC
$4,000.001
$80.00
Inlet Protection
3
EA
$500.00
$1,500.00
Erosion and Sediment Control Maintenance
3
MO
$1,500.00
$4,500.00
Site Work
Permanent Seeding
0.02
AC
$4,500.00
$90.00
Utilities
Connect to Proposed Manhole
1
EA
$1,000.00
$1,000.00
Pipe Excavation
245
LF
$25.00
$6,125.00
6" DIP
245
LF
$45.00
$11,025.00
Doghouse Manhole
1
EA
$7,500.00
$7,500.00
SUB -TOTAL
$52,558.75
30.0%1
Construction Contingency
$8,072.63
SUB -TOTAL
$8,072.63
TOTAL
60 631.38
r000,00

Attachment C
Dewberry
MEMORANDUM
DATE: July 7, 2021
TO: Mr. Daniel Gryder (Appalachian State University)
FROM: Ryan P. Ames, PE (Dewberry)
SUBJECT: Appalachian State University Water Treatment Plant — Metals Treatment Alternatives Analysis
Message
Appalachian State University (ASU) operates a water treatment plant (WTP) that draws water from Norris
Branch Reservoir. Currently, wastewater generated by the water treatment process is discharged back to
Norris Branch reservoir under NPDES permit NC0044423. The monthly average copper and zinc limits,
which became effective on January 1, 2021, are 4 pg/L and 63 pg/L, respectively. The concentration of
copper and zinc in the wastewater at times exceeds these limits.
ASU is in the process of requesting a major permit modification to change the location of the NPDES
discharge to a point in Norris Branch downstream of the reservoir. The primary driver to move the outfall
is to reduce impact from the discharge on the water intake. A secondary benefit to moving the outfall will
be that the 7Q10 flow will allow for higher discharge limits for copper and zinc. As part of that permit
application, the North Carolina Department of Environmental Quality (NCDEQ) has requested evaluation
of two alternatives for treatment of copper and zinc to ensure that moving the outfall location is the most
technologically and economically feasible.
Reverse osmosis and ion exchange were evaluated as potential alternatives for removal of copper and
zinc from the wastewater prior to discharge to the Norris Branch Reservoir. The following sections
describe expected effectiveness, preliminary sizing, order of magnitude cost and qualitative comparison
of advantages and disadvantages of each treatment alternative. An evaluation of the cost to move the
discharge outfall is provided under a separate memo.
Ion Exchange
Ion exchange (IX) is a process in which wastewater flows through a bed of specialized media, or resin,
that is designed to adsorb ions that have affinity for active sites on the media. When an ion, such as
copper, is adsorbed onto an active site, it displaces an ion that has a lower affinity for that active site,
such as hydrogen or sodium. Resins for IX processes can be engineered to have greater affinity for
target contaminants, thereby selectively removing those contaminants from the waste stream.
Figure 1 shows a block flow diagram of the conceptual design of an IX treatment system for removal of
copper and zinc from the WTP wastewater. Dewberry proposes that the normal wastewater discharge
would be directed to a 50,000 gallon surge tank over the normal 2 hour discharge period from the existing
sludge thickener. The wastewater would then be pumped to the IX system at a lower rate over
approximately 6 hours per discharge day. At the average discharge volume of approximately 18,000
gallons per day (gpd) this equates to a process flow rate of approximately 50 gpm. This approach helps
to reduce the size and cost of the IX system.
Wastewater would be pumped from the 50,000 gallon surge tank through a cloth media filter. The filter
would reduce solids and turbidity prior to the IX resin beds to prevent fouling and degradation of the
media. Backwash water from the cloth media filter will be directed to the existing sludge thickener and
solids from the backwash water would be disposed with other solids from the water treatment process.
The cloth media filter would discharge to a small tank where sulfuric acid would be added to reduce the
pH to approximately 4 standard pH units (SU) to ensure that copper is in an ionic form that can be
removed by the IX resin. The pH adjusted wastewater would then be pumped through the IX resin beds.
ASU METALS TREATMENT ALTS. ANALYSIS 1 OF 3

Mr. Daniel Gryder
July 7, 2021
For conceptual design purposes, we have assumed that the IX system would be configured in two parallel
trains, and that each train would utilize one vessel of copper selective resin and one vessel of zinc
selective resin. It may be feasible to find a single resin that will efficiently remove both copper and zinc.
Following the IX system, a caustic dosing system will adjust the pH of the treated wastewater to meet pH
limits in the discharge permit.
The IX system would need to be installed in a building. For conceptual design purposes a new 45 foot x
30 foot process building is proposed.
Dewberry developed a conceptual opinion of cost based on the IX treatment system described above.
The approximate capital cost of this system would be on the order of $2.1 million. The opinion of cost is
summarized in Table 1.
Aside from the cost of the media, the IX system would have a low cost of operation. Power cost would be
low because the power demands for the system are limited to low pressure transfer pumps, chemical feed
pumps and mixers. Labor requirements would also be relatively low, limited to periodic filling of pH
adjustment chemicals, monitoring of pressure loss across the resin bed, and sampling to monitor system
performance. Some IX systems have a significant chemical cost for regeneration of the IX media, and as
a result, also have a significant regeneration waste stream that must be managed and disposed. The
media proposed for this system is typically not regenerated, however, this means that the media must be
replaced approximately annually. The cost of annual media replacement would likely be between
$50,000 to $100,000.
Installation of an IX system is not recommended based on this analysis, however, if it is deemed the most
feasible option, pilot testing of IX is recommended prior to detailed design to evaluate resin selection,
resin performance, bed life, relative costs of regeneration versus replacement, and pH adjustment
chemicals.
Reverse Osmosis
Reverse osmosis (RO) is a membrane process that represents a physical barrier for removal of many
contaminants at the molecular level. The water to be treated is pumped through the membrane at high
pressure (125 to 1,000 psi) and contaminants, such as copper and zinc are retained by the membrane in
a concentrated waste stream. To minimize the volume of this concentrated waste stream, a three stage
RO system is proposed. In a multistage RO system, the retained concentrate from one RO system is
directed to the influent of another RO system. Each stage can typically achieve 50% to 75% recovery of
treated water from the wastewater stream.
Figure 2 shows a block flow diagram of the conceptual design of a RO treatment system for removal of
copper and zinc from the WTP wastewater. Dewberry proposes that the normal wastewater discharge
would be directed to a 50,000 gallon surge tank over the normal 2 hour discharge period from the existing
sludge thickener. The wastewater would then be pumped to the RO system at a lower rate over
approximately 6 hours per discharge day. At the average discharge volume of approximately 18,000
gallons per day (gpd) this equates to a process flow rate of approximately 50 gpm. This approach helps
to reduce the size and cost of the RO system.
Wastewater would be pumped from the 50,000 gallon surge tank to a microfilter system. A microfilter will
be installed upstream of the RO system to remove particulates to protect the RO membranes. The micro
filter will discharge into a small tank that will serve as a supply tank for backwashing the microfilter.
Backwash water will be directed to the existing sludge thickener and solids from the backwash water
would be disposed with other solids from the water treatment process.
FO Dewberry. ASU METALS TREATMENT ALTS. ANALYSIS 2 OF 3

Mr. Daniel Gryder
July 7, 2021
A high-pressure pump will convey pretreated wastewater from the backwash supply tank to the three
stage RO system. Permeate will be directed to the outfall for final disposal. The concentrated RO reject
stream will be accumulated in a holding tank for periodic disposal off site.
The microfilter and the RO membrane can be fouled by mineral deposits from the wastewater or by
biological growth. This fouling must be cleaned periodically to maintain the performance of the microfilter
and RO systems. A clean -in -place (CIP) system will be required to remove fouling. The CIP system will
pump an acidic solution through the membranes to remove mineral fouling and a sodium hypochlorite
solution through the membranes to remove biofouling. A chemical feed system will also be included to
add anti-scalant chemical upstream of the RO system to limit mineral fouling.
The RO system would need to be installed in a building. For conceptual design purposes a new 45 foot x
30 foot process building is proposed.
Dewberry developed a conceptual opinion of cost based on the RO treatment system described above.
The approximate capital cost of this system would be on the order of $4.2 million, or approximately two
times the cost of the IX system described above. The opinion of cost is summarized in Table 2.
The cost of operation of the RO system is likely to be greater than the cost of operation of the IX system.
The power cost for the RO system is expected to be higher due to the power required to operate the high
pressure pumps that feed the RO process. The difference in chemical costs is difficult to evaluate
because the RO system will utilize chemicals for the periodic CIP, but may not require regular chemical
dosing for pH adjustment. Labor requirements would also likely be similar between the RO and the IX
systems due to similar activities such as filling of CIP chemicals, monitoring of pressure loss across filters,
and sampling to monitor system performance. The RO system will have a significant operational cost
associated with disposal of the concentrate stream. Depending on membrane performance, the
concentrate waste stream could range from 5,000 to 50,000 gallons per month. The RO membranes
would have a service life of approximately 3 years and replacement cost would be approximately
$20,000.
Installation of an RO system is not recommended based on this analysis, however, if it is deemed the
most feasible option, pilot testing of RO is recommended prior to detailed design to evaluate membrane
performance, volume of the reject stream, potential for fouling, and associated chemical requirements.
Attachments
Figure 1: Ion Exchange Block Flow Diagram
Figure 2: Reverse Osmosis Block Flow Diagram
Table 1: Opinion of Conceptual Capital Cost — Ion Exchange
Table 2: Opinion of Conceptual Capital Cost — Reverse Osmosis
10 Db ASU METALS TREATMENT ALTS. ANALYSIS 3 OF 3

PRELIMINARY
NOT FOR CONSTRUCTION
SULFURIC
CAUSTIC
ACID
BACKWASH
WATER
SUPPLY
BACKWASH
COPPER
ZINC
IX
IX
COLUMN
COLUMN
WITH 30
WITH 30
CF RESIN
CIF RESIN
EXISITING
50,000 GALLON
DISCHARGE
SLUDGE
COVERED
COPPER
ZINC
THICKENER
SURGE TANK
IX
IX
COLUMN
COLUMN
CLOTH MEDIA FILTER
WITH 30
WITH 30
CF RESIN
CF RESIN
SOLIDS TO
OFFSITE
DISPOSAL
LEGEND
PUMP
YTANK
WITH MIXER
ABBREVIATIONS
APPALACHIAN STATE UNIVERSITY METALS
TREATMENT ALTERNATIVE ANALYSIS
CHEMICAL FEED PUMP
ION EXCHANGE BLOCK FLOW DIAGRAM
PROPOSED (BLACK) IX = ION EXCHANGE
SIZE DATE DWG NO REV
EXISTING (GREY)
PROVIDEDFOR
7/7/2021 FIGURE 1
ASU
SCALE NOT TO SCALE SHEET 1 OF 2

PRELIMINARY
NOT FOR CONSTRUCTION
ANTI-
SCALANT
HOLDING TANK
FOR
RO
CONCENTRATE
FOR OFFSITE
DISPOSAL
BACKWASH
3 STAGE RO
MICROFILTER BACKWASH
SYSTEM
DISCHARGE
EXISITING
50,000 GALLON
SYSTEM SUPPLY
SLUDGE
COVERED
TANK
THICKENER
SURGE TANK
CIP SYSTEM
SOLIDS TO
OFFSITE
DISPOSAL
SODIUM
HYPO- ACID
CHLORITE
LEGEND
PUMP
42i
CHEMICAL FEED PUMP
ABBREVIATIONS
APPALACHIAN STATE UNIVERSITY METALS
TREATMENT ALTERNATIVE ANALYSIS
PROPOSED (BLACK)
Dewberry
y
RO =REVERSE OSMOSIS
REVERSE OSMOSIS BLOCK FLOW DIAGRAM
EXISTING (GREY)
CIP = CLEAN IN PLACE
SIZE DATE DWG NO REV
PROVIDED FOR'.
7/7/2021 FIGURE 2
ASU
SCALE NOT TO SCALE SHEET 2 OF 2

Table 1- Preliminary Opinion of Probable Construction Cost Vewbierry
Ion Exchange ASU Metals Treatment Alternative Analysis
Dewberry
Engineers Inc.
PROJECT NO.:
50140792
TRADE: SITE 9300 Harris Corners
Parkway - Suite 220
PHASE:
Preliminary Cost Estimate
DATE: 7/7/2021
Charlotte, NC 28269
Item
Description
Unit gty Unit Cost
Total
1.0 Equipment
1
50,000 gallon batch feed tank
EA 1 $ 75,000
$ 75,000
2
Pre -filter feed pump - 50 gpm
EA 1 $ 5,000
$ 5,000
3
Pre -Filter - Disk Filter
EA 1 $ 125,000
$ 125,000
4
Ion Exchange feed pump
EA 1 $ 5,000
$ 5,000
5
pH adjustment system - acid
EA 1 $ 18,000
$ 18,000
6
Ion Exchange System - 4 x 30 CF columns
EA 1 $ 100,000
$ 100,000
7
ph adjustment system - base
EA 1 $ 18,000
$ 18,000
TOTAL PROCESS EQUIPMENT COST
$ 346,000
2.0 Auxiliary Items (Installed)
8
45' x 30' Building and appurtenances
LS 1 $ 270,000
$ 270,000
TOTAL AUXILIARY ITEMS INSTALLED COST
$ 270,000
3.0 Proiect Capital Costs
TOTAL PROCESS EQUIPMENT COST (TPEC) $
346,000
9
Installation, Piping, Electrical, Instrumentation and Controls
$ 500,000
TOTAL INSTALLED PROCESS EQUIPMENT COST (TIPEC)
$ 846,000
10
Installed Auxiliary Items Cost (Item 2.0)
$ 270,000
Sub -Total
SUM TIPEC+ITEM 15
$ 1,116,000
11
Contractor Overhead and Profit
10%
$ 110,000
12
Contractor General Conditions
Month 6 $ 12,500
$ 75,000
Sub -Total
$ 1,301,000
Contingency
40%
$ 520,000
FIXED CAPITAL COST ESTIMATE:
$ 1,821,000
13
Engineering and Permitting
15.0%
$ 273,000
TOTAL ESTIMATED CAPITAL COST (TCC):
$ 2,100,000
NOTES AND ASSUMPTIONS
1 System is sized for 50 gpm and will typically operate 6 hours per day.
2 Assumes the project is tax exempt
3 Assumes minimum soil bearing capacity of 2000 psf; estimate does not include piles or other special foundations.
4 Assumes adequate primary electrical service exists within 100 feet of the site, or that utility will
provide if new service is required.
5 Does not include costs for auxilliary power source, i.e. generator.
6 Electrical & controls allowance is intended to cover MCCs, wiring & conduit and basic controls.
7 Significant dewatering will not be required for construction of building and tank foundations.

Table 2- Preliminary Opinion of Probable Construction Cost t Dewberry
Reverse Osmosis ASU Metals Treatment Alternative Analysis
Dewberry Engineers Inc.
PROJECT NO.: 50140792
TRADE: SITE 9300 Harris Corners Parkway - Suite 220
PHASE: Preliminary Cost Estimate
DATE: 7/7/2021 Charlotte, NC 28269
Item Description
Unit gty Unit Cost
Total
1.0 Equipment
1 50,000 gallon batch feed tank
EA 1 $ 75,000 $
7S,000
2 Micro Filter, 3-State Reverse Osmosis System, pumps, CIP system
EA 1 $ 1,454,352 $
1,454,400
TOTAL PROCESS EQUIPMENT COST $
1,529,400
2.0 Auxiliary Items (Installed)
3 45' x 30' Building and appurtenances
LS 1 $ 270,000 $
270,000
TOTAL AUXILIARY ITEMS INSTALLED COST $
270,000
3.0 Project Capital Costs
TOTAL PROCESS EQUIPMENT COST (TPEC) $
1,529,400
4 Installation, Piping, Electrical, Instrumentation and Controls
$
500,000
TOTAL INSTALLED
PROCESS EQUIPMENT COST (TIPEC) $
2,029,000
5 Installed Auxiliary Items Cost (Item 2.0)
$
270,000
Sub -Total
SUM TIPEC+ITEM 15 $
2,299,000
6 Contractor Overhead and Profit
10% $
230,000
7 Contractor General Conditions
Month 6 $ 12,500 $
75,000
Sub -Total
$
2,604,000
Contingency
40% $
1,042,000
FIXED CAPITAL COST ESTIMATE: $
3,646,000
8 Engineering and Permitting
15.0% $
547,000
TOTAL ESTIMATED CAPITAL COST (TCC): $
4,200,000
NOTES AND ASSUMPTIONS
1 System is sized for 50 gpm and will typically operate 6 hours per day.
2 Assumes the project is tax exempt
3 Assumes minimum soil bearing capacity of 2000 psf; estimate does not include piles or other special foundations.
4 Assumes adequate primary electrical service exists within 100 feet of the site, or that utility will
provide if new service is required.
5 Does not include costs for auxilliary power source, i.e. generator.
6 Electrical & controls allowance is intended to cover MCCs, wiring & conduit and basic controls.
7 Significant dewatering will not be required for construction of building and tank foundations.