NC0030210_Wasteload Allocation_19970918

NPDE:i DOCUMENT SCANNINU COVER SNEET
NPDES Permit:
NC0030210
Charlotte / Mallard Creek WWTP
Document
Type:
Permit Issuance
�-
Wasteload Allocation
Authorization to Construct (AtC)
Permit Modification
Complete File - Historical
Engineering Alternatives (EAA)
Staff Comments
Instream Assessment (67b)
Speculative Limits
Environmental Assessment (EA)
Document Date:
September 18, 1997
This document is printed on reuse paper -Ignore any
content on t.Ue re,% erse Bide

NPDES WASTE LOAD ALLOCATION
PERMIT NO.: NCO030210
PERMITTEE NAME: Charlotte -Mecklenburg Utility Department
FACILITY NAME: Mallard Creek Water Reclamation Facility
Facility Status: Existing
Permit Status: Renewal
Major 11 Minor
Pipe No.: 001
Design Capacity: 6.0 MGD
Domestic (% of Flow):
Industrial (% of Flow):
97 %
3%
Comments:
Facility wants a tiered permit for 8 MGD (rerating) and 12 MGD
RECEIVING STREAM: Mallard Creek
Class: C
Sub -Basin: 03-07-11
Reference USGS Quad: F16SW (please attach)
County: Mecklenburg
Regional Office: Mooresville Regional Office
Previous Exp. Date: 9/30/99 Treatment Plant Class: Class IV
Classification changes within three miles:
Date: 5/30/97
Date:
Date:
, IL14
Modeler I Date Rec. #
of q 1 855�
Drainage Area (mil ) 37 S Avg. Streamflow (cfs):
7Q10(cfs) 0.&1 Winter 7Q10 (cfs)- 30Q2(cfs) 2.�%
Toxicity Limits:-RV210% Acute/ ro c
Instream Monitoring:
Parameters 00, -�tm ,fit craj,
Upstream 200 4t Location 044&AA.4 C.{�
Downstreaml- 5R1300 Location.
t. sR 130 H en l k i6r k" R.
Effluent
Characteristics
Summer
Winter
BOD5 (m )
NH3-N (mg/1)
D.O. (mg/1)
,r
✓' ) vu t 5
G
TSS (mg/1)
! GS d
,,
F. Col. (/100 ml)
1,1 Vet
pH (SU)
Comments:
A

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Discharge Point
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DEHNR/DWQ
FACT SHEET FOR NPDES PERMIT DEVELOPMENT
NPDES No. NCO030210
Facility Information
Applicant/Facility Name:
Charlotte -Mecklenburg Utility Department/
Mallard Creek WWTP
Applicant Address:
Charlotte -Mecklenburg Utility Department
5100 Brookshire Blvd
Charlotte, NC 28216
Facility Address:
Permitted Flow
6.0 MGD
Type of Waste:
Domestic - 97 %
Industrial - 3 %
Facility/Permit Status:
I Existing/Modification/Expansion
Count
Davidson
Stream Characteristics
Receiving Stream
Mallard Creek
Stream Classification
C
Subbasin
03-07-11
Drainage Area (mi2):
37.5
Summer 7Q10 (cfs)
0.64
30Q2 (cfs):
2.9
Average Flow (cfs):
141.0
IWCC- 6.0 MGD (%):
94%
Miscellaneous
Regional Office:
Mooresville
USGS To o Quad:
F 16 SW
Wasteload Allocation Summary
CMUD has applied for a hydraulic rerating of its Mallard Creek W WTP
from 6 MGD to 8 MGD. In addition, the facility has applied for an
expansion to 12 MGD. The facility discharges to Mallard Creek, a suburban
class C stream. In 1993 the Division completed a calibrated QUAL2E model
for the upper Rocky River watershed including Mallard Creek. The model
indicates that both Mallard Creek and the upper Rocky River have limited
assimilative capacity for additional loadings of oxygen consuming wastes.
At the expanded wasteflows the DO sag is predicted to occur in the Rocky
River therefore instream monitoring sites have been modified accordingly.
Instream DO violations are not predicted at either 8 or 12 MGD. At these
discharge rates the wasteflow is driving the hydraulics of the model.
Toxicants, as well as potential changes in the stream channel as wasteflows
increase, may the principal issues as opposed to instream DO concentrations.
SEP 1;97

Fact Sheet For NPDES Permit Development
NPDES No. NCO026689
Page 2 of 2
DMR/WET Data
No instream DO violations were reported by the facility during the period 1994-1996.
A reasonable potential analysis was conducted for toxicants based on 1994 through 1996
effluent data. In a number of tests for Cr, Pb, Cu, and Ag the detection level was high
which might have influenced the outcome of the analysis. A limit for Cr is
recommended based on the strict interpretation of the reasonable potential analysis. A
detection level of 30 ug/L (as opposed to 5 ug/L) was used for many of the Cr tests.
Monitoring for Cr may be a more appropriate requirement, however, additional tests at a
lower detection level are necessary in order to further evaluate the toxicity potential of
Cr in the effluent. One test for Cr reported an effluent concentration near the allowable.
Li nt i7'5 ad died -for Araxic and Ore mi um olae * h,; iS vet y aw qo a//hc&,k4
Af kr ow V/ aro f wteKly rnoK. *6'ky use Qlnvf shook/ Yae rer; 5%kd
Proposed Schedule for Perrrrfhurt Issuance MORA:'hrj'7 Ox�-
Draft Permit to Public Notice:
Permit Scheduled to Issue:
State Contact
If you have questions on any of the above information or on the attached permit,
please contact Mary Cabe or Andy McDaniel at [phone] ext. 518 or ext.
513, respectively.
Recommended by: /�N�/ Date: i
Reviewed by
Instream Assessment:Date:
Regional SupervisorM- r— Date: 9 $ 977
,��%% Permits & Engineering: Date(/
{��Car,14tWP 114 4Mt Ts aF I Stu/� iS14AW09 , $"'Wc-`m/arc-20k r-
RETURN TO TECHNICAL SUPPORT BY:.
(eovscsrev-

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A. EFFLUENT LIMITATIONS AND MONITORING REQUIREMEN S (April 1 -October 31)
Permit No.
During the period beginning on the effective date of the permit and lasting until expansion above 6 MGD, the Permittee is authorized to discharge from outfall(s) serial
number 001. Such discharges shall be limited and monitored by the Permittee as specified below:
EFFLUENT CHARACTERISTICS
LIMITS
MONITORING REQUIREMENTS
Monthly
Average
Weekly
Avera a
Daily Maximum
Measurement
Fre uency
Sample
Type
Sample
Location'
Flow MGD
6.0
Continuous
Recording
I or E
BOD52
5.0 mg/L
7.5 mg/L
Daily
Composite
E,I
Total Suspended Solids2
30.0 m /L
45.0 m /L
Daily
Composite
E,l
Dissolved Oxygen 3•e
HQ
Daily
Daily
Grab
Grab
E, U, D
E
NH3-N
2.0 mg/L
Daily
Composite
E
Total Residual Chlorines
Daily
Grab
E
Temperature 0Ce
Daily
Grab
E, U, D
Fecal coliforms
200/100 mL
400/100 mL
Dail
Grab
E, U, D
Conductivit 6
Daily
E, U, D
Total Nitrogen NO2+NO3+TKN
Monthly
Composite
E
Total Phosphorus
Monthl
Composite
E
Chronic Toxicit 7
QuarterlyI
Composite
E
Notes:
Sample Locations: E - Effluent, I - Influent, U — Upstream (Mallard Creek) at least 200 feet above the discharge point, D=D1+D2, D1- Downstream (Mallard Creek) at the NCSR
1300 crossing, D2-Downstream (Rocky River) at the NCSR 1304 crossing.
2 The monthly average effluent BOD5 and Total Suspended Residue concentrations shall not exceed 15% of the respective influent value (85% removal).
3 The daily average dissolved oxygen effluent concentration shall not be less than 6.0 mg/L.
4 The pH shall not be less than 6.0 standard units nor greater than 9.0 standard units.
5 Monitoring requirement applies only if chlorine is added for disinfection.
6 Instream monitoring for temperature, dissolved oxygen, fecal coliform, and conductivity shall be conducted three times per week during June, July, August, and September, and
once per week during the remaining months of the year.
7 Chronic Toxicity (Cedodaphnia) P/F @ 90%; February, May, August, November; See Chronic Toxicity section of the Supplement to Effluent Limitations.
There shall be no discharge of floating solids or visible foam in other than trace amounts.

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A. EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS (April 1 - October 31)
Permit P
During the period beginning on the effective date of the permit and lasting until expansion above 6 MGD, the Permittee is authorized to discharge from outfall(s) serial
number 001. (Continued)
EFFLUENT CHARACTERISTICS
LIMITS
MONITORING REQUIREMENTS
Monthly
Average
Weekly
Average
Daily Maximum
Measurement
Frequency
Sample
Type-,
Sample
Location'
Cyanide
5.3 u /L
Weekly
Grab
E
Mercury
0.013 u /L
Weekly
Composite
E
Cadmium
2.1 u /L
Weekly
Composite
E
Lead
27.0 u /L
Weekly
Composite
E
Nickel
2/Month
Composite
E
Chromium
.0 U • l
-2 Ae�W!!
Composite
E
Zinc
2/Month
Composite
E
Arsenic
53. 0 U, I
2/MonthWttVA
Composite
E
Co er
2/Month
Composite
E
Silver
2/Month
Composite
E

A. EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS (Novermber 1 - March 31)
Permit No. NC0030210
During the period beginning on the effective date of the permit and lasting until expansion above 6 MGD, the Permittee is authorized to discharge from ouffall(s) serial
number 001. Such discharges shall be limited and monitored by the Permittee as specified below:
EFFLUENT CHARACTERISTICS
LIMITS
MONITORING REQUIREMENTS
Monthly
Average
Weekly
Average
Daily Maximum
Measurement
Frequency
Sample
Type
Sample
Location'
Flow MGD
6.0
Continuous
Recording
I or E
BOD52
10.0 mg/L
15 mg/L
Daily
Composite
E,I
Total Suspended Solids2
30.0 mg/L
45.0 m /L
Daily
Composite
E,l
Dissolved Oxygen 3,6
Daily
Grab
E, U. D
H4
Daily
Grab
E
NH3-N
4.0 mg/L
Daily
Composite
E
Total Residual Chlorines
Daily
Grab
E
Temperature oCs
Daily
Grab
E, U, D
Fecal coliforms
200/100 mL
400/100 mL
Daily
Grab
E, U, D
Conductivit s
Dail
6
E, U, D
Total Nitrogen NO2+NO3+TKN
MonthlyCom
osite
E
Total Phosphorus
MonthlyCom
osite
E
Chronic Toxicit 7
Quarterly
I Composite
I E
Notes:
Sample Locations: E - Effluent, I - Influent, U — Upstream (Mallard Creek) at least 200 feet above the discharge point, D=D1+D2, D1- Downstream (Mallard Creek) at the NCSR
1300 crossing, D2-Downstream (Rocky River) at the NCSR 1304 crossing.
2 The monthly average effluent BOD5 and Total Suspended Residue concentrations shall not exceed 15% of the respective influent value (85% removal).
3 The daily average dissolved oxygen effluent concentration shall not be less than 6.0 mg/L.
4 The pH shall not be less than 6.0 standard units nor greater than 9.0 standard units.
5 Monitoring requirement applies only if chlorine is added for disinfection.
6 Instream monitoring for temperature, dissolved oxygen, fecal coliform, and conductivity shall be conducted three times per week during June, July, August, and September, and
once per week during the remaining months of the year.
r Chronic Toxicity (Ceriodaphnia) P/F @ 90%; February, May, August, November; See Chronic Toxicity section of the Supplement to Effluent Limitations.
There shall be no discharge of floating solids or visible foam in other than trace amounts.

A. EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS (November 1 - March 31)
Permit No. NC0030210
During the period beginning on the effective date of the permit and lasting until expansion above 6 MGD, the Permittee is authorized to discharge from outfall(s) serial
number 001. (Continued)
EFFLUENT CHARACTERISTICS
LIMITS
MONITORING REQUIREMENTS
Monthly
Average
Weekly
Average
Daily Maximum
Measurement
Frequency
Sample
Type
Sample
Location'
Cyanide
5.3 u /L
Weekly
Grab
E
Mercury
0.013 u /L
Weekly
Composite
E
Cadmium
2.1 u /L
Weekly
Composite
E
Lead
27.0 u /L
Weekly
Composite
E
Nickel
2/Month
Composite
E
Chromium
53.0 v / I
2A41eRth W!!!4
Composite
E
Zinc
2/Month
Composite
E
Arsenic
5 - b / 1
-24L4GRWu,&KIq
Composite
E
Co per
2/Month
Composite
E
Silver
2/Month
Composite
E

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A. EFFLUENT LIMITATIONS AND M NITORING REQUIREMENTS (April 1 - October 31)
Permit No. NCO030210
During the period beginning upon expansion above 6 MGD and lasting until expiration, the Permittee is authorized to discharge from outfall(s) serial number 001.
Such discharges shall be limited and monitored by the Permittee as specified below:
EFFLUENT CHARACTERISTICS
LIMITS
MONITORING REQUIREMENTS
Monthly
Average
Weekly
Avera a
Daily Maximum
Measurement
Frequency
Sample
Type
Sample
Location'
Flow MGD
8:0
Continuous
Recording
I or E
BOD52
5.0 mg/L
7.5 mg/L
Daily
Composite
E,I
Total Suspended Solidsz
30.0 mg/L
45.0 mg/L
Daily
Composite
E,I
Dissolved Oxygen 3.6
Daily
Grab
E, U, D
FI4
M L
•A/b� VA4
Daily
Grab
E
NH3-N
21D mg/L
Daily
Composite
E
Total Residual Chlorines
Daily
Grab
E
Temperature OCs
Daily
Grab
E, U, D
Fecal coliforms
200/100 mL
400/100 mL
Daily
Grab
E, U, D
CondUCtiVity6
Daily
E, U, D
Total Nitrogen NO2+NO3+TKN
Monthly
Composite
E
Total Phosphorus
Monthly
Composite
E
Chronic Toxicity'
Quarterly
Composite
E
Notes:
t Sample Locations: E - Effluent, I - Influent, U — Upstream (Mallard Creek) at least 200 feet above the discharge point, D=D1+D2, D1- Downstream (Mallard Creek) at the NCSR
1300 crossing, D2-Downstream (Rocky River) at the NCSR 1304 crossing.
2 The monthly average effluent BOD5 and Total Suspended Residue concentrations shall not exceed 15% of the respective influent value (85% removal).
3 The daily average dissolved oxygen effluent concentration shall not be less than 6.0 mg/L.
4 The pH shall not be less than 6.0 standard units nor greater than 9.0 standard units.
s Monitoring requirement applies only if chlorine is added for disinfection.
6 Instream monitoring for temperature, dissolved oxygen, fecal coliform, and conductivity shall be conducted three times per week during June, July, August, and September, and
once per week during the remaining months of the year.
7 Chronic Toxicity (Ceriodaphnia) P/F @ 90%, February, May, August, November; See Chronic Toxicity section of the Supplement to Effluent Limitations.
There shall be no discharge of floating solids or visible foam in other than trace amounts.

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A. EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS (April 1 -October 31)
Permit No. NC0030210
During the period beginning upon expansion above 6 MGD and lasting until expiration, the Permittee is authorized to.discharge from outfall(s) serial number 001.
(Continued)
EFFLUENT CHARACTERISTICS
LIMITS
MONITORING REQUIREMENTS
Monthly
Average
Weekly
Avera a
Daily Maximum
Measurement
Frequency
Sample
Type
Sample
Location'
Cyanide
5.3 u /L
Weekly
Grab
E
Mercury
0.013 u /L
Weekly
Composite
E
Cadmium
2.1 u /L
Weekly
Composite
E
Lead
2 0 u /L
Weekly
Composite
E
Nickel
2/Month
Composite
E
Chromium
53.6 Uo"IjCom
osite
E
Zinc
2/Month
om ositeE
Arsenic
t) �1
FfAAeflthV)wklom
osite
E
Co er
2/Month
om osite
E
Silver
2/Month
om osite
E

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A. EFFLUENT LIMITATIONS AND M NITORING REQUIREMENTS (November 1 - March 31)
Permit No. NC0030210
During the period beginning upon expansion above 6 MGD and lasting until expiration, the Permittee is authorized to discharge from outfall(s) serial number 001.
Such discharges shall be limited and monitored by the Permittee as specified below:
EFFLUENT CHARACTERISTICS
LIMITS
MONITORING REQUIREMENTS
Monthly
Average
Weekly
Average
Daily Maximum
Measurement
Frequency
Sample
T e
Sample
Location'
Flow MGD
8.0
Continuous
Recording
I or E
BOD52
10.0 mg/L
15.0 mg/L
Daily
Composite
E,I
Total Suspended Solids2
30.0 mg/L
45.0 m /L
Daily
Composite
E,I
Dissolved Oxygen 3.6
Daily
Grab
E, U, D
H4
A 00.
Daily
Grab
E
NH3-N
g/L
Daily
Composite
E
Total Residual Chlorines
Dail
Grab
E
Temperature OCs
Daily
Grab
E, U, D
Fecal coliforms
200/100 mL
400/100 mL
Daily
Grab
E, U, D
CondUCtiVity6
Dail
E, U, D
Total Nitrogen NO2+NO3+TKN
Monthly
Composite
E
Total Phosphorus
Monthly
Com osite
E
Chronic Toxicit f
Quarterly
Composite
E
Notes:
Sample Locations: E -Effluent, I -Influent, U —Upstream (Mallard Creek) at least 200 feet above the discharge point, D=D1+D2, D1- Downstream (Mallard Creek) at the NCSR
1300 crossing, D2-Downstream (Rocky River) at the NCSR 1304 crossing.
2 The monthly average effluent BOD5 and Total Suspended Residue concentrations shall not exceed 15% of the respective influent value (85% removal).
3 The daily average dissolved oxygen effluent concentration shall not be less than 6.0 mg/L.
4 The pH shall not be less than 6.0 standard units nor greater than 9.0 standard units.
5 Monitoring requirement applies only if chlorine is added for disinfection.
6 Instream monitoring for temperature, dissolved oxygen, fecal coliform, and conductivity shall be conducted three times per week during June, July, August, and September, and
once per week during the remaining months of the year.
7 Chronic Toxicity (Ceriodaphnia) P/F @ 90%; February, May, August, November; See Chronic Toxicity section of the Supplement to Effluent Limitations.
There shall be no discharge of floating solids or visible foam in other than trace amounts.

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A. EFFLUENT LIMITATIONS AND M NITORING REQUIREMENTS (November 1 -March 31)
Permit l'
During the period beginning upon expansion above 6 MGD and lasting until expiration, the Permittee is authorized to discharge from outfall(s)
(Continued)
EFFLUENT CHARACTERISTICS
LIMITS
MONITORING REQUIREMENTS
Monthly
Average
Weekly
Average
Daily Maximum
Measurement
Frequency
Sample
Type
Sample
Location'
Cyanide
5.3 u /L
Weekly
Grab
E
Mercury
0.013 u /L
Weekly
Composite
E
Cadmium
2.1 u /L
Weekly
Composite
E
Lead
2&0 u /L
Weekly
Composite
E
Nickel
2/Month
Composite
E
Chromium
53. D 0 �I
2��1M
Composite
E
Zinc
2/Month
Com Composite
E
Arsenic
3.0 /1
-2/MentthWeeK1
Composite
E
Copper
2/Month
Composite
E
Silver
2/Month
Composite_
E

� I}�i��/�," 17 ���
A. EFFLUENT LIMITATIONS / M I ITORING REQUIREMENT 1 - October 31)
Permit No. NC0030210
During the period beginning upon expansion above 8 MGD and lasting until expiration, the Permittee is authorized to discharge from outfall(s) serial number 001.
Such discharges shall be limited and monitored by the Permittee as specified below:
EFFLUENT CHARACTERISTICS
LIMITS
MONITORING REQUIREMENTS
Monthly
Average
Weekly
Average
Daily Maximum
Measurement
Frequency
Sample
Tye
Sample
Location'
Flow MGD
12.0
Continuous
Recording
I or E
BOD52
5.0 mg/L
7.5 mg/L
Daily
Composite
E,I
Total Suspended Solidsz
30.0 m /L
45.0 m /L
Daily
Composite
E,I
Dissolved Oxygen 3.6
Daily
Grab
E, U, D
H4
S
Dail
Grab
E
NH3-N
Daily
Composite
E
Total Residual Chlorines
r200/100m7L
Dail
Grab
E
Temperature oCs
Daily
Grab
E, U, D
Fecal coliforms
400/100mL
Daily
Grab
E, U, D
Conductivity6
Dail
(s
E, U, D
Total Nitrogen NO2+NO3+TKN
Monthly
Com osite
E
Total Phosphorus
Monthly
composite
E
Chronic Toxicit 7
Quarterly
Composite
E
Notes:
r Sample Locations: E - Effluent, 1- Influent, U — Upstream (Mallard Creek) at least 200 feet above the discharge point, D=D1+b2, D1- Downstream (Mallard Creek) at the NCSR
1300 crossing, D2-Downstream (Rocky River) at the NCSR 1304 crossing.
2 The monthly average effluent BOD5 and Total Suspended Residue concentrations shall not exceed 15% of the respective influent value (85% removal).
3 The daily average dissolved oxygen effluent concentration shall not be less than 6.0 mg/L.
4 The pH shall not be less than 6.0 standard units nor greater than 9.0 standard units.
5 Monitoring requirement applies only if chlorine is added for disinfection.
6 Instream monitoring for temperature, dissolved oxygen, fecal coliform, and conductivity shall be conducted three times per week during June, July, August, and September, and
once per week during the remaining months of the year.
7 Chronic Toxicity (Ceriodaphnia) P/F G 90%; February, May, August, November; See Chronic Toxicity section of the Supplement to Effluent Limitations.
There shall be no discharge of floating solids or visible foam in other than trace amounts.

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PV
A. EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS (April 1 -October 31
Permit Nc
During the period beginning upon expansion above 8 MGD and lasting until expiration, the Permittee is authorized to discharge from outfall(s) s���a, ►iu�riuCr u� �.
(Continued)
EFFLUENT CHARACTERISTICS
LIMITS
MONITORING REQUIREMENTS
Monthly
Weekly
Daily Maximum
Measurement
Sample
Sample
Average
Average
Frequency
Type
Location'
Cyanide
5.5•u /L
2 x.aaett5-u
WeeklyGrab
E
Mercury
/L
Weekly
Composite
E
Cadmium
2.1 u /L
Weekly
Composite
E
Lead
21.0 u /L
Weekly
Composite
E
Nickel
2/Month
Composite
E
Chromium
2/Month
Composite
E
Zinc
2/Month
Composite
E
Arsenic
5a. b /
2/Month
Composite
E
Copper
2/Month
Composite
E
Silver
2/Month
Composite
E

01 f R)L-�
A. EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS (November 1 - March 31)
Permit No.
During the period beginning upon expansion above 8 MGD and lasting until expiration, the Permittee is authorized to discharge from outfall(s) serial number 001.
Such discharges shall be limited and monitored by the Permittee as specified below:
EFFLUENT CHARACTERISTICS
LIMITS
MONITORING REQUIREMENTS
Monthly
Average
Weekly
Average
Daily Maximum
Measurement
Frequency
Sample
Tye
Sample
Location'
Flow MGD
12.0
Continuous
Recording
I or E
BOD52
10.0 mg/L
15.0 mg/L
Daily
Composite
E,l
Total Suspended Solidsz
30.0 m /L
45.0 mg/L
Daily
Composite
E,I
Dissolved Oxygen 3.6
Daily
Grab
E. U, D
H4
L
Daily
Grab
E
NH3-N
mg/L
Daily
Composite
E
Total Residual Chlorines
Daily
Grab
E
Temperature oC6
Daily
Grab
E, U, D
Fecal coliforms
2001100 mL
400/100 mL
Daily
Grab
E, U, D
Conductivit s
Daily
E, U, D
Total Nitrogen NO2+NO3+TKN
Monthly
Composite
E
Total Phosphorus
Monthly
Composite
E
Chronic Toxicit 7
Quarterly
Composite
E
Notes:
t Sample Locations: E - Effluent, I - Influent, U — Upstream (Mallard Creek) at least 200 feet above the discharge point, D=D1+D2, D1- Downstream (Mallard Creek) at the NCSR
1300 crossing, D2-Downstream (Rocky River) at the NCSR 1304 crossing.
2 The monthly average effluent BOD5 and Total Suspended Residue concentrations shall not exceed 15% of the respective influent value (85% removal).
3 The daily average dissolved oxygen effluent concentration shall not be less than 6.0 mg/L.
4 The pH shall not be less than 6.0 standard units nor greater than 9.0 standard units.
5 Monitoring requirement applies only if chlorine is added for disinfection.
e Instream monitoring for temperature, dissolved oxygen, fecal coliform, and conductivity shall be conducted three times per week during June, July, August, and September, and
once per week during the remaining months of the year.
7 Chronic Toxicity (Ceriodaphnia) P/F @ 90%; February, May, August, November; See Chronic Toxicity section of the Supplement to Effluent Limitations.
There shall be no discharge of floating solids or visible foam in other than trace amounts.

04t p mt� kq wL�
A. EFFLUENT LIMITATIONS AND MONITORING REGUIREM TS (November 1 - March 31)
Permit No.
During the period beginning upon expansion above 8 MGD and lasting until expiration, the Permittee is authorized to discharge from outfall(s) serial number 0011.
(Continued)
EFFLUENT CHARACTERISTICS
LIMITS
MONITORING
REQUIREMENTS
Monthly
Weekly
Daily Maximum
Measurement
Sample
Sample
Cyanide
Average
Average
Frequency
Type
Location'
S.P &. -u /L
Weekly
Grab
E
Mercury
ba 0.918 u /L
Weekly
Composite
E
Cadmium
2.1 u /L
WeeklyComposite
E
Lead
26.0 u /L
WeeklyComposite
E
Nickel
2/Month
Composite
E
Chromium
a.D U �I
2/Month
Composite
E
Zinc
Arsenic
2/Month
Composite
E
a.Ub i
2/Month
Composite
E
Copper
Silver
2/Month
Composite
E
2/Month
Composite
E

CHRONIC TOXICITY PASS/FAIL PERMIT LIMIT (QRTRLY)
The effluent discharge shall at no time exhibit chronic toxicity using test procedures outlined in the "North
Carolina Ceriodaphnia Chronic Effluent Bioassay Procedure," Revised November 1995, or subsequent
versions.
The effluent concentration at which there may be no observable inhibition of reproduction or significant
mortality is f % (defined as treatment two in the procedure document). The permit holder shall perform
guarterly monitoring using this procedure to establish compliance with the permit condition. The tests will
be performed during the months of Fed . MkAt , ;4 s . /Va V. . Effluent sampling for this
testing shall be performed at the NPDES pertrittfea finale fluent discharge below all treatment processes.
All toxicity testing results required as part of this permit condition will be entered on the Effluent Discharge
Monitoring Form (MR-1) for the month in which it was performed, using the parameter code TGP3B.
Additionally, DWQ Form AT-1 (original) is to be sent to the following address:
Attention: Environmental Sciences Branch
North Carolina Division of
Water Quality
4401 Reedy Creek Road
Raleigh, North Carolina 27607
Test data shall be complete and accurate and include all supporting chemical/physical measurements
performed in association with the toxicity tests, as well as all dose/response data. Total residual chlorine of
the effluent toxicity sample must be measured and reported if chlorine is employed for disinfection of the
waste stream.
Should there be no discharge of flow from the facility during a month in which toxicity monitoring is
required, the permittee will complete the information located at the top of the aquatic toxicity (AT) test form
indicating the facility name, permit number, pipe number, county, and the month/year of the report with the
notation of "No Flow" in the comment area of the form. The report shall be submitted to the Environmental
Sciences Branch at the address cited above.
Should any single quarterly monitoring indicate a failure to meet specified limits, then monthly monitoring
will begin immediately until such time that a single test is passed. Upon passing, this monthly test
requirement will revert to quarterly in the months specified above.
Should the permittee fail to monitor during a month in which toxicity monitoring is required, then monthly
monitoring will begin immediately until such time that a single test is passed. Upon passing, this monthly
test requirement will revert to quarterly in the months specified above.
Should any test data from this monitoring requirement or tests performed by the North Carolina Division of
Water Quality indicate potential impacts to the receiving stream, this permit may be re -opened and modified
to include alternate monitoring requirements or limits.
NOTE: Failure to achieve test conditions as specified in the cited document, such as minimum control
organism survival, minimum control organism reproduction, and appropriate environmental controls, shall
constitute an invalid test and will require immediate follow-up testing to be completed no later than the last
day of the month following the month of the initial monitoring.
QCL P/F Version 9196

SOC PRIORITY PROJECT: Yes No X
If Yes, SOC No.
To: Permits and Engineering Unit
Water Quality Section
Attention: Mary Cabe
Date: August 15, 1997
NPDES STAFF REPORT AND RECOMMENDATION
County: Mecklenburg
Permit No. NCO030210
PART I - GENERAL INFORMATION
1. Facility and Address: Mallard Creek WWTP
CMUD
5100 Brookshire Blvd.
Charlotte, NC 28216
2. Date of Investigation: August 13, 1997
3. Report Prepared By: Todd St. John
4. Persons Contacted and Telephone Number: David Parker P.E. 704 548 8461 • Willie Porter
P � ( ) ,
[phone]
5. Directions to Site: From the intersection of Highway 29 and Harris Boulevard travel north
on Highway 29. The entrance to the WWTP is on the right:
6. Discharge Point(s). List for all discharge points:
Latitude: 35' 19' 52" Longitude: 80° 41' 54"
Attach a U.S.G.S. map extract and indicate treatment facility site and discharge point on
map.
U.S.G.S. Quad No.: F16SW U.S.G.S. Name: Harrisburg, NC
I
7. Site size and expansion are consistent with application?
Yes X No_ If No, explain:

8. Topography (relationship to flood plain included): The WWTP is located on a moderately
sloped site. The facilities appear to be protected from the 100 year flood.
9. Location of nearest dwelling: The nearest dwelling is approximately 500 feet.
10. Receiving stream or affected surface waters: Mallard Creek
a. Classification: C
b. River Basin and Subbasin No.: YAD711
C. Describe receiving stream features and pertinent downstream uses: The stream is
approximately 30 to 40 feet wide with sandy to gravel bottom. The uses appear to be
consistent with typical Class C uses.
PART II - DESCRIPTION OF DISCHARGE AND TREATMENT WORKS
1. a. Volume of wastewater to be permitted: CMUD has proposed to increase the
permitted flow to 8.0 MGD without physical modifications to the plant. In the future,
CMUD would like to increase the plant capacity from 8 MGD to 12 MGD by
physical upgrades.
b. What is the current permitted capacity of the wastewater treatment facility? 6.0
MGD
C. I Actual treatment capacity of the current facility (current design capacity)? 6.0 MGD
d. Date(s) and construction activities allowed by previous Authorizations to Construct
issued in the previous two years: N/A
e. Please provide a description of existing or substantially constructed wastewater
treatment facilities: The current facilities consist of an influent pump station, dual
mechanical bar screens, aerated grit chambers, 3 primary clarifiers, 2 trickling filters,
2 aeration basins associated with four anaerobic chambers for BPR, two round
aeration basins, two final clarifiers, dual tertiary filters, UV disinfection, anaerobic
digesters, centrifuge dewatering, and sludge drying beds. The back-up chlorination
system has been removed.
f. Please provide a description of proposed wastewater treatment facilities: The
proposed system for the 12 MGD upgrade will consist of membrane filtration.
g. Possible toxic impacts to surface waters: Industrial wastewater, ammonia
h. Pretreatment Program (POTWs only): approved program
Page 2

2. Residuals handling and utilization/disposal scheme:
a. If residuals are being land applied, please specify DWQ permit no.: WQ000057
Residuals Contractor:
Telephone No.:
b. Residuals stabilization: PSRP
C. Landfill: Grit chamber residuals and bar screenings are hauled to a landfill by BFI.
3. Treat ent plant classification (attach completed rating sheet): Class IV (unchanged)
4. SIC Code(s): 4952
Wastewater Code(s) of actual wastewater, not particular facilities, i.e., non -contact cooling
water discharge from a metal plating company would be 14, not 56.
Primary: 01 Secondary:
Main Treatment Unit Code: 01103 (current operation)
PART III - OTHER PERTINENT INFORMATION
l . Is this' facility being constructed with Construction Grant Funds or are any public monies
involved (municipals only)? N/A
2. Special monitoring or limitations (including toxicity) requests: N/A
3. Important SOC, JOC or Compliance Schedule dates: N/A
4. Alternative Analysis Evaluation: Has the facility evaluated all of the non -discharge options
available. Please provide regional perspective for each option evaluated.
Spray Irrigation: CMUD has obtained a permit modification to recycle 3 MGD of effluent
via spray irrigation at a local golf course. .
5. Other Special Items: N/A
PART IV - EVALUATION AND RECOMMENDATIONS
CMUD (Charlotte Mecklenburg Utility Department) has applied to increase the permitted
capacity of the Mallard Creek WWTP from 6 MGD to 8 MGD without any physical modifications
or upgrades to the existing facilities. CMUD has, in the same application, requested an increase
Page 3

from 8 to 12 MGD via physical plant upgrades. This Office has many concerns regarding the
increase of capacity without physical upgrades based on information provided by CMUD's
consulting engineer.
The consulting engineer has provided a re -rating evaluation entitled "Mallard Creek WRF
Expansion P ase 1- Predesign, Summary Report 1, Re -rating Evaluation of Existing Plant" dated
December 30,1996. The report and the site review revealed several issues that indicate that re -rating
the plant capacity without physical upgrades would likely result in permit limitation violations. A
summary of these points follows:
1) In the introduction, the engineer indicates that the plant was designed based on a flow of 6 MGD
and average annual BOD and TSS loadings of 10,000 and 12,500 pounds per day, respectively. In
the next sentence the report indicates that the design capacity based on average annual pounds per
11
day has already been exceeded for BOD (10,100 ppd) and TSS (13,500 ppd) at the current average
flow of only 4.5 MGD. According to this information the WWTP has exceeded design capacity for
BOD ans TSS on a pounds per day basis.
2) In the summary, page 2, the engineer indicates that at 8 MGD several unit processes will have
reached their 9perational threshold, revealing that the plant would be extremely vulnerable to upset.
3) Also, on page 2, 7 and 8, the engineer indicates that BOD and TSS removal rates for the primary
clarifiers "will have to" be 50 % and 75 %, respectively, to operate at 8 MGD. The engineer indicates
that historically the plant has achieved this high level of removal. However, this removal is being
achieved at 75% plant capacity. The proposed operation is at 133% capacity. It is not likely that the
primary clarifiers can achieve the same removal efficiencies at 133% capacity as they do at 75%
capacity. The engineer proposes that chemical addition may be necessary to achieve removal rates
of 50 % BOD and 75 % TSS at 133% capacity. During the inspection the engineer indicated that
CMUD has yet to conduct tests to verify these assumptions. Also, it does not appear that the sludge
handling capabilities are in place to process and store the increased amount of sludge that will be
generated.
5) Final clarification and tertiary filtration are discussed on page 9. The engineer proposes that the
final clarifiers can function at 133% design capacity. The engineer also proposes that the tertiary
filters can function at the increased loading by increasing backwash frequency. However, the final
clarifier would have to produce an effluent that contained less than 22 mg/L TSS in order for the
tertiary filters to function properly. According to the engineer the final clarifiers have not exceeded
22 mg/L. Nevertheless, the clarifiers will not function as efficiently at 133% design capacity,
increasing the likely hood of an upset. The engineer again proposes using polymer additives to
increase removal. As with the primary clarifiers, there appears to be no clear means of handling the
increased amount of sludge that will be generated. As a result, even if the final clarifiers and tertiary
filters could fi�nction at the increased loading under ideal circumstances, the likelihood of an upset
would greatly increase. Finally, the engineer indicated that at 8 MGD the filters would be operating
Page 4

at above design capacity. The engineer indicated that this problem could be overcome with more
frequent back washing. However, increasing the number of backwashes would decrease the actual
volume of water that could be filtered by decreasing the filtering time. As a result is it not clear if
increasing the backwash frequency would be a limiting factor for this system.
6) Under the proposed disinfection scheme there would be no back-up system. Currently there are
dual UV sterilizer banks and only one is in use leaving the second as a backup. At 8 MGD both
banks would be in use leaving no back-up. The chlorine backup system has already been removed.
8) Residuals handling is discussed on pages 15 and 16. It is not clear how an increase of raw
residuals from the primary clarifiers at the proposed increased capacity will affect the ability of the
aerobic digesters to achieve PSRP. The engineer proposed several alternatives to handle the residuals
if PSRP cannot be achieved with the current system. Some of these alternatives may require permit
modifications regarding nondischarge permits held by CMUD. This Office would prefer that definite
residuals disposal alternatives be established if the current methods of disposal and processing
would be inadequate. It appears from the engineer's previous discussions that sludge wasting and
handling are critical factors to be addressed in order to operate this plant at an increased loading.
Therefore, established means of handling residuals will be an essential first step in operating this
plant at the increased capacity. During the site visit the engineer indicated that excess sludge could
be sent to McAlpine Creek WWTP. However, the ORC from Mallard Creek did not think that
McAlpine has the capacity for excess sludge. It also appears that there will not be adequate sludge
storage at the increased capacity.
The engineer indicates in the summary on page 2 that the plant should be able to operate adequately
at 8 MGD. However, he then warns that at 8 MGD "several unit processes reach their operational
threshold and will require close attention for successful operation." Discussions with the engineer
and the ORC indicated that additional staff and increased process control would be an essential first
step in maintaining the plant at 133% capacity. The engineer indicated that CMUD did not seem
willing to provide any additional upgrades to the plant. The writer and the engineer discussed
potential upgrades that could ensure compliance without additional staff or process control above
current levels. One alternative discussed revealed that such an upgrade would cost approximately
$100,000. However, the additional process control and staff necessary to implement it should cost
more than $100,000. This raises the question that if CMUD is not willing to spend more for an
upgrade why would they spend even more for maintenance?
The engineer indicated that the anticipated time that the plant would be running above 6 MGD until
the upgrade to 12 MGD would be from approximately 1997-1998 until 2003, at least five years. At
the present time the WWTP is below operational capacity. Since October, 1996, the WWTP has
violated the permit limitation for ammonia twice. The current winter and summer limitations for
ammonia nitrogen are 4 mg/L and 2 mg/L, respectively. The respective speculative limits for
ammonia nitrogen are 2 mg/L and 1 mg/L. A brief review of the DMRs showed that Mallard Creek
WWTP would have violated permit limitations more times at the speculative limits. Therefore, it
Page 5

does not seem possible to operate the plant at the more stringent limitations at 8 MGD.
Therefore, as a result of all of the above situations it does not seem likely that this plant could
operate within permit limitations under normal circumstances. Therefore, this Office recommends
that the increase to 8 MGD based on re -rating the WWTP be denied unless CMUD will provide
physical upgrades to the plant to ensure that it can operate within permitted limitations. These
upgrades would have to include upgrades to the WWT facilities as well as the sludge handling
facilities.
II
Signature of eport Preparer
Water Quali Regional Supervisor
Date
Page 6

WLA Notes 8/97
CMUD-Mallard Creek WWTP AHM
NC0030210
Mallard Creek "C"
03-07-11
• CMUD has applied for a hydraulic rerating of its Mallard Ck WWTP from 6 MOD to 8 MOD. The
facility has also applied for an expansion to 12 MOD.
• The calibrated QUAL2E model for the upper Rocky River watershed, completed in 1993, was used for
this WLA. The '93 modeling report indicates that the upper Rocky River as well as Mallard Creek has
limited assimilative capacity for additional loadings of oxygen consuming wastes. BAT limits for new
or expanding dischargers were recommended for this area in the report.
• No instream DO violations were reported in the facility's DMRs during the period 1994-1996.
• At either expanded wasteflow the model predicts that the DO standard will be protected. As wasteflow
increases so does the predicted minimum instream DO concentration, suggesting that the wasteflow is
drivin I the hydraulics of the model.
• At 8 and 12 MOD the DO sag shifts downstream into the Rocky River, as opposed to Mallard Creek at
6 MOD. A downstream monitoring site on the Rocky River is recommended.
• The original 1993 input file for the model used a 0.2/day BOD decay rate for each element in Mallard
Creek. A 1995 BOD long term analysis suggests that a rate of 0.1/day or less may be more appropriate
for Mallard Creek. When the model was run with this lower decay rate the minimum DO
concentration increased, remaining well above the standard within the study area below CMUD's
discharge.
• A reasonable potential analysis was conducted for toxicants based on 1994 through 1996 effluent data.
A number of tests for Cr, Pb, Cu, and Ag used a detection level (DL) that was significantly higher that
standard minimum DL for that particular metal. The Cr limit recommendation was likely affected by
the frequent use of 30 ug/L (as opposed to 5 ug/L) as the DL. This recommendation was based on the
strict interpretation of the reasonable potential analysis. Monitoring for Cr may be a more appropriate
requirement. Additional tests for Cr at a lower DL would be necessary to make a recommendation for
monitoring. One test for Cr reported an effluent concentration near the allowable.

t
A QUAL2E-UNCAS APPLICATION TO THE
ROCKY RIVER AND MALLARD CREEK.
CABARRUS, IREDELL, AND MECKLENBURG COUNTIES
NORTH CAROLINA.
NORTH CAROLINA DEPARTMENT OF ENVIRONMENT, HEALTH
AND NATURAL RESOURCES
This report has been a roved for relea .1
�K
P PP
Steve W. Tedder, Chief
Water Quality Section
N.C. Division of Environmental Management
Date 4

Table of Contents
Listof Figures...........................................................................................
i
List of Tables .............................................
Executive Summary ...
introduction..............................................................................................
1
Calibration Methods.................................................................................
4
SensitivityAnalysis....................................................................................
4
Wasteload , Allocation................................................................................
7
Recommendations.....................................................................................
16
Reference
Appendix..................................................................................................
21

List of Figures
Figure 1
Rocky River Study Area ......................................................
2
Figure 2
Schematic Showing USGS Flow Estimates ...........................
3
Figure 3
Instream waste Concentrations .............................................
5
Figure 4
Model and USGS Estimated 7Q10 Flow .............................
6
Figure 5a
Predicted DO profiles of the Rocky River ............................
13
Figure 5b
Predicted DO profile of Mallard Creek ................................
13
Figure 6
Predicted DOD profile, existing permit conditions .................14
Figure 7
Predicted DOD profile at maximum allocation .......................15
List of Tables
Table 1 a.
First Order Error Analysis, DO .............................................
8
Table lb
First Order Error Analysis, DOD ..........................................
9
Table 1 c
First Order Error Analysis, NH3..........................................
10
Table 2a
Permit Limits for Major Facilities..........................................11
Table 2b
Actual Discharge Conditions for Major Facilities ...................11
Table 3
Summary of Model Results...................................................17

EXECUTTVE SUMIYARY
Water quality models for three sections of the Rocky River and its tributaries were
joined to produce one calibrated model for 47.6 stream miles in the Yadkin River basin.
This model was used to predict dissolved oxygen and biochemical oxygen demand
concentrations at low flow conditions for both permitted and summer average discharge
conditions.
The general objective of this project was to provide a tool to assist with
management of wastewater discharge issues in the upper watershed of the Rocky River.
A more specific objective of the project was to provide a model that could be used to
determine the appropriate waste load allocation for the Charlotte -Mecklenburg Utility
Department (CMUD) Mallard Creek WWTP. CMUD has applied for an expansion of the
Mallard CT eek WWTP from 3 to 6 MGD.
Reults from this model indicate that water quality in the upper watershed of the
q ty PP
Rocky River is not adequately protected by the current NPDES permit effluent limits.
Under current operating conditions, that are well below permitted loads, the DO standard
is not predicted to be violated in the Rocky River study area. However, three DO sags are
predicted to drop to or near the stream standard, indicating that little assimilative capacity
remains for oxygen consuming wastes. It is recommended that no new or expanded
discharges be permitted in the study area unless an evaluation of engineering alternatives
shows that it is the most environmentally sound alternative. If new or expanding
discharges, are permitted, they should receive best available technology limits in the
watersheds above the confluence of Mallard Creek and the Rocky River, due to severely
limited assimilative capacity. Any new or expanding discharge in the lower watersheds of
the Rocky River should receive a total BODu limit of 32 mg/l or less, equivalent to 10
mg/1 BOD5 and 4 mg/1 NH3 for typical domestic discharges. This level of treatment will
protect the DO standard as well as preventing any one discharge from using up 100
percent of the available assimilative capacity of the river.
In addition, it is recommended that Mooresville WWTP, Mallard Creek WWTP,
and Concord WWTP be encouraged to continue to meet advanced treatment levels. Upon
expansionI or modification, Mooresville WWTP and Concord WWTP should receive more
advanced treatment requirements that will protect water quality in the Rocky River. This
will mean advanced tertiary treatment at the Mooresville WWTP and limits at least as
stringent as 10 mg/l BOD5 (5.7 mg/l CBOD5) and 4 mg/l NH3 at the Concord WWTP.
ii

Q•
I. INTRODUCTION
A QUAL2E river model covering 47.6 total stream miles in the Rocky River basin
has been developed. This model will allow DEM to evaluate interaction among
wastewater treatment facilities in the region. Three major facilities in the area
(Mooresville WWTP, CMUD Mallard Creek WWTP, and Concord Rocky River Regional
WWTP) have expressed interest in expansion. In addition, CMUD is considering a new
3.0 MGD facility (River Run) above the confluence with the West Branch Rocky River,
Cabanas County has proposed an 1.8 MGD facility below the confluence with Muddy
Creek, and the City of Kannapolis is considering its own 5.0 MGD WWTP.
Previous modeling efforts on the Rocky River were limited to relatively small
sections f the river so that no one model was capable of integrating the effects of each of
the majo ` discharges to the river system. This left doubts as to whether additional waste
discharges could be permitted, even at state of the art treatment levels. Thus, this larger
scale effort was undertaken to fill gaps between models and to develop a basinwide
planning tool that would utilize the best available information to examine the study area
more closely.
Three QUAL2E models calibrated for adjacent segments of the Rocky River were
combined into one model for the purposes of waste allocation. The allocation model
contains reaches from the following calibrated models; the Mooresville WWTP model,
completed November 1988, the Mallard Creek WWTP model, completed October 1992,
and the Concord Regional WWTP model, completed January 1988. The allocation model
covers 42.8 miles of the Rocky River as well as short segments of Dye Branch, West
Branch Rocky River, and Mallard Creek.
II. DESCRIPTION OF STUDY AREA
The Rocky River drains 3 subbasins of the Yadkin River Basin; 03-07-11 through
03-07-13. The river flows from its headwaters near Mooresville, NC, to its confluence
with the Pee Dee River below Lake Tillery. This study focused on a 42 mile section
towards the upper end of the Rocky River. The study area includes the Rocky River from
its confluence with Dye Branch downstream to 2 miles below the confluence with Muddy
Creek. Three tributaries are also modeled; Dye Branch below the Mooresville WWTP,
West Branch Rocky River below the Mid South discharge, and Mallard Creek below the
Mallard Creek WWTP (Figure 1).
The 7Q 10 on the Rocky River rises from 0.3 cfs above Dye Creek to ' 28 cfs below
Muddy Creek. Including the three modeled tributaries; Dye Branch, West Branch, and
Mallard Creek, 10 major tributaries join the Rocky River in the study area. These
tributaries and their average and 7Q10 flows, as estimated by the USGS, are presented in
Figure 2.
Three major facilities discharge to streams in the, study area. Mooresville WWTP
is currently permitted to discharge 5.2 MGD to Dye Creek and is considering an
expansion to 7.8 MGD. The Mallard Creek WWTP currently discharges 3.0 MGD to
Mallard Creek and is building an expansion to 6.0 MGD. Concord Regional is permitted

or
Figure 1. Rocky River Study Area
Dye Branch Rocky River
Mooresville Rivermlle 1
WWTP
�---- U565 Gage at 5R 2420
Clarke Cre(
00
To Charlotte
\\e1f�
9-\Jec /
Mallard Creek
Mallard Creek
WWTP
To Concord
0
eye
n a
a
Concord
WWTP
Nreek Rivermile 43
Downstream
Study Boundary
2

Ow
Figure 2. Schematic of Study Area Showing USGS Estimated Flows.
% Rocky River
ti
•Y
Mooresvfle WWTP
i,
s
Dye Branch
USGS Gaging Station
v02123881
Avg. Flow: 15 cfs, 7010: 1.5 cfs.
DA: 13 sq. mi.
West Branch
Avg. Flow: 23 cfs
7010: 2.5 cfs
DA: 211 sq. mi.
Clark Creek
Avg. Flow: 31 cfs
7010: 1.6 cfs
DA: 28 sq. mi.
Mallard Creek WWTP
Avg. Flow: 41 cfs, 7010: 0.64 cfs.
DA: 37 sq. mi.
Mallard Creek
E
te?
Back Creek
Avg. Flow: 1 1 cfs
7010: 0.4 cfs
DA: 9.9 sq. mi.
Reedy Creek
Avg. Flow: 52 cfs
7010: 2.3 cf s
DA: 43 sq. mi.
Coddle Creek
Avg. Flow: 80 cfs
7010: 8.3 cfs.
DA: 74 sq. mi.
Concord Regional WWTP
Avg. flow: 306 cfs,
7010: 14 cfs.
DA: 278 sq. mi.
Avg. Flow: 116 cfs
7010: 8.0 cf s
DA: 1 1 1 sq. mi.
Dutch Buffalo Creek
Avg. Flow: 101 cfs
• 7010: 7.1 c f s
DA: 98 sq. mi.
Muddv Creek
3

to discharge 24 MGD to the Rocky River. In addition, there are numerous minor
dischargers in the study area. Even without considering these minor facilities, wasteflow
dominates streamflow at 7Q 10 conditions throughout much of the study area (Figure 3).
Clearly, the Rocky River is heavily utilized for the assimilation of wastewater.
III. CALIBRATION METHODS
Calibration of this model was done in three phases, each discussed under separate
covers. Calibration of the four upstream reaches, covering Dye Creek, West Branch, and
the Rocky River from Dye Creek to West Branch, is presented in the Mooresville Model,
dated November 30, 1988 (NCDEM 1988a). Calibration of the middle eleven reaches,
including Mallard Creek, is presented in the Mallard Creek Model, dated October 14,
1992 (N DEM 1992). Calibration of the bottom four reaches is presented in the Concord
Model, dated January 14, 1988, and in an addendum to that memo, dated April 3, 1989
(NCDEM 1988b).
Linking the three models into one allocation model was done without changing any
of the reach specific hydraulic or decay rate parameters. Headwater elements for the two
downstream models were replaced with the downstream element of the respective
upstream model. This resulted in new "headwater" conditions for these downstream
reaches which allowed for the analysis of interaction between all dischargers in the study
area.
The only reach specific parameter that was changed in the allocation model was
incremental flow. This was necessary to achieve a flow balance of predicted 7Q 10 flow
throughout the study area in agreement with USGS flow estimates. A comparison of
upstream and downstream USGS flow estimates indicated that an incremental flow of
0.052 cfs/mile was appropriate under 7Q 10 conditions. This incremental flow, in
combination with tributary flows provided by the USGS, produced a flow profile that
follows the pattern of USGS flow estimates (Figure 4). The model predicts higher flows
than the USGS estimates at the bottom of the study area. This is primarily a result of high
USGS estimates of tributary flow. However, the difference is less than 10 percent.
IV. SENSITIVITY ANALYSIS
A first order error analysis was used to determine the relative sensitivity of the
model to parameter estimates. QUAL2E-UNCAS was run to determine which inputs
most influenced model estimates of DO, BOD, and ammonia (NH3). Every model.
parameter was independently varied by 5 percent and the response in terms of DO, BOD,
and NH3 was recorded at five locations throughout the study area. The five locations
chosen to evaluate model sensitivity are: the three DO sags observed in the calibration
data sets (reaches 8, 13, and 18), at the bottom of Mallard Creek, and at the bottom of the
study area.
The sensitivity of predicted DO concentrations to model perturbation is presented
in Table 1 a. Predicted DO was most sensitive to the initial temperature of the river. This
sensitivity is expected due to the relationship between temperature and DO saturation and
is not a limitation to the predictive ability of the model. Predicted DO was also sensitive
4

Figure 3. Instream Waste Concentration throughout the Rocky River Study Area
10C
9(
8(
7i
6(
IWC % 5(
4(
N
2
V
Upstream Rivermile Downstream
•
P

i
Figure 4. Model and USGS Estimated 7010 Flow throughout the
Rocky River Study Area
35
30
25
�20
U
3
15
10
5
0
West Branch Coddle Creek Dutch Buffalo Creek
Model Estimate
USGS Estimate
D Distance (miles)
G

to the equations describing the hydraulics, especially velocity. This also is not surprising
since the reaeration rate is determined by the hydraulics. Point load BOD, BOD decay,
point load DO, and sediment oxygen demand (SOD) also displayed a significant effect on
predicted DO throughout the study area. In general, initial temperature and the velocity
exponent had significantly greater effect upon DO than any other parameters. Point load
DO had the next highest effect, an encouraging result since good estimates are available
for this control parameter.
The sensitivity of predicted BOD concentration to model perturbation is presented
in Table lb. Predicted BOD was most sensitive to Point load BOD, clearly to be expected
considering the high instream waste concentration throughout the study area. As with
predicted DO, initial temperature and hydraulic equations were important to predicted
BOD. Pr' icted BOD was also sensitive to BOD decay and BOD settling.
T e sensitivity of predicted NH3 concentration to model perturbation is presented
in Table 1c. As with predicted DO and BOD, predicted NH3 was most sensitive to initial
temperature and point source loading. Not surprisingly, predicted NH3 concentrations
were also somewhat sensitive to NH3 and NH2 decay rates.
In, general the model showed sensitivity to initial temperature, the hydraulic
equations; and point source loading. Confidence in these parameters tends to be high
since estimates of initial temperature and point source loading are defined by design
conditions, and the hydraulic equations were developed from field studies. This suggests
that the model is relatively unsensitive to variation of parameters for which default or
literature values were used.
V. WASTELOAD ALLOCATION
1. Background Conditions
Design conditions for allocation model runs were defined as 7Q 10 flows (see
Figure 2), 75th percentile temperature for the Sub -basins (26 degrees C.), 90% DO
saturation, and the following chemical concentrations; 2.5 mg/1 CBODu, 0.40 mg/l organic
nitrogen, 0.1 mg/l NH3 N, and 0.28 mg/l NOx. These background estimates designed to
reflect typical background surface water quality in North Carolina during low flow
conditions and are consistent with typical values reported by the EPA (Brown and
Barnwell 1987). Further discussion of background conditions can be found in the three
calibration documents (NCDEM 1988a, 1988b, 1992).
2. Wastewater Conditions.
Effluent characteristics of facilities discharging to the study area were modeled
using current permit limits, flow information from the permit modification, and
information from compliance monitoring data. Permit limits for DO, BOD, and NH3 for
the three' major facilities are listed in Table 2a. Actual effluent discharge conditions were
determined by examining compliance monitoring data and are presented in Table 2b.
Actual conditions were estimated by the 1991 mean NH3 and BOD concentrations and the
1991 minimum monthly average DO for each major facility.
For model input, BOD5 values were converted to CBODu estimates using
CBODu to BOD5 ratios. CB0DuB0D5 ratios were calculated from ultimate BOD
7

Table 1 a. First Order Error Analysis, Response of Predicted Dissolved Oxygen
to a Five Percent Perturbation of Model Parameters.
A. TITLE OF DATA SET.
ROCKY RIVER - ALLOCATION
LINKED MODEL - 2/201992
B. RESPONSE VARIABLE: DO
C. NORMALIZED SENSITIVITY COEFFICIENT MATRIX: DO
INPUTVAR LOCATION
REACH 8
REACH 13
REACH 18
REACH 12
REACH 20
ELEMENT 17
ELEMENT 11
ELEMENT9
ELEMENT 2
ELEMENT 19
{NITTEMP
-1.83
-1.689
-1.691
-1.647
-0.978
0.805
0.91
0.067
Q.692EXPOQV-B
PTLDBOD
-0.328
-0.277
-0•431
-0.25
-0 242
COEFQV-A
0.44
0.42
0.016
0.429
-0.219
COEFQH-C
-0.557
-0.55
0.025
-0.225
0.057
BOD DECA
-0.224
-0.177
0.365
-0'
-0.122
K2-OPT1
0.037
0.004
0.465
0.359
0.002
PTLDDO
0.047
0.123
0.139
0.084
0.5�1
0.1 3
0.069
SOD RATE
PTLDFLOW
-0.219
0.121
-0.24
0.192
-0.022
0.258
-0098
EXPOQH-D
-0.113
-0.095
0•029
-00.0056
HWTRFLOW
0.116
0.083
0.022
0.067
OTHER INPUTS WITH NORMALIZED SENSITIVITY COEFFICIENTS LESS THAN 0.10 EACH.
NH30XYUP
N020XYUP
AGYOXYPR
AGYOXYUP
AGYNCON
AGYGROMX
AGYRESPR
NHALFSAT
AGYEXTLN
AGYEXTNL
LSATCOEF
LAVGFACT
APREFNH3
AITFACT
TC/BODDC
TC/BODST
TC/REAER
TC/SOD
TC/NH2DC
TC/NH2ST
TC/NH3DC
TC/NH3SC
TC/NO2DC
TC/PRGDC
TC/PRGST
TC/PO4SC
TC/ALGRO
TC/ALRES
TC/ALSET
MANNINGS
BOD SETT
CQK2-OP7
EQK2-OP7
NH2 DECA
NH2 SETT
NH3 DECA
NO2 DECA
CHLA/ART
LTEXTNCO
INCRFLOW
INCRTEMP
INCRDO
INCRBOD
INCRNH2N
INCRNH3N
INCRN02N
INCRN03N
HWTRTEMP
HWTRDO
HWTRBOD
HWTRNH2N
HWTRNH3N
HWTRN02N
HWTRN03N
PTLDTEMP
PTLDNH2N
PTLDNH3N
PTLDN02N
PTLDN03N
8

Table 1 b. First Order Error Analysis. Response of Predicted BOD
to a Five Percent Perturbation of Model Parameters.
A. TITLE OF DATA SET.
ROCKY RIVER - ALLOCATION
LINKED MODEL - 2/201992
B. RESPONSE VARIABLE: BOD
C. NORMALIZED SENSITIVITY COEFFICIENT MATRIX: BOD
INPUT VAR LOCATION
REACH 8
REACH 13
REACH 18
REACH 12
REACH 20
ELEMENT 17
ELEMENT 11
ELEMENT 9
ELEMENT 2
ELEMENT 19
PTLDBOD
0.974
0.977
0.998
0 985
0.997
INITTEMP
-0.946
-0.952
-0.453
-0.297
-1.313
EXPOQV-13
0.688 -
0.864
0.478
0.238
1.595
COEFOV-A
0.49
0.51
0.244
0.149
0.75
BOD DECA
-0.407
-0.409
-0.182
-0.122
-0.533
PTLDFLOW
0.383
0.398
0.169
0.156
0.393
BOD SETT
-0.109
-0.122
-0.077
-0.039
-0.241
HWTRFLOW
-0.107
-0.068
-0.034
-0.043
-0.021
OTHER INPUTS WITH NORMALIZED SENSITIVITY COEFFICIENTS LESS THAN 0.10 EACH.
TC/BODDC TC/BODST COEFQH-C EXPOQH-D MANNINGS
INCRFLOW INCRTEMP INCRBOD HWTRTEMP HWTRBOD
PTLDTEMP
9

Table 1c. First Order Error Analysis, Response of Predicted Ammonia
to a Five Percent Perturbation of Model Parameters.
A. TITLE OF DATA SET.
ROCKY RIVER ALLOCATION
LINKED MODEL - 2/201992
B. RESPONSE VARIABLE: NH3N
C. NORMALIZED JENSITIVII
INPUT VAR LOCATION
COEFFICIENT MATRIX: NH3N
REACH 8
REACH 13
REACH 18
REACH 12
REACH 20
ELEMENT
17
ELEMENT 11
ELEMENT 9
ELEMENT 2
ELEMENT 19
INITTEMP
-1.531
-1.701
-1.457
-0.661
-3.207
PTLDNH3N
0.743
0.756
0.904
0.935
0.761
EXPOQV-13
0.465
0.688
0.707
0.22
1.985
NH3 DECA
-0.509
-0.553
-0.439
-0.202
-1.067
COEFQV-A
0.329
0.402
0.365
0.136
0.924
PTLDFLOW
0.305
0.346
0.219
0.156
0.462
TC/NH3DC
I -0.161
-0.176
-0.139
-0.063
-0.347
PTLDNH2N
0.219
0.218
0.091
0.058
0•233
NH2 DECA
0.186
0.166
0.072
0.057
0.2
HWTRFLOW
-0.103
-0.072
' -0.027
-0.051
-0.013
OTHER INPUTS WITH NORMALIZED SENSITIVITY COEFFICIENTS LESS THAN 0.10 EACH.
AGYNCON
AGYGROMX
AGYRESPR
NHALFSAT
AGYEXTLN
AGYEXTNL
LSATCOEF
LAVGFACT
APREFNH3
A/TFACT
TC/NH2DC
TC/NH2ST
TC/NH3SC
TC/NO2DC
TC/PRGDC
TC/PRGST
TC/PO4SC
TC/ALGRQ
TC/ALRES
TC/ALSET
COEFQH-C
EXPOOH-D
MANNINGS
NH2 SETT
NO2 DECA
CHLA/ART
LTEXTNCO
INCRFLOW
INCRTEMP
INCRNH2N
INCRNH3N
INCRN02N
INCRN03N
HWTRTEMP
HWTRNH2N
HWTRNH3N
HWTRN02N
HWTRN03N
PTLDTEMP
PTLDN02N
PTLDN03N
10

Table 2a. Permit Limits for Major Facilities Discharging to the Rocky River.
Facility Flow (MGD) BODS (mgA) NH3-N (mg/1) DO (mg/l)
Mooresville
5.2
24
13 5
Mallard Creek (A)
3.0
9
4 5
Mallard Creek (B)
6.0
4.5
2 5
Concord
24.0
CBOD: 17
4 5
Table 2b. Actual Discharge Conditions for Major Facilities Discharging to the Rocky River,
1991 yearly average wasteflow, BOD, and ammonia, and miminum monthly DO.
Facility Flow (MGD) BOD5 (mg/l) NH3-N (mg/1) DO (mg/l)
Mooresville
3.1
6.1
0.07
6.5
Mallard Creek
2.2
4.1
0.48
7.7
Concord
13.8
CBOD:6.5
1.29
7.0
0
11

samples taken from the effluent of each WWTP. The CB0Du/BOD5 ratios calculated
were 3.5 for the Mooresville and Mallard Creek WWTPs, and 2.5 for the Concord
WWTP.
3. Results
Predicted DO profiles of the Rocky River study area for existing permit and actual
conditions are presented in Figures 5a and 5b. Permit conditions are predicted to result in
two DO sags which drop below the 5.0 mg/l DO standard. The first sag occurs 16 miles
below the Mooresville WWTP in an area where river velocity is at its minimum. The
second sag.occurs directly below the Concord WWTP. Because actual effluent
concentrations are well below permit levels the depth of both of these sags is greatly
reduced. No DO violations are predicted under current discharge conditions although DO
is predicted to drop to the stream standard of 5.0 mg/1 below the Mooresville and Mallard
Creek WWTPs.
Predicted BOD profiles indicate that under existing permit conditions, Mooresville
WWTP and Concord WWTP control BOD concentrations throughout the study area
(Figures 6 and 7). Under actual conditions Concord is less important and loading from
Coddle Creek and Back Creek contribute to the shape of the BOD profile. Mallard Creek
WWTP, while dominating BOD concentrations in Mallard Creek below the outfall, does
not significantly effect BOD concentrations along the Rocky River under existing permit
or actual conditions.
The model was used to determine what effluent limits would prevent DO
violations at 7Q 10 conditions. The effluent concentrations of NH3, DO, and CBOD for
the three major WWTPs were varied to determine the maximum allowable concentrations
to maintain DO standards. The following sets of effluent concentrations were obtained:
Flow: 5.2 MGD
DO: 6.0 mg/1
NH3: 1.0 i,mg/1
BOD5: 7.0,mg/l
.A.M_V'
Flow: 6.0 MGD
DO: 6.0 mg/I
NH3: 1.0 mg/1
BOD5: 5.0 mg/l (4 mg/l CBOD5)
.. .A.MM'
Flow: 24 MGD
DO: 6.0 mg/1
NH3: 4.0 Mg/l
BOD5: 20 m&4 (11 mg/l CBOD5)
These maximum discharge concentrations that protect the DO standard can be
used to determine the total maximum daily load (TMDL) during 7Q 10 conditions for
specific river reaches. Because these discharge conditions are the result of an allocation
procedure that allowed DO to drop to the DO standard, any additional loading is
predicted to result in DO violations. The instream concentration of total BOD at the
beginning of each DO sag represent the predicted TMDL for that point under the given
background and wastestream conditions. The instream concentration of total BOD at the
minimum of each DO sag represents the predicted DO equilibrium point for the stream
DO standard. Total BOD concentrations above the equilibrium point will eventually drive
DO below the stream standard. Therefore, the total BOD concentration where an
equilibrium is reached at the stream standard can be considered as a TMDL for the stream
12

Figure 5a. Predicted DO Profiles of the Rocky River for Existing
Permit Conditions and Actual Discharge Conditions.
8
7
6
�5
�4
O
3
2
1
0
Mooresville WWTP I Mallard Ck WWTP
--�— Actual Conditions
--�— Existing Conditions
(Permit)
- - - - - Stream Standard
0 Distance (miles)
Figure 5b. Predicted DO Profile of Mallard Creek for Existing Permit
Conditions.
8
7
6
= 5
E 4
O
0 3
2
1
0
0
Mallard Ck WWTP
1 2 3
Distance (miles)
13
—�--' Existing Conditions
(Permit)
— — — Stream Standard

Figure 6. Predicted BOD Profiles of the Rocky River for Existing
Permit Conditions and Actual Discharge Conditions.
50
45
40
35
30
025
m 20
U
15
10
5
0
Mooresville WWTP
Mallard Ck WWTP Concord WWTP
---�-- Existing Conditions
(Permit) '
--� Actual Conditions
D Distance (miles)
14

Figure 7. Predicted BOD Profiles of the Rocky River with
Mooresville WWTP, Mallard Creek WWTP and Concord WWTP at
Maximum Allocation Limits that would Protect DO Standard.
45
40
35
%30
E 25
0 20
m 15
10
5
0
- BOD Total
- CBOD
NBOD
Distance (miles)
Mooresville WWTP Mallard Ck WWTP Concord WWTP
15

reach as long as hydraulic and chemical processes remain constant. This estimate of the
total BOD TMDL does not include a margin of safety but can be used to guide
management decisions.
Using this method to determine the TMDL for total BOD, it is clear that the
TMDL has been approached or exceeded for the upper reaches of the study area. Under
existing conditions, the DO sag below the Mooresville WWTP reaches a minimum of 5.0
mg/l. At 5.0 mg/l DO, equilibrium is predicted at 12 mg/1 total BODu. Any change in
wastewater discharge conditions that increases the IWC of total BODu above 12 mg/l in
the region of the DO sag is predicted to result in a DO violation.
A similar case exists on Mallard Creek where the DO minimum reaches 5.0 mg/l.
DO violations are predicted in Mallard Creek if the IWC of total BODu is raised. DO
Equilibri1�m is not reached because DO levels are still falling in Mallard Creek at its
mouth.
The TMDL of total BOD for the lower reaches of the study area is considerably
higher than the TMDL above Mallard Creek due to higher stream velocities and greater
flow. Waste allocation performed at the Concord WWTP outfall indicates that at 5.0 mg/l
DO, the equilibrium total BODu concentration is 32 mg/l. Below the recovery zone for
the Concord WWTP, an IWC of approximately 45 mg/l BODu is required to drop DO
back to 5,.0 mg/l during 7Q 10 conditions.
The model was also used to evaluate the effect on DO of ten scenarios of possible
discharge conditions in the study area. A brief description of these scenarios and the
predicted impacts on DO concentrations are presented in Table 3.
VI. RECOMA ENDATIONS
At present, water quality in the upper watershed of the Rocky River is not
protected by the permitted wastewater flow. Wastewater discharge from the Mooresville
and Concord WWTPs at permitted discharge conditions are predicted to result in
downstream DO violations during 7Q10 conditions. Because both of the facilities
presently, meet effluent BOD concentrations below permitted levels, the DO standard is
not expected to be violated in the Rocky River study area under current operating
conditions. However, even with the three major WWTPs in the study area operating at or
near tertiary treatment levels, the model predicts two DO sags that drop to the stream
standard of 5.0 mg/l. This suggests that the total maximum daily load (TMDL) for
oxygen consuming wastes has been met or exceeded for portions of the study area.
Because of the heavy use of the Rocky River for the assimilation of wastewater
and the likely future demand for additional wastewater discharge, it is recommended that a
basinwide wasteload allocation strategy be developed. Such a plan would consider
potential; interaction between all sources of oxygen consuming wastes in the basin and
allow for anticipated future wastewater discharge needs. This general strategy will be part
of DEM's basinwide plan for the Yadkin River basin, due to be completed July of 1998.
The following proposed basin strategy for the Rocky River study area is intended as a
watershed component of a larger and more general basinwide plan for the Yadkin River
basin.
16

Table 3. Summary of General Results from the Rocky River QUAL2E Model
Discharge Scenario
1) Existing Permit Conditions
2) Mooresville expands to 7.8 MGD
3) Mooresville moves to Rocky River.
4) Mooresville moves to Rocky River
and expands to 7.8 MGD.
5) Mooresville moves to below West Branch.
6) Mooresville moves to below West Branch
and expands to 7.8 MGD.
7) Proposed 3.0 MGD River Run facility
comes on line, Rocky River mile 5.2.
8 Numerous small facilities on Back Creek
and Reedy Creek collected by major facility.
9) Proposed 1.8 MGD Muddy Creek facility
comes on line, Rocky River mile 43.
10) Mallard Creek WWTP moves to the Rocky
River below Mallard Creek.
Two sags result in DO violations.
Mooresville and Concord need
more stringent limits.
5 and 1* limits recommended, Mooresville
meets ammonia toxicity limit and does not
contribute to DO violation.
5 and 1. 1* recommended.
Mooresville does not contribute to DO violation.
5 and 1* recommended.
Mooresville does not contribute to DO violation.
5 and 1.4* recommended.
Mooresville does not contribute to DO violation.
5 and 1.3* recommended.
Mooresville does not contribute to DO violation.
At tertiary limits DO levels are increased due to
increased velocity. Interacts strongly with Mooresville.
No significant effect on Concord's allocation.
Ammonia tox. limit dependent on Concords limit.
BOD only a concern when addressing WLA equity.
No significant change in DO concentrations in the
Rocky River.
* Limit based on ammonia toxicity.
17

Two issues that should be addressed in a basinwide plan for the Rocky River study area
are the high instream concentrations of oxygen consuming wastes throughout the study
area and the DO sags below each of the three major WWTPs in the study area.
The Rocky River study area can be divided into four regions where distinct
assimilation processes exist. These are, 1) the Rocky River watershed above Mallard
Creek, 2) the Mallard Creek watershed, 3) the Rocky River and tributaries from Mallard
Creek to below the Concord WWTP DO recovery zone, and 4) the Rocky River below
the Concord WWTP DO recovery zone. For each of the river regions the TMDL for
oxygen consuming wastes can be estimated and a management strategy developed.
The DO sag below Mooresville is predicted to reach a minimum of 5.0 mg/1
during 7 10 conditions. This indicates that under existing discharge conditions, no
further as imilative capacity is available in the Rocky River from the Mooresville WWTP
outfall to 'the confluence with Mallard Creek. This reach of river is sensitive to oxygen
consuming wastes due to relatively slow velocities. It is recommended that new and
expanding discharges to the Rocky River and Dye Branch be permitted only if no
reasonable alternative exists, and then only at best available technology treatment levels.
New and expanding discharges to tributaries to the study area above Mallard Creek should
be permitted only at best available technology levels unless modeling shows that DO sag is
complete,before entering the Rocky River or Dye Branch.
The Mallard Creek WWTP takes up essentially all of the available assimilative
capacity for oxygen consuming wastes in Mallard Creek, as shown by the predicted DO
sag to 5.0 mg/l. For this reason is recommended that new and expanding discharges to
Mallard Creek only be permitted if no reasonable alternative exists, and then only at best
available technology treatment levels. New and expanding discharges to tributaries to the
study area above Mallard Creek should also be permitted only at best available technology
levels unless modeling shows that DO sag is complete before entering Mallard Creek.
The section of the Rocky River from below Mallard Creek to below the Concord
WWTP DO recovery zone has significantly more assimilative capacity than upstream
reaches. This is due to greater flow and relatively high stream velocities. Still, the TMDL
for this river segment has been exceeded by the existing Concord WWTP permit limits.
Examination of the allocation model indicates that at 7Q10 conditions, DO will recover
from 5.0'mg/1 only if the ultimate BOD (BODu) concentration is less than 32 mg/l. It is
therefore recommended that no new or expanded discharges be allowed unless an
evaluation of engineering alternatives shows that it is the most environmentally sound
alternative. For this river region the minimal level of treatment for new or expanding
wastewater discharges should include a total BODu concentration of 32 mg/l, equivalent
to 10 mg/l BOD5 and 4 mg/1 NH3 for typical domestic discharges (or 12 and 3). This
limit will ,allow new and expanded facilities to discharge to the Rocky River without
contribution to further demands on the already heavily utilized assimilative capacity.
Below the Concord WWTP DO recovery zone, assimilative capacity is presently
available,
However, the instream waste concentration is above 60% at 7Q10 conditions
and future demands may increase it further. It is recommended that all new and expanding
discharges receive a total BODu limit of at least 32 mg/l, equivalent to 10 mg/l BOD5 and
4 mg/l NH3 for typical domestic discharges. This concentration is equal to the predicted
instream concentration below the Concord WWTP that would just protect the DO
18

standard. This level of treatment will protect the DO standard as well as preventing any
one discharge from using up 100% of the available assimilative capacity_of the River.
In addition to these watershed specific recommendations, it is recommended that
the three 'major WWTPs be encouraged to continue to meet or exceed their current level
of treatment. Upon expansion or modification, Mooresville WWTP and Concord WWTP
should receive permit limits that will protect water quality in the Rocky River. This will
require tertiary treatment at the Mooresville WWTP as well as improved treatment
technologies at the Concord WWTP.
19

REFERENCES
Brown, L. C., and T. O. Barnwell, 1987. The Enhanced Stream Water Quality Models
QUAL2E and QUAL2E-UNCAS: Documentation and User Model. U.S. EPA,
Athens, Georgia.
NCDEM, 1988a. QUAL2E Model for Mooresville WWTP. Unpublished file document,
dated November 30, 1988.
NCDEM, 1988b. Rocky River WWTP Model Calibration and Preliminary Wasteload
Allocation. Unpublished file document, dated January 14, 1988 and amended
April 3, 1989.
NCDEM, 1992. QUAL2E-UNCAS Model for Mallard Creek WWTP. Unpublished file
document, dated October 14, 1992.
20

APPENDIX I. QUAL2E Input data file: Mooresville to Concord.
QUAL-2E STREAM QUALITY ROUTING MODEL
* * * EPA/NCASI VERSION * * *
$$$ (PROBLEM TITLES) $$$
CARD TYPE
QUAL-2E PROGRAM TITLES
TITLE01
ROCKY RIVER - ALLOCATION
TITLE02
CMUD MODEL - 10/20 1991
TITLE03
NO
CONSERVATIVE MINERAL I
TITLE04
NO
CONSERVATIVE MINERAL II
TITLE05
NO
CONSERVATIVE MINERAL III
TITLE06
NO
TEMPERATURE
TITLE07
YES
BIOCHEMICAL OXYGEN DEMAND IN MG/L
TITLE08
NO
!ALGAE AS CHL-A IN UG/L
TITLE09
NO
PHOSPHORUS CYCLE AS P IN MG/L
TITLE10
NO
(ORGANIC-P; DISSOLVED-P)
TITLEII
YES
CYCLE AS N IN MG/L
TITLEI2
YES
(NITROGEN
(ORGANIC-N; AMMONIA-N; NITRITE-N; NITRATE-N)
TITLEI3
YES
'DISSOLVED OXYGEN IN MG/L
TITLEI4
NO
FECAL COLIFORMS IN NO./100 ML
TITLEI5
NO
ARBITRARY NON -CONSERVATIVE
ENDTITLE
$$$ DATA TYPE 1 (CONTROL DATA) $$$
CARD TYPE
-
LIST DATA INPUT
0.00000
NO WRITE OPTIONAL SUMMARY
0.00000
NO FLOW AUGMENTATION
0.00000
STEADY STATE
0.00000
DISCHARGE COEFFICIENTS
0.00000
NO PRINT SOLAR/LCD DATA
0.00000
NO PLOT DO AND BOD !
0.00000
FIXED DNSTRM CONC(YES-1)-
0.00000
INPUT METRIC (YES-1)I: -
0.00000
NUMBER OF REACHES =
20.00000
NUM OF HEADWATERS -
3.00000
TIME STEP (HOURS)
0.00000
MAXIMUM ROUTE TIME (HRS)=
100.00000
LATITUDE OF BASIN (DEG) -
35.37000
STANDARD MERIDIAN (DEG) -
78.00000
EVAP. COEF..(AE)
0.00069
ELEV. OF BASIN (ELEV) = 520.00000
ENDATAI
0.00000
CARD TYPE
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
5D-ULT BOD CONV K COEF -
0.23000
OUTPUT METRIC (YES-1) -
0.00000
NUMBER OF JUNCTIONS
2.00000
NUMBER OF POINT LOADS
14.00000
LNTH. COMP. ELEMENT (DX)-
0.20000
TIME INC. FOR RPT2 (HRS)-
0.00000
LONGITUDE OF BASIN (DEG)-
80.71000
DAY OF YEAR START TIME -
180.00000
EVAP. COEF..(BE) =
0.00027
DUST ATTENUATION COEF. -
0.13000.
0.00000
$$$ DATA TYPE lA (ALGAE PRODUCTION AND NITROGEN OXIDATION CONSTANTS) $$$
CARD TYPE
CARD TYPE
0 UPTAKE BY NH3 OXID(MG O/MG N)-
3.5000
0 UPTAKE BY NO2 OXID(MG O/MG N)-
1.2000
0 PROD BY ALGAE (MG O/MG A) =
1.6000
0 UPTAKE BY ALGAE (MG O/MG A) =
2.0000
N CONTENT OF ALGAE (MG N/MG A)
0.0850
P CONTENT OF ALGAE (MG P/MG A) -
0.0120
ALG MAX SPEC GROWTH RATE(1/DAY)-
1.3070
ALGAE RESPIRATION RATE (I/DAY) -
0.1500
N HALF SATURATION CONST (MG/L)-
0.2000
P HALF SATURATION CONST (MG/L)=
0.0300
LIN ALG SHADE CO (1/FT-UGCHA/L=)
0.0088
NLIN SHADE(1/FT-(UGCHA/L)**2/3)=
0.0540
LIGHT FUNCTION OPTION (LFNOPT) -
2.0000
LIGHT SAT'N COEF (BTU/FT2-MIN) -
0.2000
DAILY AVERAGING OPTION(LAVOPT) -
1.0000
LIGHT AVERAGING FACTOR(AFACT) -
0.9200
NUMBER OF DAYLIGHT HOURS (DLH) -
13.0000
TOTAL DAILY SOLR RAD (BTU/FT-2)-
624.0000
ALGY GROWTH CALC OPTION(LGROPT)=
2.0000
ALGAL PREF FOR NH3-N (PREEN) =
0.5000
ALG/TEMP SOLAR RAD FACT(TFACT) =
0.4500
NITRIFICATION INHIBITION COEF =
10.0000
ENDATAIA
0.0000
0.0000
.
21

i
$$$ DATA TYPE 1B .(TEMPERATURE CORRECTION CONSTANTS FOR RATE COEFFICIENTS) $$$
CARD TYPE RATE CODE THETA VALUE
THETA( 1)
BOD DECA
1.047
DFLT
THETA( 2)
BOD SETT
1.024
DFLT
THETA( 3)
OXY TRAM
1.024
DFLT
THETA( 4)
SOD RATE
1.060
DFLT
THETA( 5)
ORGN DEC
1.047
DFLT
THETA( 6)
ORGN SET
1.024
DFLT
THETA( 7)
NH3 DECA
1.083
DFLT
THETA( 8)
NH3 SRCE
1.074
DFLT
THETA( 9)
NO2 DECA
1.047
DFLT
THETA(10)
PORG DEC
1.047
DFLT
THETA(11)
PORG SET
1.024
DFLT
THETA(12)
DISP SRC
1.074
DFLT
THETA(13)
ALG GROW
1.047
DFLT
THETA(14)
ALG RESP
1.047
DFLT
THETA(15)
ALG SETT
1.024
DFLT
THETA(16)
COLI DEC
1.047
DFLT
THETA(17)
ANC DECA
1.000
DFLT
THETA(18)
ANC SETT
1.024.
DFLT
THETA(19)
ANC SRCE
1.000
DFLT
ENDATAIB
$$$ DATA TYPE 2 (REACH IDENTIFICATION) $$$
CARD TYPE
REACH ORDER AND IDENT
R. MI/KM
R. MI/KM
STREAM REACH
1.0
RCH=DYE BRANCH
FROM
43.4
TO
42.8
STREAM REACH
2.0
RCH=ROCKY RIVER
FROM
42.8
TO
39.6
STREAM REACH
3.0
RCH=RR1 WB RR2
FROM
39.6
TO
38.0
STREAM REACH
4.0
RCH=WEST BRANCH
FROM
39.4
TO
38.0
STREAM REACH
5.0
RCH-RR2 TO RR4
FROM
38.0
TO
35.4
STREAM REACH
6.0
RCH=RR4 TO RR5
FROM
35.4
TO
34.2
STREAM REACH
7.0
RCH=RR5 CLARKE RR7
FROM
34.2
TO
32.2
STREAM REACH
8.0
RCH=RR7 2.4 MILES
FROM
32.2
TO
28.2
STREAM REACH
9.0
RCH=TO RR9
FROM
28.2
TO
27.4
STREAM REACH
10.0
RCH=RR9 TO RR10
FROM
27.7
TO
24.6
STREAM REACH
11.0
RCH=MALLARD CREEK
FROM
27.4
TO
25.0
STREAM REACH
12.0
RCH=MC2 TO RR10
FROM
25.0
TO
24.6
STREAM REACH
13.0
RCH=RR10 TO RR12
FROM
24.6
TO
22.4
STREAM REACH
14.0
RCH=RR12 CC RR14
FROM
22.4
TO
18.8
STREAM REACH
15.0
RCH=RR14 RC 4 MILES
FROM
18.8
TO
14.8
STREAM REACH
16.0
RCH-TO RR16
FROM
14.8
TO
13.8
STREAM REACH
17.0
RCH=COLDWATER CK.
FROM
13.8
TO
12.0
STREAM REACH
18.0
RCH=DUTCH BUFFALO CK
FROM
12.0
TO
8.0
STREAM REACH
19.0
RCH=
FROM
8.0
TO
4.0
STREAM REACH
2O.0
RCH=
FROM
4.0
TO
0.0
ENDATA2
0.0
0.0
0.0
$$$ DATA TYPE
3 (TARGET LEVEL DO AND FLOW AUGMENTATION
SOURCES)
$$$
CARD TYPE
REACH AVAIL HDWS
TARGET
ORDER OF
AVAIL
SOURCES
ENDATA3
0. 0.
0.0 0:
0. 0.
0.
0. 0.
22

0
$$$ DATA TYPE 4 (COMPUTATIONAL REACH FLAG FIELD) $$$
CARD TYPE
REACH ELEMENTS/REACH
COMPUTATIONAL FLAGS
FLAG FIELD
1
3.
1.6.2.0.0.0.0.0.0.0.0.0.0.0.0.0.0.0.0.0.
FLAG FIELD
2.
16.
6.2.2.2.2.2.2.2.2.2.2.2.2.2.2.6.0.0.0.0.
FLAG FIELD
3.
8.
2.2.2.2.2.2.2.3.0.0.0.0.0.0.0.0.0.0.0.0.
FLAG FIELD
4.
7.
1.6.2.2.2.2.2.0.0.0.0.0.0.0.0.0.0.0.0.0.
FLAG FIELD
5.
13.
4.2.2.2.2.2.2.2.2.2.2.2.2.0.0.0.0.0.0.0.
FLAG FIELD
6.
6.
2.2.6.2.2.2.0.0.0.0.0.0.0.0.0.0.0.0.0.0.
FLAG FIELD
7.
10.
2.2.2.2.2.2.2.6.2.2.0.0.0.0.0.0.0.0.0.0.
FLAG FIELD
8.
20.
2.2.2.2.2.2.2.2.2.2.2.2.2.2.2.2.2.2.2.2.
FALL FIELD
9.
4.
2.2.2.2.0.0.0.0.0.0.0.0.0.0.0.0.0.0.0.0.
FLAG FIELD
10.
14.
2.2.2.2.2.2.2.2.2.2.2.2.2.3.0.0.0.0.0.0.
FLAG FIELD
11.
12.
1.6.2.2.2.2.2.2.2.2.2.2.0.0.0.0.0.0.0.0.
FLAG FIELD
12.
2.
2.2.0.0.0.0.0.0.0.0.0.0.0.0.0.0.0.0.0.0.
FLAG FIELD
13.
11.
4.2.2.2.2.2.2.2.2.2.2.0.0.0.0.0.0.0.0.0.
FLAG FIELD
14.
18.
2.2.2.2.2.2.2.2.2.2.2.2.2.6.2.2.2.2.0.0.
FLAG FIELD
15.
20.
6.2.2.2.2.2.2.2.2.2.2.6.2.2.2.2.2.2.2.2.
FLAG FIELD
16.
5.
2.2.2.2.2.0.0.0.0.0.0.0.0.0.0.0.0.0.0.0.
FLAG FIELD
17.
9.
6.2.6.2.2.2.2.2.2.0.0.0.0.0.0.0.0.0.0.0.
FLAG FIELD
18.
20.
2.2.2.2.2.2.2.2.2.6.2.2.2.2.2.2.2.2.2.2.
FLAG FIELD
19.
20.
2.2.2.2.2.2.2.2.2.2.2.2.2.2.2.2.2.2.2.2.
FLAG FIELD
20.
20.
2.2.2.2.2.2.2.2.2.2.2.2.2.2.2.2.2.2.2.5.
ENDATA4
0.
0.
0.0.0.0.0.0.0.0.0.0.0.0.0.0.0.0.0.0.0.0.
$$$ DATA TYPE 5 (HYDRAULIC DATA FOR DETERMINING VELOCITY AND DEPTH) $$$
CARD TYPE
REACH
COEF-DSPN
COEFQV
EXPOQV
COEFQH
EXPOQH
CHANN
HYDRAULICS
1.
0.00
0.250
0.640
0.360
0.260
0.025
HYDRAULICS
2.
0.00
0.377
0.428
0.172
0.469
0.025
HYDRAULICS
3.
0.00
0.377
0.428
0.172
0.469
0.025
HYDRAULICS
4.
0.00
0.377
0.428
0.172
0.469
0.025
HYDRAULICS
5.
0.00
0.330
0.360
0.340
0.240
0.020
HYDRAULICS
6.
0.00
0.150
0.400
0.700
0.200
0.020
HYDRAULICS
7.
0.00
0.090
0.540
1.210
0.060
0.020
HYDRAULICS
8.
0.00
0.060
0.630
1.360
0.050
0.020
HYDRAULICS
9.
0.00
0.060
0.630
1.360
0.050
0.020
HYDRAULICS
10.
0.00
0.050
0.690
1.370
0.050
0.020
HYDRAULICS
11.
0.00
0.060
0.700
1.000
0.100
0.020
HYDRAULICS
12.
0.00
0.060
0.700
1.000
0.100
0.020
HYDRAULICS
13.
0.00
0.050
0.690
1.510
0.050
0.020
HYDRAULICS
14.
0.00
0.140
0.380
0.440
0.360
0.020
HYDRAULICS
15.
0.00
0.160
0.420
0.380
0.320
0.020
HYDRAULICS
16.
0.00
0.160
0.420
0.380
0.320
0.020
HYDRAULICS
17.
0.00
0.120
0.470
0.460
0.250
0.020
HYDRAULICS
18.
0.00
0.120
0.470
0.460
0.250
0.020
HYDRAULICS
19.
0.00
0.120
0.470
0.460
0.250
0.020
HYDRAULICS
20.
0.00
0.120
0.470
0.460
0.250
0.020
ENDATA5
0.
0.00
0.000
0.000
0.000
0.000
0.000
$$$ DATA TYPE 5A (STEADY STATE TEMPERATURE
AND CLIMATOLOGY DATA) $$$
CARD TYPE
DUST
CLOUD
DRY BULB
WET BULB
ATM
REACH
ELEVATION
COEF
COVER
TEMP
TEMP
PRESSURE
ENDATASA
0.
0.00
0.00
0.00
0.00
0.00
0.00
23
SOLAR RAD
WIND ATTENUATION
0.00 0.00

$$$ DATA TYPE 6 (REACTION COEFFICIENTS FOR DEOXYGENATION AND REAERATION) $$$
CARD TYPE
REACH
K1
K3
SOD
K20PT
K2
COEQK2
OR EXPQK2
+�
RATE
TSIV COEF
OR SLOPE
FOR OPT 8
FOR OPT 8
REACT COEF
1.
0.30
0.07
0.190
1.
6.50
0.000
0.00000
REACT COEF
2.
0.30
0.07
0.150
5.
0.00
0.000
0.00000
REACT COEF
3.
0.30
0.07
0.150
5.
0.00
0.000
0.00000
REACT COEF
4.
0.30
0.07
0.064
7.
0.00
3.800
0.42800
REACT COEF
5.
0.40
0.07
0.064
1.
4.00
0.000
0.00000
REACT COEF
6.
0.20
0.07
0.064
6.
0.00
0.000
0.00000
REACT COEF
7.
0.20
0.07
0.064
6.
0.00
0.000
0.00000
REACT COEF
B.
0.20
0.07
0.064
6.
0.00
0.000
0.00000
REACT COEF
9.
0.20
0.07
0.064
6.
0.00
0.000
0.00000
REACT COEF
10.
0.20
0.07
0.064
6.
0.00
0.000
0.00000
REACT COEF
11.
0.20
0.07
0.070
6.
0.00
0.000
0.00000
REACT COEF
12.
0.20
0.07
0.070
6.
0.00
0.000
0.00000
REACT COEF
13.
0.20
0.07
0.100
6.
0.00
0.000
0.00000
REACT COEF
14.
0.20
0.07
0.100
6.
0.00
0.000
0.00000
REACT COEF
15.
0.20
0.07
0.100
6.
0.00
0.000
0.00000
REACT COEF
16.
0.20
0.07
0.100
6.
0.00
0.000
0.00000
REACT COEF
17.
0.50
0.25
0.100
1.
7.00
0.000
0.00000
REACT COEF
18.
0.50
0.25
0.100
1.
7.00
0.000
0.00000
REACT COEF
19.
0.50
0.25
0.100
1.
7.00
0.000
0.00000
REACT COEF
20.
0.50
0.25
0.100
1.
7.00
0.000
0.00000
ENDATA6
0.
0.00
0.00
0.000
0.
0.00
0.000
0.00000
$$$ DATA TYPE 6A (NITROGEN AND PHOSPHORUS
CONSTANTS)
$$$
CARD TYPE
REACH
CKNH2
SETNH2
CKNH3
SNH3
CKNO2
CKPORG
SETPORG
SP04
N AND P COEF
1.
0.07
0.10
0.40
0.00
1.00
0.00
0.00
0.00
N AND P COEF
2.
0.07
0.10
0.40
0.00
1.00
0.00
0.00
0.00
N AND P COEF
3.
0.07
0.10
0.40
0.00
1.00
0.00
0.00
0.00
N AND P COEF
4.
0.07
0.10
0.40
0.00
1.00
0.00
0.00
0.00
N AND P COEF
5.
0.20
0.10
0.30
0.00
0.90
0.00
0.00
0.00
N AND P COEF
6.
0.20
0.10
0.30
0.00
0.90
0.00
0.00
0.00
N AND P COEF
7.
0.20
0.10
0.30
0.00
0.90
0.00
0.00
0.00
N AND P COEF
B.
0.20
0.10
0.30
0.00
0.90
0.00
0.00
0.00
N AND P COEF
9.
0.20
0.10
0.30
0.00
0.90
0.00
0.00
0.00
N AND P COEF
10.
0.20
0.10
0.30
0.00
0.90
0.00
0.00
0.00
N AND P COEF
11.
0.20
0.10
0.30
0.00
0.90
0.00
0.00
0.00
N AND P COEF
12.
0.20
0.10
0.30
0.00
0.90
0.00
0.00
0.00
N AND P COEF
13.
0.20
0.10
0.30
0.00
0.90
0.00
0.00
0.00
N AND P COEF
14.
0.20
0.10
0.30
0.00
0.90
0.00
0.00
0.00
N AND P COEF
15.
0.20
0.10
0.30
0.00
0.90
0.00
0.00
0.00
N AND P COEF
16.
0.20
0.10
0.30
0.00
0.90
0.00
0.00
0.00
N AND P COEF
17.
0.10
0.10
1.00
0.00
1.10
0.00
0.00
0,00
N AND P COEF
18.
0.10
0.10
1.00
0.00
1.10
0.00
0.00
0.00
N AND P COEF
19.
0.10
0.10
1.00
0.00
1.10
0.00
0.00
0.00
N AND P COEF
20.
0.10
0.10
1.00
0.00
1.10
0.00
0.00
0.00
ENDATA6A
0.
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
24

$$$ DATA TYPE 6B
1
(ALGAE/OTHER COEFFICIENTS) $$$
CARD TYPE
REACH
ALPHAO
ALGSET
EXCOEF
CK5
CKANC
SETANC
SRCANC
d
CKCOLI
ALG/OTHER COEF
1.
15.00
0.00
0.01
0.00
0.00
0.00
0.00
ALG/OTHER COEF
2.
15.00
0.00
0.01
0.00
0.00
0.00
0.00
ALG/OTHER COEF
3.
15.00
0.00
0.01
0.00
0.00
0.00
0.00
ALG/OTHER COEF
4.
15.00
0.00
0.01
0.00
0.00
0.00
0.00
ALG/OTHER COEF
5.
15.00
0.00
0.01
0.00
0.00
0.00
0.00
ALG/OTHER COEF
6.
15.00
0.00
0.01
0.00
0.00
0.00
0.00
ALG/OTHER COEF
7.
15.00
0.00
0.01
0.00
0.00
0.00
0.00
ALG/OTHER COEF
8.
15.00
0.00
0.01
0.00
0.00
0.00
0.00
ALG/OTHER COEF
9.
15.00
0.00
0.01
0.00
0.00
0.00
0.00
ALG/OTHER COEF
10.
15.00
0.00
0.01
0.00
0.00
0.00
0.00
ALG/OTHER COEF
11.
15.00
0.00
0.01
0.00
0.00
0.00
0.00
ALG/OTHER COEF
12.
15.00
0.00
0.01
0.00
0.00
0.00
0.00
ALG/OTHER COEF
13.
15.00
0.00
0.01
0.00
0.00
0.00
0.00
ALG/OTHER COEF
14.
15.00
0.00
0.01
0.00
0.00
0.00
0.00
ALG/OTHER COEF
15.
15.00
0.00
0.01
0.00
0.00
0.00
0.00
ALG/OTHER COEF
16.
15.00
0.00
0.01
0.00
0.00
0.00
0.00
ALG/OTHER COEF
17.
15.00
0.00
0.01
0.00
0.00
0.00`
0.00
ALG/OTHER COEF
18.
15.00
0.00
0.01
0.00
0.00
0.00
0.00
ALG/OTHER COEF
19.
15.00
0.00
0.01
0.00
0.00
0.00
0.00
ALG/OTHER COEF
20.
15.00
0.00
0.01
0.00
0.00
0.00
0.00
ENDATA6B
0.
0.00
0.00
0.00
0.00
0.00
0.00
0.00
$$$ DATA TYPE 7
(INITIAL CONDITIONS)
$$$
CARD TYPE
REACH
TEMP
D.O.
BOD
04-1
CM-2
CM-3
ANC
COLI
INITIAL COND-1
1.
75.20
0.00
0.00
0.00
0.00
0.00
Q.00
0.00
INITIAL COND-1
2.
75.20
0.00
0.00
0.00
0.00
0.00
0.00
0.00
INITIAL COND-1
3.
75.20
0.00
0.00
0.00
0.00
0.00
0.00
0.00
INITIAL COND-1
4.
75.20
0.00
0.00
0.00
0.00
0.00
0.00
0.00
INITIAL COND-1
5.
75.20
0.00
0.00
0.00
0.00
0.00
0.00
0.00
INITIAL COND-1
6.
75.20
0.00
0.00
0.00
0.00
0.00
0.00
0.00
INITIAL COND-1
7.
75.20
0.00
0.00
0.00
0.00
0.00
0.00
0.00
INITIAL COND-1
8.
75.20
0.00
0.00
0.00
0.00
0.00
0.00
0.00
INITIAL COND-1
9.
75.20
0.00
0.00
0.00
0.00
0.00
0.00
0.00
INITIAL COND-1
10.
75.20
0.00
0.00
0.00
0.00
0.00
0.00
0.00
INITIAL COND-1
11.
75.20
0.00
0.00
0.00
0.00
0.00
0.00
0.00
INITIAL COND-1
12.
75.20
0.00
0.00
0.00
0.00
0.00
0.00
0.00
INITIAL COND-1
13.
75.20
0.00
0.00
0.00
0.00
0.00
0.00
0.00
INITIAL COND-1
14.
75.20
0.00
0.00
0.00
0.00
0.00
0.00
0.00
INITIAL COND-1
15.
75.20
0.00
0.00
0.00
0.00
0.00
0.00
0.00
INITIAL COND-1
16.
75.20
0.00
0.00
0.00
0.00
0.00
0.00
0.00
INITIAL COND-1
17.
75.20
0.00
0.00
0.00
0.00
0.00
0.00
0.00
INITIAL COND-1
18.
75.20
0.00
0.00
0.00
0.00
0.00
0.00
0.00
INITIAL COND-1
19.
75.20
0.00
0.00
0.00
0.00
0.00
0.00
0.00
INITIAL COND-1
20.
75.20
0.00
0.00
0.00
0.00
0.00
0.00
0.00
ENDATA7
0.
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
$$$ DATA TYPE 7A
(INITIAL
CONDITIONS
FOR CHOROPHYLL A,
NITROGEN, AND PHOSPHORUS) $$$
CARD TYPE
REACH
CHL-A-
ORG-N
NH3-N
NO2-N
NO3-N
ORG-P
DIS-P
INITIAL COND-2
1.
0.00
0.00
0.00
0.00
0.00
0.00
0.00
INITIAL COND-2
2.
0.00
0.00
0.00
0.00
0.00
0.00
0.00
INITIAL COND-2
3.
0.00
0.00
0.00
0.00
0.00
0.00
0.00
INITIAL COND-2
4.
0.00
0.00
0.00
0.00
0.00
0.00
0.00
INITIAL COND-2
5.
0.00
0.00
0.00
0.00
0.00
0.00
0.00
INITIAL COND-2
6.•
0.00
0.00
0.00
0.00
0.00
0.00
0.00
INITIAL COND-2
7.
0.00
0.00
0.00
0.00
0.00
0.00
0.00
INITIAL COND-2
8.
0.00
0.00
0.00
0.00
0.00
0.00
0.00
INITIAL COND-2
9.
0.00
0.00
0.00
0.00
0.00
0.00
0.00
INITIAL COND-2
10.
0.00
0.00
0.00
0.00
0.00
0.00
0.00
INITIAL COND-2
11.
0.00
0.00
0.00
0.00
0.00
0.00
0.00
INITIAL COND-2
12.
0.00
0.00
0.00
0.00
0.00
0.00
0.00
INITIAL COND-2
13.
0.00
0.00
0.00
0.00
0.00
0.00
0.00
INITIAL COND-2
14.
0.00
0.00
0.00
0.00
0.00
0.00
0.00
INITIAL COND-2
15.
0.00
0.00
0.00
0.00
0.00
0.00
0.00
INITIAL COND-2
16.
0.00
0.00
0.00
0.00
0.00
0.00
0.00
INITIAL COND-2
17.
0.00
0.00
0.00
0.00
0.00
0.00
0.00
INITIAL COND-2
18.
0.00
0.00
0.00
0.00
0.00
0.00
0.00
INITIAL COND-2
19.
0.00
0.00
.0.00
0.00
0.00
0.00
0.00
INITIAL COND-2
20.
0.00
0.00
0.00
0.00
0.00
0.00
0.00
ENDAMA
0.
0.00
0.00
0.00
0.00
0.00
0.00
0.00
25

$$$ DATA TYPE 8 (INCREMENTAL INFLOW CONDITIONS)
$$$
r
CARD TYPE
REACH
FLOW
TEMP
D.O.
BOD
CM-1
CM-2
CM-3
ANC
INCR INFLOW-1
1.
0.031
75.20
7.58
2.50
0.00
0.00
0.00
0.00
INCR INFLOW-1
2.
0.165
75.20
7.58
2.50
0.00
0.00
0.00
0.00
.INCR INFLOW-1
3.
0.082
75.20
7.58
2.50
0.00
0.00
0.00
0.00
INCR INFLOW-1
4.
0.072
75.20
7.58
2.50
0.00
0.00
0.00
0.00
INCR INFLOW-1
5.
0.134
75.20
7.58
2.50
0.00
0.00
0.00
0.00
INCR INFLOW-1
6.
0.062
75.20
7.58
2.50
0.00
0.00
0.00
0.00
INCR INFLOW-1
7.
0.103
75.20
7.58
2.50
0.00
0.00
•0.00
0.00
INCR INFLOW-1
8.
0.206
75.20
7.58
2.50
0.00
0.00
0.00
0.00
INCR INFLOW-1
9.
0.041
75.20
7.58
2.50
0.00
0.00
0.00
0.00
INCR INFLOW-1
10.
0.144
75.20
7.58
2.50
0.00
0.00
0.00
0.00
INCR INFLOW-1
11.
0.124
75.20
7.58
2.50
0.00
0.00
0.00
0.00
INCR INFLOW-1
12.
0.021
75.20
7.58
2.50
0.00
0.00
0.00
0.00
INCR INFLOW-1
13.
0.113
75.20
7.58
2.50
0.00
0.00
0.00
0.00
INCR INFLOW-1
14.
0.185
75.20
7.58
2.50
0.00
0.00
0.00
0.00
INCR INFLOW-1
15.
0.206
75.20
7.58
2.50
0.00
0.00
0.00
0.00
INCR INFLOW-1
16.
0.052
75.20
7.58
2.50
0.00
0.00
0.00
0.00
INCR INFLOW-1
17.
0.093
75.20
7.58
2.50
0.00
0.00
0.00
0.00
INCR INFLOW-1
18.
0.206
75.20
7.58
2.50
0.00
0.00
0.00
0.00
INCR INFLOW-1
19.
0.206
75.20
7.58
2.50
0.00
0.00
0.00
0.00
INCR INFLOW-1
20.
0.206
75.20
7.58
2.50
0.00
0.00
0.00
0.00
ENDATA8
0.
0.000
0.00
0.00
0.00
0.00
0.00
0.00
0.00
$$$ DATA TYPE 8A
(INCREMENTAL INFLOW CONDITIONS
FOR CHLOROPHYLL A, NITROGEN, AND PHOSPHORUS) $$$
CARD TYPE
REACH
CHL-A
ORG-N
NH3-N
NO2-N
NO3-N
ORG-P
DIS-P
INCR INFLOW-2
1.
0.00
0.40
0.10
0.00
0.28
0.00
0.00
INCR INFLOW-2
2.
0.00
0.40
0.10
0.00
0.28
0.00
0.00
INCR INFLOW-2
3.
0.00
0.40
0.10
0.00
0.28
0.00
0.00
INCR INFLOW-2
4.
0.00
0.40
0.10
0.00
0.28
0.00
0.00
INCR INFLOW-2
5.
0.00
0.40
0.10
0.00
0.28
0.00
0.00
INCR INFLOW-2
6.
0.00
0.40
0.10
0.00
0.28
0.00
0.00
INCR INFLOW-2
7.
0.00
0.40
0.30
0.00
0.28
0.00
0.00
INCR INFLOW-2
8.
0.00
0.40
0.10
0.00
0.28
0.00
0.00
INCR INFLOW-2
9.
0.00
0.40
0.10
0.00
0.28
0.00
0.00
INCR INFLOW-2
10.
0.00
0.40
0.10
0.00
0.28
0.00
0.00
INCR INFLOW-2
11.
0.00
0.40
0.10
0.00
0.28
0.00
0.00
INCR INFLOW-2
12.
0.00
0.40
0.10
0.00
0.28
0.00
0.00
INCR INFLOW-2
13.
0.00
0.40
0.10
0.00
0.28
0.00
0.00
INCR INFLOW-2
14.
0.00
0.40
0.10
0.00
0.28
0.00
0.00
INCR INFLOW-2
15.
0.00
0.40
0.10
0.00
0.28
0.00
0.00
INCR INFLOW-2
16.
0.00
0.40
0.10
0.00
0.28
0.00
0.00
INCR INFLOW-2
17.
0.00
0.40
0.10
0.00
0.28
0.00
0.00
INCR INFLOW-2
18.
0.00
0.40
0.10
0.00
0.28
0.00
0.00
INCR INFLOW-2
19.
0.00
0.40
0.10
0.00
0.28
0.00
0.00
INCR INFLOW-2
20.
0.00
0.40
0.10
0.00
0.28
0.00
0.00
ENDATABA
0.
0.00
0.00
0.00
0.00
0.00
0.00
0.00
$$$ DATA TYPE 9 (STREAM
JUNCTIONS)
$$$
CARD TYPE
JUNCTION ORDER AND IDENT
UPSTRM JUNCTION
TRIB
STREAM JUNCTION
1.
WEST BRANCH
27.
35.
34.
JUNCTION-1
2.
MALLARD CREEK
101.
116.
115.
ENDATA9
0.
0.
0.
0.
$$$ DATA TYPE 10
(HEADWATER SOURCES) $$$
CARD TYPE HDWTR
NAME
FLOW
TEMP
D.O.
BOD
CM-1
CM-2
CM-3
ORDER
HEADWTR-1 1.
DYE BRANCH
0.50
75.20
9.46
3.12
0.00
0.00
0.00
HEADWTR-1 2.
WEST BRANCH
2.50
75.20
7.60
2.00
0.00
0.00
0.00
HEADWTR-1 3.
MALLARD
CREEK
0.64
75.20
7.10
4.28
0.00
0.00
0.00
ENDATAIO 0.
0.00
0.00
0.00
0.00
0.00
0.00
0.00
26
COLI
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00

$$$ DATA
TYPE 10A
(HEADWATER CONDITIONS FOR CHLOROPHYLL,
NITROGEN, PHOSPHORUS,.
COLIFORM AND SELECTED NON -CONSERVATIVE CONSTITUENT) $$$
CARD TYPE
HDWTR
ANC COLI
CHL A
ORG-N
NH3-N
NO2-N
NO3-N
ORG-P
ORDER
HEADWTR-2
1.
0.00 0.00
0.00
0.46
0.04
0.00
0.24
0.00
HEADWTR-2
2.
0.00 0.00
0.00
0.00
0.22
0.00
0.00
0.00
HEADWTR-2
3.
0.00 0.00
0.00
0.28
0.06
0.01
0.26
0.00
ENDATA10A
0.
0.00 0.00
0.00
0.00
0.00
0.00
0.00
0.00
$$$ DATA
TYPE 11
(POINT SOURCE / POINT
SOURCE
CHARACTERISTICS) $$$
POINT
CARD TYPE
LOAD, NAME
EFF
FLOW
TEMP
D.O.
BOD
CM-1
ORDERI
POINTLD-1
1.
MOORSVL WWTP
0.00
8.06
75.20
6.00
24.50
0.00
POINTLD-1
2.
ROCKY RIVER
0.00
0.30
75.20
7.30
1.38
0.00
POINTLD-1
3.
RIVER RUN
0.00
0.00
75.20
6.00
32.50
0.00
POINTLD-1
4.
MID SOUTH
0.00
0.93
75.20
6.00
34.50
0.00
POINTLD-1
5.
W.R. ODELL
0.00
0.02
75.20
6.68
17.58
0.00
POINTLD-1
6.
CLARKE CREEK
0.00
1.60
75.20
6.00
2.50
0.00
POINTLD-1
7.
MALLARD WWTP
0.00
9.30
75.20
6.00
17.50
0.00
POINTLD-1
8.
CODDLE CREEK
0.00
4.20
75.20
7.74
12.46
0.00
POINTLD-1
9.
BACK CREEK
0.00
0.99
75.20
7.45
9.49
0.00
POINTLD-1
10.
REEDY CREEK
0.00
3.38
75.20
8.14
28.49
0.00
POINTLD-1
11.
CONCORD WWTP
0.00
37.20
75.20
6.00
50.00
0.00
POINTLD-1
12.
COLDWTR CK
0.00
8.00
75.20
7.50
2.00
0.00
POINTLD-1
13.
DUTCHBF CK
0.00
7.10
75.20
7.50
2.00
0.00
POINTLD-1
14.
MUDDY WWTP
0.00
0.00
75.20
5.00
75.00
0.00
ENDATAII
0.
0.00
0.00
0.00
.0.00
0.00
0.00
$$$ DATA
TYPE 11A
(POINT SOURCE CHARACTERISTICS - CHLOROPHYLL A,
NITROGEN, PHOSPHORUS,
COLIFORMS AND SELECTED NON -CONSERVATIVE CONSTITUENT)
$$$
POINT
CARD TYPE
LOAD
ANC
COLI
CHL-A
ORG-N
NH3-N
NO2-N
NO3-N
ORDER
POINTLD-2
1.
0.00
0.00
0.00
1.60
1.00
0.00
6.20
POINTLD-2
2.
0.00
0.00
0.00
0.08
0.03
0.00
0.32
POINTLD-2
3.
0.00
0.00
0.00
0.00
1.30
0.00
0.00
POINTLD-2
4.
0.00
0.00
0.00
0.00
3.10
0.00
0.00
POINTLD-2
5.
0.00
0.00
0.00
0.00
4.63
.0.00
0.00
POINTLD-2
6.
0.00
0.00
0.00
0.00
0.00
0.00
0.00
POINTLD-2
7.
0.00
0.00
0.00
0.50
1.00
0.00
0.00
POINTLD-2
8.
0.00
0.00
0.00
0.27
0.08
0.01
0.24
POINTLD-2
9.
0.00
0.00
0.00
0.47
0.85
0.01
0.37
POINTLD-2
10.
0.00
0.00
0.00
0.00
5.20
0.00
2.35
POINTLD-2
11.
0.00
0.00
0.00
2.80
5.00
0.00
2.15
POINTLD-2
12.
0.00
0.00
0.00
0.05
0.02
0.00
0.02
POINTLD-3
13.
0.00
0.00
0.00
0.05
0.02
0.00
0.02
POINTLD-2
14.
0.00
0.00
0.00
0.00
4.40
0.00
0.00
ENDATA11A
0.
0.00
0.00
0.00
0.00
0.00
0.00
0.00
$$$ DATA
TYPE 12 (DAM CHARACTERISTICS)
$$$
DAM
RCH ELE
ADAM
BDAM
FOAM
HDAM
ENDATA12
0.
0. 0.
0.00
0.00
0.00
0.00
$$$ DATA
TYPE 13 (DOWNSTREAM BOUNDARY
CONDITIONS-1) $$$
CARD
TYPE
TEMP
D.O.
BOD
CM-1
CM-2
CM-3
ENDATA13
DOWNSTREAM
BOUNDARY
CONCENTRATIONS ARE UNCONSTRAINED
$$S DATA
TYPE 13A (DOWNSTREAM BOUNDARY
CONDITIONS-2) $$$
CARD
TYPE
CHL-A
ORG-N
NH3-N
NO2-N
NH3-N
ORG-P
ENDATA13A
DOWNSTREAM
BOUNDARY
CONCENTRATIONS ARE UNCONSTRAINED
27
ORG-P
0.00
0.00
0.00
0. 00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
ANC
DIS-P
DIS-P
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
DIS-P
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Ww.
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
COLI

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--
---
---
Fag
Co..1, Mecklenburg Regina: MkO Suhbasin: CIL34
95 --
...
Pass
._
_.
>99
Fat
._
Feel
Pass
Lmo
Pas.
>99
--
Paaa
PF-30.0 SMelal
96 ---
Pass
-
---
Paae
...
.-
Pass
---
--
--
Pa..
Pass
7QI0:03 IWC(%),IJQ.IS Pace,;
97 -
-
Paaa
CMUD-MrDawcll Cr. WWTP 11d perm chr han:7Pb; ifpf 3SP 2 chr It,. 76%; ifp16.011.2, Y 93 Pass
---
---
Pass
---
---
Pa.a
NC00)62I]/001 Begimll/IMIS fiaryeaey:Q a )an Apr lm lk+
NonCon:p:SlN(ll.l!
94 Paas
--
_
Paaa
-..
-
Feil
...
Pafa
_
Pass
_
Co..1,Wellenbmg Region: MHO Sabb:nin: Cl'033
95 Pas.
--
--
Pass
...
...
Paea
...
-
...
Peaa
Pass
--
-
PF:3.0 Spe6.1
96 Pass
-
---
Pass
--
--
Pasa
--
-
Pess
7QIO: 1.30 IWC(%):72.W Omu:
97 Pass
-
_-
...
-
CMUD-Sugar Cr. WWTP Pcma chr lime 90%
93 -
>90
--
--
72.3
>90
>95
NCW249J7/O01 Begin:ll/IN6 roclu n P90
ry: Q A FebFch May Aug Nov
NonCnntp:5ingle
94 -
>95
>95
-
--
---
--
-
County:Medlenhurg Region:MRO Suhbasin: CIDJ4'
b
95 --
>95
>95
-
-
_.
>95
...
-
2.
92.47
995
-
P17 20.0 Special
96 ---
N1L>95
--
-
>g5
>95
_
--
--
--
>B5
...
-
i95
_
7Q10: 3.4 IWC(%):90 Omer
97 -
Pass
>05
--
-_
92.5
C..Ie American Penn l4hr ae lJf lime Ml%Cerio nr
Daph fOrnl+1
93 ---
-
-.
--
---
NC,000010SM2 Begin: WN6 1,"wncy;Q PIF A Feb May Aug Nov
N.r aa9c Singh
94 >90.0'
an a'
>90a'
49.2-
>90'
--
22076-
---
a00'
--
69to-
---
---
72.9-
63.9-
County: 'fmnaylvania Region: ARO Suhbasin: FROM95
19.60'
66J'
>100'
6.25-
32 YO'
aso.
40.15'
64.54-
NIV29.9P
PII: NA Special
96 --
Pass
---
---
Pass
>I00
21.9
11.05
>I00
93.71
.100
>I00
7QIO.0.43 PYCP54: NA Order
97 --
Pass
---
---
...
Pass
---
...
page
--
,..I, American Penn 24le pffac lime 901. Ccrin nr
Dapli(GndO
93 -.-
---
---
...
...
---
W.
NC00IOAttl01 0egimlll/9A FmnamrnY:Qrn+ A Peb May Ang Nnv
Nnn(l
94 ---
---
...
_.
...
---
...
...
__
__
C.'au,rea."N.nln Region: ARO Subh.um IRB
95 ---
---
---
---
...
.-.
__
...
_-+mp:Singly
--.
---..-
PF:NA Spea.1
7QI0:0.43 IWC(%): NA Order
96 ---
Feil
Pass
-
Pass
---
---
...
Pus.
...
-
---
...
...
Page
---
-
97 -
Pass
--
Casts American-Sevler Plant PERM CIIR LIM: 15%
93 --
Pass
--
--
Pass
--
-
Pass
NCO004243MOI Begin:9/IN3 Feasur. Q P)F A Fch ov May Aug N
g
N.oC.r,p:SINGLE
94 -
Pass
-
-
Pa.s
-
--
Pass
--
-
Pass
Coualy:Mclbwell Region; ARO Subb.sin: CfB30
95 -
Pass
-
-
Fell
Paas
Pass
-
pass
PP: 2.0 Speel.l
96 _
Pass
-
-
Pass
-
.
Pass
---
--
Pass
Pass
7QIO: 19.0 IWC(%): 14.7 Omer.
97 Pass,Pass
Pass
-
Y Pre 1993 Win A•.AaMe
LEGEND:
PERM= Permit Requi..n, I.Ef=AJmi.baaaivel<ner-lbrgm Fm:luency=M..nimring fa,41-cy: Q. Q,aacdy; M-Mnmlly; BM-Bi...hl SA-
Y: Semiannually; A-AnnuullY: (3WD-Only when JiuiuvBing: D-I>isrnatera andiron re,luinmem: IS- Conducting indepenJmtsmdy
Begin= mined o (MOD) PVC%=eceivingurevnlownoworilcrion (cfs) d=ynancdit n.min+ung incrcn A mArtne upon failure or Nk Momhs lM1m muiag mun occur-cx. lent. Apr, iota Oct NonCnngt=Carrcm Compliantt kcyuircnmm IF=Pemm�eJ now (MOD) IWC%=lnnmam waxrc concemmlion 1'R'=1'asJktil mst AC=Acme CIIR=Chmnic
Zhu nmmmm l - Pmnead Minnow;' . Ccri W apMia spat my - MysiJ shrimp: <:hV - Climnic wine: I' - Manality of sumJ pcaenuge at highest ean¢mmtion; m - Pvfunrcd by OWQ Agn:nia Tox Group; In . OaJ tell
Reporting Notation: --- =Dula not required;NR - Not mpa.eJ;O- Beginning or Qtuar, F.cility Activity Seaus: l -Inwive,N - Newly lssued(To cnnurvn);11- Active be, nn dieleaeng; t-More Jma available fur notah in lueslion )= ORC signature needed

f/97
CMUD-Mallard Ck WWTP )WA
Mallard Creek "C"
Qw=8 MGD
Ammonia as NH3
Residual Chlorine (summer)
7Q10 (cfs) 0.640 cfs 0.640 cfs 7Q10-(cfs)— - ---
Design Flow (mgd) 8.000 mgd 8.000 mgd Design Flow (mgd)
Design Flow (cfs) 12.376 cfs 12.376 cfs Design Flow (cfs)
Stream Std (pg/1) 17 pg/l 1.0mg/I Stream Std (mg/1) Upstream bkgrd level (pg/1) 0 pg/I 0.00mg/1 Upstream bkgrd level (mg/1) Iyy�� I
%4 OV U)V IK
IWC (%) 95.1% 95.1% IWC (%)
Allowable Concentration (pg/1) 18 pg/I 1.1 mg/I Allowable Concentration (mg/1)
Allovrable Concentration (mgA) 0.02mg/I PW(/ .. (� - )o e �
Ammonia as NH3 ✓L c�
(winter) redid V O vl d -
2.100 cfs 7Q10 (cfs) /
8.000 mgd Design Flow (mgd)
Fecal Limit 200/100ml 12.376 cfs Design Flow (cfs)
Ratio of 0.1 : 1 1.8mg/l Stream Std (mg/1)
0.00mg/l Upstream bkgrd level (mg/1)
85.5% IWC (%)
2.1 mg/I Allowable Concentration (mg/1)
0.052
8/15/97

CMUD-Mallard Ck WWTP
Mallard Creek "C"
Qw=12 MGD
Ammonia as NH3
Residual Chlorine (summer)
- - -7010 (cfs)
— 0.640 cis
0.640 cfs
7Q10 (cfs)
Design Flow (mgd)
12.000 mgd
12.000 mgd
Design Flow (mgd)
Design Flow (cfs)
18.564 cfs
18.564 cfs
Design Flow (cfs)
Stream Std (pg/1)
17 pg/1
1.0mg/I
Stream Std (mg/I)
Upstream bkgrd level (pg/1)
0 Ng/l
O.00mg/l
Upstream bkgrd level (mg/1)
IWC (%)
96.7%
96.7%
IWC (%)
Allowable Concentration (pg/1)
18 Ng/I
1.Omg/I
Allowable Concentration (mgA)
Allowable Concentration (mgn)
0.02mgA
Ammonia as NH3
(winter)
2.100 cfs
7Q10 (cis)
12.000 mgd
Design Flow (mgd)
Fecal Limit
200/100ml
18.564 cfs
Design Flow (cfs)
Ratio of 0.0 : 1
1.8mg/I
Stream Std (mgA)
O.00mg/l
Upstream bkgrd level (mgA)
89.8%
IWC (%)
0.034
2.Omg/I Allowable Concentration (mgA)
AWW-X�t
�o►n►► roll 9, W 11,060'
Qu12! ma �orr,�w�
per�ly go
8/15/97

644 flu Iffy-199k Ime 64A l of
FacilityName
NPDES#
Discharge
summer7010
/WC
Arsed
Pe Maxtl Ow
Allowable Cw
Cadmium
Max. Pretl Cw
Allowable Cw
Chmm um
Max: Fred Cw
Allowable Cw
Cooper [All
Max. Fred Cw
Allowable Cw
Cyanide
Max. Pretl Cw
Allowable Cw
Flumde
Max. Fred Cw
Allowable Cw
Max. Pn ed Cw
Allowable Cw
Max, Fred Gw
Allowable Cw
Nickel
Max. Prod Cw
Allowable Cw
Max. Pred Cw
Fred Cw
CMUD-Mallard Ck. wwrp
NCO030210
6.000 m d
0.64 cis
94%
FINAL B. ELI=
153.0 P9A r
53 4 pgll
Maximum Value 5
7.0 pg/1
2.1 pail
Mexumm VaWe 413
62 po
53 pg/l
Ma%ImUmVahe 21
25 par
7.5 pg/1
Mexirmim Value.'S
7 pg/I
5.3 p9/1
Maximum Valua 0.0
0.0 mg/l
1.9 mg/1
Maximum Value 380
47 pg/I
27 pgA
Maxmum Value 32.
5.1 pg/l
0.013 pg/l
Maximum Value 43
52 pg/l
94 pg/I
Maximum Value 5.
6 PgA
5.3 pg/I
ma.muravWu. 25
32.5 pail
0.1 ua/124u„„,, .a,:
Zl rm, AU Maxmum Vafix
ax. Prod Cw ,...., 221 pgA
IYJaI�v%2. �
o r
Ut Deb - fOo kf� are Wmz /P5fS.
U
Ma4z AL ✓
DL l0 Z'fTJi7z k� 7 � yIle a�©w�. l%L foa
Y✓/rry �yy� Ti /llA
PL Or y G/na.
dL 7
91,16 ale IV
,4/1®/o5c2da4 /r5y *44
we 01�7 CIAO&- tk 0L 4,
�L/Ul����

mq y -1996 vNX jXk
Arsenic
50.0
u
1 2.5 <5
2 2.5 5
3 2.5 <5
4 2.5 <5
5 2.5 <5
6 2.5 <5
I 2.5 <5
8 2.5 <5
9 2.5 <5
10 2.5 5
11 2.5 <5
12 2.5 <5
13 2.5 5
14 2.5 5
15 2.5 5
16 2.5 5
1] 2.5 <5
18 2.5
19 2.5 <5
20 2.5 <5
21 2.5 <5
22 2.5 5
23 2.5 <5
24 2.5 <5
25 2.5 <5
26 2.5 <5
2] 2.5 5
28 2.5 5
29 2.5 <5
30 2.5 <5
31 2.5 <5
32 2.5 <5
33 2.5 <5
34 2.5 <5
35 2.5 <5
36 2.5 <5
3] 2.5 <5
38 2,5 <5
39 2.5 <5
40 2.5 <5
41 2.5 <5
42 2.5 <5
43 2.5 <5
44 2.5 <5
45 2.5 5
46 2.5 <5
47 51.0 51
48 5.0 <10
49 2.5 <5
50 2.5 5
51 2.5 5
52 2.5 <5
53 2.5 <5
54 2.5 <5
55 2.5 <5
56 2.5 <5
5] 2.5 <5
58 2.5 5
59 2.5 5
60 2.5 <5
61
SE.SULTS
SW Dev, 6.3
Mean 3.4
C.V. 1.9
Mrat Factor 3.0
Max. Value 51.0 pgil
Max. Pred Cw 153.0 pall
Allowable Ow 53.4 pg/I
8/15/97

Cadmium
2.0
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
a0
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
c1
<1
<1
<1
<1
<t
<i
<1
<t
<1
<1
<1
<1
<1
RS. L
Std Dev. 2.0
Mean 2.0
C.V. 1.0
Mull Factor 1.4
Max. Value 5.0 pg/I
Max. Pred Cw, 7.0 pg/I
Allowable Cw 2.1 pg9
m Eq
8/15197

Cod C^ft'
68 0.5 <1
69 0.5 <1
70 0.5 <1
71 0.5 <t
72 0.5 <1
73 0.5 <1
74 0.5 <t
75 0.5 <7
76 0.5 <i
77 0.5 <7
78 0.5 <1
79 0.5 <1
80 0.5 <i
81 0.5 <1
82 0.5 <1
83 0.5 <t
84 0.5 <t
85 0.5 <t
86 0.5 <1
87 0.5 <1
88 0.5 <1
89 0.5 <i
90 0.5 <t
91 0.5 <7
92 0.5 <1
93 0.5 <1
94 0.5 <7
95 0.5 <1
% 0.5 <1
97 0.5 <1
98 0.5 <7
99 0.5 <1
100 0.5 <i
101 0.5 <1
102 0.5 <7
103 0.5 <i
104 0.5 <1
105 0.5 <1
to 0.5 <1
107 0.5 <1
108 0.5 <1
109 0.5 <1
110 0.5 <1
111 0.5 <i
112 0.5 <1
113 0.5 <1
114 5.0 <10
115 5.0 <10
116 5.0 <10
in 5.0 <10
118 5.0 5
119 1.0 1
120 2.39 2.39
121 1.24 1.24
122 2 2
123 1 1
124 4.95 4.95
125 1 1
126 1.93 1,93
127 1.3 1.3
128 1 1
129 1.29 1.29
130 1 1
131 1.05 1.05
132 1.2 1.2
133 1.4 1.4
134 0.5 <1
135 0.5 <1
136 0.5 <1
137 0.5 <1
138 0.5 <1
November, 1995 through December, 1994
W15/97

cd We'
139
0.5
<1
140
0.5
<i
141
0.5
<7
142
0.5
<1
143
0.5
<1
144
0.5
<7
145
0.5
<7 {
146
0.5
<1 3
147
0.5
<1
148
Q5
<1
149
0.5
<1
150
0.5
<1
151
0.5
<1
152
0.5
<1
153
0.5
<1
154
0.5
<1
155
0.5
<1
156
0.5
<1
157
0.5
<1
158
0.5
<1
159
0.5
<1
160
0.5
<1
161
0.5
<1
162
0.5
<1
163
0.5
<1
164
0.5
<1
165
0.5
<1
166
0.5
<1
167
0.5
<1
168
0.5
<7
169
0.5
<1
170
0.5
<1
171
0.5
<1
172
0.5
d
173
0.5
<1
174
0.5
<1
175
0.5
<1
176
0.5
<1
177
0.5
<1
178
0.5
<7
179
0.5
<1
180
05
<1
181
0.5
<1
182
0.5
1
183
0.5
<7
184
0.5
<1
185
1.0
<2
186
2.0
2
187
1.0
1
188
1.0
<2 '..
189
November, 1995 through December, 1994
8/15/97

n
1
2
3
4
5
6
8
9
t0
11
12
13
14
15
16
A
18
19
20
21
22
23
24
25
26
2]
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
4]
48
49
50
51
52
53
54
55
56
5]
58
59
60
61
62
63
64
65
66
67
Chromium
50.0
so
<10
Sld Dev.
6.6 '.
5.0
<10
Mean
8.4
5.0
<10
C.V.
0.8
5.0
<10
5.0
<10
5.0
<10
Mull Factor
1.3
5.0
<10
Max. Value 48.0 pgtl
5.0 <10 Max. Pred Cw 62 pg/I
5.0 <10 NIONable Cw 53 pgll
5.0
<10
5.0
<10
5.0
<10
5.0
<10
5.0
<10
5.0
<10
5.0
<10
5.0
<10
5.0
<10
5.0
<10
5.0
<10
5.0
<10
5.0
<10
5.0
<10
5.0
<10
5.0
<10
5.0
<10
5.0
<10
5.0
<10
5.0
<10
5.0
<10
5.0
<10
5.0
<10
5.0
<10
5.0
<10
5.0
<10
5.0
<10
5.0
<10
510
<10
5.0
<10
5.0
<10
5.0
<10
5.0
<10
5.0
<10
5.0
<10
5.0
d0
5.0
<10
5.0
<10
5.0
<10
5.0
<10
5.0
a0
5.0
<10
5.0
<10
5.0
<10
5.0
<10
5.0
<10
5.0
<10
5.0
<10
2.0
2
1.0
<2
4.0
4
5.0
5
3,0
3
3.0
3
2.0
2
6.0
<10
5.0
<10
15.0
<30
.N[vemb0rTM5 tftegii
8/15/97

cV- MnIf
ovem
68 -
1.0
<2
69
1.0
<2
70
1.0
2
71
3.0
3
72
12.0
12
73
2.0
2
74
11.0
11
75
15.0
<30
76
15.0
30
77
15.0
<30
78
1.0
2
79
1.0
<2
80
1.0
2
81
1.0
<2
82
1.0
<2
83
2.0
2
84
2.0
2
as
15.0
<30
86
15.0
<30
87
15.0
<30
88
1.0
2
89
LO
<2
90.
1.0
<2
91
1 0
2
92
1.0
<2
93
1.0
<2
94
10.0
10
95
15.0
<30
96
15.0
<30
97
15.0
<30
98
15.0
<30
99
15.0
<30
100
15.0
<30
101
15.0
<30
102
1.0
<2
103
1.0
<2
104
3.0
3
105
2.0
2
106
2.0
2
107
2.0
2
108
2.0
2
109
15.0
<30
110
15.0
<30
111
2.0
2
112
2.0
2
113
2.0
2
114
2.0
2
115
2.0
2
116
1.0
<2
117
48.0
48
118
30.0
30
119
15.0
<30
120
15.0
<30
121
15.0
<30
122
15.0
<30
123
2.0
2
124
15.0
<30
125
15.0
<30
126
15.0
<30
127
15.0
<30
128
15.0
<30
129
1.0
<2
130
15.0
<30
131
15.0
<30
132
15.0
<30
133
15.0
<30
134
3.0
3
135
15.0
<30
136
15.0
<30
137
15.0
<30
138
15.0
<30
8/15197

139
15.0
<30
140
15.0
a30
141
15.0
<30
142
15.0
<30.
143
15.0
<30
144
1.0
<2
145.
1.0
<2
146
15.0
<30
147.
15.0
<30
148
15.0
40
149
15.0
<30
150
15.0
<30
151
15.0
<30
152
15.0
<30
153
15.0
<30
154
15.0
<30
155
15.0
<30
156
15.0
<30
157
15.0
<30
158
15.0
<30
159
15.0
<30
160
15.0
<30
161
15.0
<30
162
15.0
<30
163
15.0
<30
164
15.0
<30
165
15.0
<30
166
15.0
<30
167
15.0
<30
168
15.0
<30
169
16.0
<30
170
15.0
<30
171
15.0
<30
172
15.0
<30
173
15.0
<30
174
15.0
<30
176
15.0
<30
176
15.0
<30
177
15.0
<30
178
15.0
<30
179
15.0
<30
180
15.0
<30
181
15.0
<30
182
15.0
<30
183
15.0
<30
184
15.0
<30
185
15.0
<30
186
2.5
<5
187
2.5
<5
188
2.0
2
189
1.0
<2
190
2.0
2
191
1.0
<2
192
1.0
<2
193
1.0
<2
194
1.0
<2
195
1.0
<2
196
1.0
<2.
197
2.0
2
198
1.0
2
199
8/15/97

HN -/N MR
n
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
Q
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
Copper [All - ... . .
7.0
12.0
12
Std Dev.
5.6
5.0
<10
Mean
9.4
5.0
<10
C.V.
0.6
13.0
13
10.0
10
5.0
<10
Mult Factor
1.2
5.0
<10
Max. Value
21 pg9 1
5.0
<10
Max. Pred Cw
25 pg9
5.0
<10
Allowable Cw
7.5 pgA
5.0
d0
5.0
d0
5.0
<10
5.0
<10
5.0
<10
5.0
<10
10.0
10
21.0
21
14.0
14
10.0
10
10.0
10
5.0
<10
5.0
<10
5.0
<10
5.0
<10
3
10.0
10
10.0
10
;3
5.0
<10
5.0
<10
5.0
d0
5.0
<10
5.0
<10
19.0
19
12.0
12
14.0
14
5.0
<10
5.0
<10
5.0
<10
5.0
<10
5.0
<10
5.0
<10
5.0
<10
5.0
<10
5.0
<10
5.0
<10
5.0
<10
5.0
<10
13.0
13
10.0
10
10.0
10
5.0
<10
5.0
<10
11.0
11
5.0
<10
5.0
<10
5.0
<10
15.0
15
5.0
<10
3.0
3
3.0
3
5.0
5
5.0
5
6.0
6
6.0
6
4.0
4
13.0
13
5.0
<10
16.0
<30
ecember, 1
W15/97

(I 6otl
68
15.0
<30
69
15.0
<30
70
15.0
<30
71
1.0
<2
72
1.0
<2
73
1.0
<2
74
'1.0
<2
75
1.0
<2 h
76
1.0
<2
n
1.0
<2
78
6.0
6
79
4.0
4
Bo
3.0
3
81
4.0
4
B2
4.0
4
83
"1.0
<2 1
84
2.0
2
85
15.0
<30
86
15.0
<30 '
87
15.0
<30
88
3.0
3
89
4.0
4
90
2.0
2
91
3.0
3
92
2.0
2
93
1.0
1
94
3.0
3 i
v
BS
15.0
<30
96
15.0
<30
97
15.0
<30
98
'15.0
<30
99
15.0
<30
100
15.0
<30 7
101
15.0
<30 li
10
6.0
6
103
7.0
7
,04
8.0
8
105
5.0
5
106
7.0
7
107
5.0
5
108
5.0
5
109
15.0
<30
110
15.0
<30
111
15.0
<30
112
2.0
2
113
0.5
1
114
0.5
<1
115
0.5
<1
116
0.5
<1
117
0.5
<1
118
15.0
15
119
15.0
<30
120
15.0
<30
121
15.0
<30
122
15.0
<30
123
15.0
<30
124
6.0
6
125
15.0
<30�
126
15.0
<30
127
15.0
<30
128
15.0
<30
129
15.0
<30
130
15.0
<30
131
15.0
<30
132
15.0
<30 _4
133
15.0
<30 J
134
20.0
20 J
135
15.0
<30
136
15.0
<30
137
15.0
<30
138
15.0
<30
h Decem 19
8115/97

139
15.0
<30
140
1.0
2
141
1.0
<2
142
15.0
<30
143
15.0
<30
144
15.0
<30
145
15.0
<30
146
15.0
<30
147
15.0
<30
148
15.0
<30
149
15.0
<30
150
3.0
3
161
16.0
<30
152
15.0
<30
153
15.0
<30
154
15.0
<30
155
5.0
5
156
12.0
12
157
15.0
<30
158
15.0
<30
159
16.0
<30
160
15.0
<30
161
15.0
<30
162
15.0
<30
163
3.0
3
164
8.0
8
165
15.0
<30
166
15.0
<30
167
15.0
<30`
168
15.0
<30
169
15.0
<30
170
6.0
6
171
2.0
2
172
15.0
<30
173
15.0
<30
174
15.0
<30.
175
15.0
<30
176
4.0
4
177
7.0
7
178
15.0
<30
179
45.0
<30
180
15.0
<30
181
15.0
<30
182
15.0
<30
183
15.0
<30
184
1.0
2
185
16.0
40
186
15.0
<30
187
15.0
<30
188
12.0
12
189
15.0
<30
190
15.0
<30
191
15.0
<30
192
1.0
<2
193
15.0
<30
194
15.0
<30
195
15.0
<30
196
&15197

Cyanide
5.0
n
n�
1
2.5
<5
Std Dev.
0.9
2
2.5
<5
Mean
1.4
3
2.5
<5
C.V.
0.6
4
2.5
<5
5
2.5
<5
6
2.5
<5
Mult Factor
1.3
7
2.5
<5
Max. Value
5 pg/I.
8
2.5
<5
Max. Pred Cw
7 pg/1
9
2.5
<5
Allowable Cw
5.3 pgrl
10
2.5
<5
11
2.5
<5
12
2.5
<5
13
1.0
<2
14
1.0
<2
15
1.0
<2
16
1.0
<2
17
1.0
<2
18
1.0
<2
19
1.0
<2
20
1.0
<2
_
21
1.0
<2
22
1.0
<2
23
1.0
<2
24
1.0
4
25
1.0
4
26
1.0
<2
27
1.0
4
28
1.0
<2
29
1.0
<2
30
1.0
<2
31
1.0
<2
32
1.0
2
33
1.0
<2
3a
1.0
4
35
1.0
<2
36
1.0
<2
37
1.0
<2
38
1.0
<2
39
1.0
<2
40
1.0
4
41
1.0
<2
42
1.0
<2
43
1.0
<2
44
3.0
3
45
5.0
5
46
4.0
4
..
47
1.0
<2
-
-
48
1.0
<2
49
1.0
<2
50
1.0
<2
51
1.0
<2
52
1.0
<2
53
1.0
<2
54
1.0
<2
55
1.0
4
56
1.0
<2
57
1.0
<2
58
1.0
<2
59
1.0
<2
60
1.0
<2
61
1.0
<2
62
1.0
<2
63
1.0
<2
64
1.0
<2
65
1.0
<2
66
1.0
<2
67
1.0
<2
8/15/97

GK I�a'
68
69
70
71
72
73
74
75
76
77
78
79
80
81
82
83
84
85
86
87
m
89
90
91
92
93
94
95
96
97
98
99
100
101
102
103
104
105
I
107
108
109
110
n1
112
113
114
115
116
117
118
119
120
121
122
123
124
125
126
127
128
129
130
1.0
1.0
1.0
.0
1.0
1.0
1.0
1.0
1.0
1.0
1A
1.0
1.0
1.0
1.0
to
1.0
1.0
1.0
1.0
5
2
2
2
5
3
2
3
3
3
3
2
3
5
3
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
5
2
2
2
5
3
2
3
3
3
3
2
3
5
3
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
8/15/97

j Y- mv dMn
Lead
25.0
n
7.5 <15
2 7.5 <15
3 7.5 <15
4 7.5 <15
5 7.5 <15
6 7.5 <15
7 Z5 <15
8 7.5 <15
9 7.5 <15
10 7.5 <15
11 7.5 <16
12 7.6 <15
13 7.5 <15
14 7.5 <15
15 7.5 <15
16 7.5 <15
17 7.5 <15
18 7.5 <15
19 7.5 <15
20 7.5 <15
21 7.5 <i5
22 7.5 <15
23 7.5 <15
24 7.5 <15
25 7.5 <15
26 7.5 <15
27 7.5 <15
28 7.5 <15
29 7.5 <15
30 7.5 <15
31 7.5 <15
32 7.5 <15
33 7.5 <15
34 7.5 <15
35 7.5 <15
36 7.5 <15
37 7.5 <15
38 7.5 <15
39 7.5 <15
40 18 18
41 21 21
42 22 22
43 19 19
44 17 17
45 22 22
46 15 15
47 21 21
46 19 19
49 15 is
50 15 15
51 15 15
52 15 15
53 15.0 15
54 7.5 <15
55 7.5 <15
56 7.5 <15
57 7.5 <15
58 2.5 <5
59 2.5 <5
60 2.5 <5
61 2.5 <5
62 2.5 <5
63 2.5 <5
64 7.0 7
65 2.5 <15
66 2.5 <15
67 12 12
RESULTS
Std Dev. 6.0
Mean 9.6
C.V. 0.6
Mult Factor
1.2
Max. Value
39 pgA
Max. Pred Cw
47 pgA
Allowable Cw
27 pg4
er,
a/15W

66
22
22
69
39
39
70
6
6
71
2.5
<5
72
2.5
<5
73
6.0
6
74
10.0
<20
75
10.0
20
76
10.0
<20
n
11
11
78
11
11
79
18
18
80
7
7
81
2.5
<5
82
2.5
<5
83
8
8
84
10.0
20
B5
10.0
<20
86
10.0
<20
87
10.0
<20
ae
6.0
6
89
2.5
<5
90
8
8
91
5
5
92
22
22
93
6
6
94
23
23
95
10.0
<20
96
10.0
<20
97
10.0
<20
98
10.0
<20
99
10.0
<20
100
6
6
101
6
6
102
20
20
103
2.5
<5
104
2.5
<5
105
6.0
6
106
5.0
5
107
10.0
20
108
10.0
<20
109
10.0
<20
110
10.o
<20
111
7.0
7
112
10.0
<20
113
10.0
<20
114
10.0
20
115
10.0
20
116
10.0
<20
117
3.0
3
118
10.0
20
119
10.0
<20
120
10.0
<20
121
10.0
<20
122
2.5
<5
123
25.0
25
124
25.0
25
125
2.5
<5
126
21.0
21
127
10.0
<20
128
10.0
<20
129
2.5
<5
130
24.0
24
131
27.0
27
132
10.0
<20
133
10.0
<20
134
10.0
<20
135
10.0
<20
136
10.0
20
137
10.0
<20
138
10.0
<20
8/15/97

f6 ram"'
139
10.0
<20
140
10.0
40
141
10.0
<20
142
10.0
20
143
10.0
<20
1"
10.0
<20
145
10.0
40
146
10.0
<20
147
10.0
<20
148
10.0
<20
149
10.0
<20
150
10.0
<20
161
10.0
40
152
10.0
40
153
10.0
<20
154
10.0
<20
155
10.0
<20
156
10.0
20
157
10.0
20
158
10.0
40
159
10.0
QD
160
10.0
20
161
10.0
20
162
10.0
20
163
10.0
40
164
10.0
20
165
10.0
20
166
10.0
20
167
10.0
20
168
2.5
<5
169
2.5
<5
170
2.5
<5
171
2.5
<5
172
2.5
<5
173
2.5
<5
174
2.5
<5 -
175
2.5
<5
176
2.5
<5
177
2.5
<5
178
2.5
<5
179
2.5
<5
180
2.5
<5
181
2.5
<5
182
5.0
<10
183
24
24
184
22
22
185
20
20
186
23
23
187
24
24
188
8/15/97

Mercury
0.0
n
h""
1 0.1
<2
Sid Dev.
0.3
2 0.1
.2
Mean
0.1
3 0.1
<2
C.V.
1.9
4 0.1
<2
5 0.1
<2
6 0.1
<.2
Malt Factor
1.6
7 0.1
<.2
Max. Value
3.2 pgA
8 0.1
<2
Max. Pred Cw
5.1 pgA
9 0.1
<2
Allowable Cw 0.013 pg/I
10 0.1
2
11 0.1
<2
12 0.1
<.2
13 0.1
<2
14 0.1
<.2
15 0.1
<2
16 0.1
2
17 0.1
<2
1s 0.1
<2
19 0.1
<2
20 0.1
2
21 0.1
<2
22 0.1
<2
23 GA
<2
24 0.1
<2
25 0.1
<.2
26 0.1
<2
2] 0.1
<.2
29 0.1
<2
29 0.1
<2
30 0'1
.2
31 0.1
<2
32 0.1
<.2
33 0.1
<.2
34 0.1
<2
35 0.1
<.2
36 0.1
<2
3] 0.1
<2
38 0.1
<2
39 - 0.1
<2
40 0.1
<2
41 0.1
<2
42 0.1
c.2
43 0.1
2
44 0.1
2
45 0.1
<.2
46 0.1
<2
4] 0.1
c2
49 0.1
2
50 0.1
<.2
51 0.1
<2
52 0.1
<.2
53 0.1
<.2
54 0.1
<.2
55 0.1
<2
56 0.1
<2
57 0.1
<2
58 0.1
c.2
59 0.1
<2
60 0.1
<.2
61 0.1
<2
62 0A
<2
63 0.1
<2
64 0.1.
<.2
65 0.1
<2
66 0.1
<2
6] 0.1
<2
8/15r91
� 111- - /N mo(41
-

68
69
70
71
72
73
74
75
76
n
78
79
80
81
82
83
84
85
86
87
m
89
90
91
92
93
94
95
96
97
98
99
100
101
102
103
104
105
106
107
108
109
110
111
112
113
114
115
116
117
118
119
120
121
122
123
124
125
126
127
128
129
130
131
132
133
134
135
136
137
138
0.,
c.2
0.1,
<.2
0.1
<.2
0.1
<.2
0.1
2
0.1
<.2
0.1
<.2
0.1
<2
0.1
<2
0.,
<2
0.1
1.2
0.1
<2
0.1
<2
0.1
<2
0.1
<2
0.1
c.2
0.1
c.2
O.1
.2
0.1
<.2
0.1
<2
0.1
<2
0.1
<2
0.1
<.2
0.1
<2
0.1
<2
0.1
<.2
0.1
<.2
0.1
<2
0.1
<2
0.1
<2
0.1
.2
OA
<2
0.1
<2
0.1
.2
0.1
<2
0.1
<2
0.1
<.2
0.1
<2
0.1
<.2
0.1
<2
0.1
2
0.1
<.2
0.1
<2
0.1
<2
0.1
<.2
0.1
<.2
6.1
.2
0.1
<.2
0.1
<2
0.1
<.2
0.1
<.2
0.1
<2
0.1
<2
0.1
<2
0.1
2
0.1
c.2
0.1
<2
0.1
<2
0.1
<2
0.1
<2
0.1
<.2
0.1
<2
0.1
<.2
0.4
0.4
3.2
3.2
0.5
0.5
0.7
0.7
1.6
1.6
0.1
2
0.1
<2
W 15/97

139
140
141
142
143
144
145
146
147
143
149
150
151
152
153
154
155
156
157
158
159
160
161
162
163
164
165
166
167
168
169
170
171
172
173
174
175
176
m
178
179
180
181
182
183
184
185
186
187
188
189
190
<2
<2
<.2
<.2
<2
<.2
<2
<.2
<2
<2
<2
<2
<2
<.2
<2
<2
<2
<2
<2
<2
<2
<,2
<2
<.2
<.2
<.2
<2
<2
<2
<.2
<2
<2
<2
<.2
<.2
<.2
<.2
<.2
<2
<2
<.2
<2
<.2
<2
<2
<2
<.2
<2
<.2
<2
0.3
N ve-bec 19
Y9 yw
W15197

n
t
2
3
4
5
6
7
6
9
10
it
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
59
60
61
62
63
64
65
66
67
Nickel
88.0
5.0 30
5.0 <30
15.0 <30
15.0 <30
15.0 30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 30
15.0 c30
15.0 30
15.0 30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 30
15.0 <30
1
r
RESULTS
Sid Dev.
5.8
Mean
12.9
C.V.
0.5 '
Mutt Factor
1.2
Max. Value
43 pgI i
Max. Pred Cw
52 pgil ;g
Allowable Cw
94 pg4 3
B/15/97

IV.
t,0,14P
68
15.0
<30
69
15.0
<30
70
5.0
<30
71
15.0
<30
72
15.0
<30 h1
73
15.0
<30
74
15.0
<30
75
15.0
<30
76
15.0
30
n
15.0
<30
78
15.0
<30
79
15.0
<30
w
15.0
<30
81
15.0
30
82
15.0
40
83
15.0
<30
84
15.0
<30 '..
85
15.0
<30
86
15.0
40
87
15.0
<30
88
15.0
<30
89
15.0
30
90
15.0
<30
91
15.0
40 '-
92
15.0
<30
93
15.0
<30
94
15.0
<30
95
15.0
<30
96
5.0
<10
97
5.0
<10
98
5.0
<10
99
5.0
<10
100
5.0
<10
101.
5.0
<10
102
5.0
<10 '?
103
5.0
<10 h
104
SO
<10
105
5.0
<70
106
5.0
<10
107
&0
<10
108
5.0
<10
109
5.0
<10
110
5.0
<10
111
5.0
<10
112
5.0
<10
113
5.0
<10
114
5.0
<10
115
5.0.
<10
116
5.0
<10 s�
117
5.0
<10
118
5.0
10
119
5.0
<10
120
5.0
<10
i
121
5.0
c10
122 `.`
5.0
<10
123
5.0
<10
124
5.0
<10
125
5.0
<10
126
5.0
<10
127
5.0
<10
128
5.0
<10
129
5.0
<10
130
5.0
<10
131
6.0
<12
132
15.0
15
133
15.0
15
134
43.0
43i
135
25.0
<50 .i
136
25.0
<50 -�
137
15.0
<30
138
15.0
<30 .,
8/15/97

Mom'
39
40
141
142
143
144
145
146
147
148
149
150
151
152
153
154
155
156
157
158
159
160
161
162
163
164
165
166
167
168
169
170
171
172
173
174
175
176
477
178
179
180
181
182
183
184
186
186
187
168
189
190
5.0 <30
5.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 S <30
15.0.. <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
1&0 <30
15.0 <30
15.0 <30
15.0 <30
15.0 <30
5.0 <10
5.0 <10
4.0 4
25.0 <50
2.5 <5
36.0 36
2.5 <5
2.5 <5
2.5 <5
8.0 8
37.0 37
2.5 <5
2.5 5
2.5 5
2.5 <5
h r, 1994
8/15197

j9gf-)q9� 04/1 A�A
Selenium
5.0
nJis
1
2.5
<5
Std Dev.
0.3
2
2.5
<5
Mean
2.5
3
2.5
<5
C.V.
0.1
4
2.5
5
5
2.5
c5
6
2.5
<5
Mult Factor
1.1
7
2.5
<5
Max. Value
5 pg/I ;
8
2.5
<5
Max. Pred Cw
6 pg/I l-
9
2.5
<5
Allowable Cw
5.3 pg4 c
10
2.5
<5
11
2.5
<5
12
2.5
<5
13
2.5
<5
14
2.5
<5
15
2.5
<5
16
2.5
<5
17
2.5
5
18
2.5
5
19
2.5
<5
20
2.5
5
21
2.5
<5
22
2.5
<5
23
2.5
<5
24
2.5
<5
25
2.5
<5
26
25
<5
2]
2.5
<5
26
2.5
<5
29
2.5
<5
30
2.5
<5
31
2.5
<5
32
2.5
<5
33
2.5
<5
34
2.5
<5
35
2.5
<5
36
2.5
5
3]
2.5
<5
38
2.5
<5
39
2.5
<5
40
2.5
<5
41
2.5
<5
42
2.5
<5
43
2.5
<5
44
2.5
5
45
2.5
<5
46
2.5
<5
4]
2.5
5
48
2.5
<5
49
2.5
<5
50
2.5
5
51
2.5
<5
52
2.5
<5
53
2 5
<5
54
2.5
<5
55
2S
<5
56
2.5
<5
5➢
2.5
5
5a
2.5
<5
59
2.5
5
60
5.0
<10
61
8/15/97

Silver [ALI
0.1
RESULTS
<10 Std Dev. 6.2
<10 Mean 6.9
<10 C.V. 0.7
<10
<10
<10 Mult Factor 1.3
<10 Max. Value 25.0 pg4
<10 Max. Pred Cw 32.5 pgA
<10 Allowable Cw 0.1 pgtl
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<10
<5
<5
<5
<5
<5
<5
<5'f
<5.
em e, e ,
W15197

68
69
70
71
72
73
74
75
76
n
78
79
80
81
B2
83
Ea
85
66
87
88
89
90
91
92
93
94
95
96
97
98
99
taD
101
102
103
104
105
106
107
108
109
110
111
112
113
114
115
116
117
118
119
120
121
122
123
124
125
126
127
128
129
130
131
132
133
134
135
136
137
138
2.5
<5
M
s
2.5
2.5
<5
2.5
5 i
2.5
5 1
2.5
5
2.5
<5
2.5
5
2.5
<5
2.5
<5
2.5
<5
2.5
<5
2.5
<5 i
2.5
<5
2.5
<5
2.5
<5
2.5
<5
2.5
<5
2.5
<5
2.5
<5
2.5
<5
2.5
<5
2.5
<5
2.5
<5
2.5
<5 "¢
2.5
<5
2.5
<5
2.5
<5
2.5
<5
2.5
<5
2.5
<5
2.5
<5
2.5
<5
2.5
<5
2.5
<5
2.5
<5
2.5
<s
2.5
5
15.0
<30
15.0
<30
15.0
<30
15.0
<30
15.0
<30 {
15.0
<30
15.0
<30
15.0
<30
15.0
<30 :. €
15.0
<30
15.0
<30
15.0
<30
15.0
<30
15.0
<30
15.0
<30 }
15.0
30
15.0
30
15.0
<30
15.0
<30
15.0
<30
15.0
<30
15.0
<30
15.0
30
15.0
<30
15.0
<30
15.0
<30
15.0
<30
15.0
<30
15.0
<30
15.0
<30
15.0
<30
15.0
<30 ..
8/15/97

139
15.0
<30
140
15.0
<30
141
15.0
40
142
15.0
<30
143
15.0
<30
144
15.0
<30
145
15.0 '
<30
146
15.0
<30
147
15.0
<30
148
15.0
<30
149
15.0
<30
150
15.0.
<30
151
15.0
<30
152
15.0
<30
153
15.0
<30
154
15.0
<30
155
15.0
<30
156
15.0
<30
157
1&0
<30
158
15.0
<30
159
1&0
<30
160
15.0
<30
161
15.0
<30
162
15.0
<30 -
163
15.0
<30
164
15.0
<30
165
15.0
<30
166
15.0
<30
167
15.0
<30
168
15.0
<30
169
15.0
<30
170
15.0
<30
171
15.0
<30
172
15.0
<30
173
15.0
<30
174
15.0
<30
175
15.0
<30
176
15.0
<30
177
15.0
40
178
15.0
<30
179
15.0
<30
160
15.0
<30
181
15.0
<30
182
15.0
<30
183
15.0
<30
184
15.0
<30
185
2.5
<5
186
0.5
<1
187
2.5
<5
188
5.0
<10
189
5.0
<10
190
5.0
<10
191
5.0
<10 _.
192
25.0
<50
193
25.0
<50
194
25.0
<50
195
25.0
<50
196
25.0
<50
197
25.0
<50
198
4� U,,p
ce
8115197

i9PO 4-4
Zinc (AL]
50.0
n RRRIIITA
1 52 52 Sld Dev. 30.3
2 69 69 Mean 52.7
3 59 59 C.V. 0.6
4 90 90
5 64 64
6 51 51 Mull Factor 1.3
7 51 51 Max. Value 170 pg/I
8 25.0 <50 Max. Pred Cw 221 pg/I
9 68 68 Allowable Cw 53 pg/1
10 94 94
11 25.0 <50
12 25.0 <50
13 81 81
14 118 118
15 107 107
16 83 83
17 140 140
18 91 91
19 75 75
20 70 _ _ 70
21 83 --83
22 72 72
23 90 90
24 99 99
25 74 74
26 62 62
27 86 86
28 160 160
29 110 110
30 130 130
31 55 55
32 76 76
33 61 61
34 81 81
35 25.0 <50
36 25.0 50
37 25.0 <50
38 56.0 56
39 25.0 <50
40 25.0 <50
41 25.0 <50
42 25.0 <50
43 54 54
44 71 71
45 49 49
46 91 91
47 55 55
48 41 41
49 43 43
50 50 50
51 56 56
52 60 60
53 105 105
54 37 37
55 47 47
56 46 46
57 68 68
58 97 97
59 58 58
60 47 47
61 65 65
62 71 71
63 73 73
64 82 82
65 87 87
66 103 103
67 141 141
vem er, ou h D
8/15/97

68
72
72
69
72
72
70
71
71
71
54
54
- 72
78
78
73
47
47
74
50
50
75
72
72
-. 76
96
96
' 77
88
88
78
36
36
79
46
46
80
40
40
81
61
61
K
59
59
83
57
57
84
40
40
85
78
78
86
60
60
87
84
84
86
32
32
89
105
105
90
33
33
91
36
36
92
52
52
93
63
63
94
51
51
95
55
55
96
170
170
97
68
68
98
50
50
99
150
<30
too
15.0
<30
101
15.0
<30
102
15.0
<30
103
15.0
<30
104
15.0
<50
105
32.0
32
106
41.0
41
107
15.0
40
108
15.0
<30
109
15.0
<30
110
32.0
32
111
32.0
32.
112
34.0
34
113
15.0
<30
114
33.0
33
115
15.0
40
116
15.0
<30
117
15.0
<30
118
31
31
119
37
37-
120
60
60
121
42
42
122
34
34
123
55
55
124
43
43 ".
126
39
39
126
15.0
<30
127
15.0
<30
128
36
36
129
37
37
130
35
35
131
38
38
132
34
34
133
34
34
134
20
20
135
12
12
136
32
32
137
31
31
138
15.0
<30
"MM

No 4
139
40
40
140
43
43
141
35
35
142
30
30
143
30
30
144
30
30
145
36
36
146
29
29
147
32
32
148
36
36
149
49
49
150
30
30
151
30
30
152
32
32
153
65
65
154
33
33
155
34
34
156
33
33
157
36
36
158
56
56
159
15.0
<30
160
15.0
<30
161
34.0
34

MIM
7.00
6.50
E
6.00
0
0
0 5.50
5.00
4.50
4.00
0.00
1/17
Aptel
Rocky River Qual2e Model N
CMUD-Mallard Creek Expansion b / s unc U om rr�Q/0.Ix i
Qw=6MGD In
WGS� {jYArii� R4L `t.
► laIIAA
CMUOWWTP
i
i
I
Do = 4 9� 40
0�
5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00
Pseudo Cum. Dist. (mi.)

Ell
V�I
6.5
.J
ti
E
c
6
0
U
O
0
5.5
4.5
4
w/ 40 jw�� qw. OAI
Rocky River Qual2e Model
CMUD-Mallard Creek Expansion
Qw = 8 MGD
11Ytf1hs 51Z1�
0 5 10 15 20 25 30 35 40 45 50
Pseudo Cum. Dist. (mi)

N
7.5
7
67
4.5
C!
wcA,'ti91,� �j7,e w� Yr aQo .fa i u
Rocky River Qual2e Model
CMUD-Mallard Creek Expansion
Qw=12MGD
0 5 10 15 20 25 30 35 40 45 50
Pseudo Cum. Dist. (mi)

Rr_alo.txt
TITLE01
ROCKY RIVER - ALLOCATION
TITLE02
CMUD MODEL - 10/20 19.91
•• TITLE03
NO
CONSERVATIVE MINERAL I
TITLE04
NO
CONSERVATIVE MINERAL -II
TITLE05
NO
CONSERVATIVE MINERAL III
TITLE06
NO
TEMPERATURE
TITLE07
YES
BIOCHEMICAL OXYGEN DEMAND IN MG/L
TITLE08
NO
ALGAE AS CHL-A IN UG/L
TITLE09
NO
PHOSPHORUS CYCLE AS P IN MG/L
TITLE10
NO
(ORGANIC-P; DISSOLVED-P)
TITLEII
YES
NITROGEN CYCLE AS N IN MG/L
TITLEI2
YES
(ORGANIC-N; AMMONIA-N; NITRITE-N; NITRATE-N)
TITLEI3
YES
DISSOLVED OXYGEN IN MG/L
TITLEI4
NO
FECAL COLIFORMS IN NO./100 ML
TITLEI5
NO
ARBITRARY NON -CONSERVATIVE
ENDTITLE
LIST DATA INPUT
NO WRITE OPTIONAL SUMMARY
NO FLOW AUGMENTATION
1
STEADY STATE
DISCHARGE COEFFICIENTS
NO PRINT SOLAR/LCD DATA
NO PLOT DO AND BOD
FIXED DNSTRM CONC(YES=1)=
0
INPUT METRIC (YES=1) =
0
NUMBER OF REACHES =
20
NUM OF HEADWATERS =
3
TIME STEP (HOURS) _
MAXIMUM ROUTE TIME (HRS)=
100
LATITUDE OF,BASIN (DEG) =
35.37
STANDARD MERIDIAN (DEG) =
78.0
EVAP. COEF..(AE) =
0.00068
ELEV. OF BASIN (ELEV) =
520
ENDATAI
0 UPTAKE BY NH3 OXID(MG O/MG N)= 3.500
0 PROD BY ALGAE (MG O/MG A) = 1.600
N CONTENT OF ALGAE (MG N/MG A) = 0.085
ALG MAX SPEC GROWTH RATE(1/DAY)= 1.307
N HALF SATURATION CONST (MG/L)= 0.200
LIN ALG SHADE CO (1/H-UGCHA/L) = 0.0088
LIGHT FUNCTION OPTION (LFNOPT) = 2.0
DAILY AVERAGING OPTION(LAVOPT) = 1.0
NUMBER OF DAYLIGHT HOURS (DLH) = 13.0
ALGY GROWTH CALC OPTION(LGROPT)= 2.0
ALG/TEMP SOLAR RAD FACT(TFACT) = 0.450
ENDATAIA
ENDATAIB
STREAM
REACH
1
RCH=DYE BRANCH
STREAM
REACH
2
RCH=ROCKY RIVER
STREAM
REACH
3
RCH=RR1
WB RR2
STREAM
REACH
4
RCH=WEST
BRANCH
STREAM
REACH
5
RCH=RR2
TO RR4
STREAM
REACH
6
RCH=RR4
TO RR5
STREAM
REACH
7
RCH=RR5
CLARKE RR7
STREAM
REACH
8
RCH=RR7
2.4 MILES
STREAM
REACH
9
RCH=TO RR9
STREAM
REACH
10
RCH=RR9
TO RR10
STREAM
REACH
11
RCH=MALLARD CREEK
STREAM
REACH
12
RCH=MC2
TO RR10
5D-ULT,BOD CONV K COEF =
OUTPUT METRIC (YES=1) _
NUMBER OF JUNCTIONS =
NUMBER OF POINT LOADS
LNTH. COMP. ELEMENT (DX)=
TIME INC. FOR RPT2 (HRS)=
LONGITUDE OF BASIN (DEG)=
DAY OF YEAR START TIME _
EVAP. COEF..(BE) -
DUST ATTENUATION COEF. _
0 UPTAKE BY NO2 OXID(MG O/MG N)=
0 UPTAKE BY ALGAE (MG O/MG A) =
P CONTENT OF ALGAE (MG P/MG A) =
ALGAE RESPIRATION RATE (1/DAY) =
P HALF SATURATION CONST (MG/L)=
NLIN SHADE (1/H-(UGCHA/L)**2/3)=
LIGHT SATURATION COEFF(LAN/MIN)=
LIGHT AVERAGING FACTOR(AFACT) =
TOTAL DAILY SOLAR RADTN (INT) =
ALGAL PREF FOR NH3-N (PREFN) _
NITRIFICATION INHIBITION COEF =
FROM
FROM
FROM
FROM
FROM
FROM
FROM
FROM
FROM
FROM
FROM
FROM
43.40
42.80
39.6
39.40
38.0
35.4
34.2
32.2
28.2
27.7
27.4
25.0
TO
TO
TO
TO
TO
TO
TO
TO
TO
TO
TO
TO
0.00
0
2
14
0.2
80.71
180.0
0.00027
0.130
1.200
2.000
0.012
0.150
0.030
0.054
0.200
0.920
624.0
0.500
10. 0
42.80
39.60
38.0
38.00
35.4
34.2
32.2
28.2
27.4
24.6
25.0
24.6
Page 1

Rr_alo.txt
STREAM REACH
STREAM REACH
STREAM REACH
STREAM REACH
STREAM REACH
STREAM REACH
STREAM REACH
STREAM REACH
ENDATA2
ENDATA3
FLAG FIELD RCH=
FLAG FIELD RCH=
13
14
15
16
17
18
19
RCH=RR10 TO RR12
RCH=RR12 CC RR14
RCH=RR14 RC 4 MILES
RCH=TO RR16
RCH=COLDWATER CK.
RCH=DUTCH BUFFALO
RCH=
20 RCH=
FLAG FIELD RCH= 3
FLAG FIELD RCH= 4
FLAG FIELD RCH=
FLAG FIELD RCH=
FLAG FIELD RCH=
FLAG FIELD RCH=
FALG FIELD RCH=
FLAG FIELD RCH=
FLAG FIELD RCH=
FLAG FIELD RCH=
FLAG FIELD RCH=
FLAG FIELD RCH=
FLAG FIELD RCH=
FLAG FIELD
FLAG FIELD
FLAG FIELD
FLAG FIELD
FLAG FIELD
ENDATA4
HYDRAULICS
HYDRAULICS
HYDRAULICS
HYDRAULICS
HYDRAULICS
HYDRAULICS
HYDRAULICS
HYDRAULICS
HYDRAULICS
HYDRAULICS
HYDRAULICS
HYDRAULICS
HYDRAULICS
HYDRAULICS
HYDRAULICS
HYDRAULICS
HYDRAULICS
HYDRAULICS
HYDRAULICS
HYDRAULICS
ENDATAS
ENDATASA
REACT COEF
REACT COEF
REACT COEF
REACT COEF
REACT COEF
REACT
COEF
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
8
9
10
11
12
13
14
15
16
17
18
19
20
8
9
10
11
12
13
14
15
16
17
18
19
20
pd,
4 AW4
3.0
16.0
8
7.0
13
6
10
20
4
14
12
2
11
18
20
5
9.0
20.0
20.0
20.0
No ox.
0.3
0.3
0.3
0.3
0.4
0.2
FROM
24.6
TO
22.4
FROM
22.4
TO
18.8
FROM
18.8
TO
14.8
FROM
14.8
TO
13.8
FROM
13.8
TO
12.0
CK
FROM
12.0
TO
8.0
FROOM
8.0
TO
4.0
0.0
Ela►vas iM
ou
rY,DUS�v
�
1.6.2.
16.2.2.2.2.2.2.2.2.2.2.2.2.2.2.36.
Z -
2
1.16.2.2.2.2.2.
2 2 2 2 2 2 3
horritiA
4
2 2 2 2 2 2 2
f6
2 2 2
2 2
/
2
2 2 2 2
6
2
2 2 2 2 2 2
2 2
2
2 2 2 2 2 2 2
2 2 2
2 2 2 2 2 2
2 2 2
0.25
0.377
0.377
0.377
0.33
0.15
0.09
�0.06
p 0.06
v 0.05
IS 0.06
0.06
�0.05
0.14
0.16
0.16
0.12
0.12
0.12
0.12
postl
0.07
0.07
0.07
0.07
0.070
0.070
2 2 2 2
2� 2 2 2 2 2 2 2 2 2 2 2 2 3
1 6)2 2 2 2 2 2 2 2 2 2
2 2
4 2 2 2 2 2 2 2 2 2 2
2 2 2 2 2 2 2 2 2 2 2 2 2 6 2 2 2 2
96 2 2 2 2 2 2 2 2 2 2 6 2 2 2 2 2 2 2 2
2 2 2 2 /t
116.2.6�2.2.2.2.2.2. 3
2.2.2.2.2.2.2.2.2.�.2.2.2.2.2.2.2.2.2.2.
2.2.2.2.2.2.2.2.2.2.2.2.2.2.2.2.2.2.2.2.
2.2.2.2.2.2.2.2.2.2.2.2.2.2.2.2.2.2.2.5.
C
0.64 .36 .26 .025
0.428 .172 .469 .025
0.428 .172 .469 .025
0.428 .172 .469 .025
0.3600 0.34 0.24
0.4000 0.70 0.20
0.5400 1.21 0.06
0.6300 1.36 0.05
00.6300 1.36 0.05 1le�a'f a�
�0.6900 37 05 V iN
�D.7000 1.00 X.10 1
0.7000 1.00 00.10
0.6900 �1.51 �u.r//05
0.3800 �0.44 0.36 T
0.4200 0.38 0.32
0.4200 V.38 0.32
0.47 0.46 0.25
0.47 0.46 0.25
0.47 0.46 0.25
0.47 0.46 0.25
t,09 Rein oj-&J.
0.190 1 6.5
0.150 5
0.150 5
D.064 7 3.8 .428
D.064 1 4.0
D.064 6
Page 2

Rr_alo.txt
REACT COEF RCH= 7 0.2 0.070 0.664 6
REACT COEF RCH= 8 0.2 0.070 0.064 6
•• REACT COEF RCH= 9 0.2 0.070 0.064 6
REACT COEF RCH= 10 0.2 0.070 0.064 6
--;� REACT COEF RCH= 11 0.2 0.070 0.070 6
W" REACT COEF RCH= 12 0.2 0.070 0.070 6
REACT COEF RCH= 13 0.2 0.070 0.100 6
REACT COEF RCH= 14 0.2 0.070 0.100 6
REACT COEF RCH= 15 0.2 0.070 0.100 6
REACT COEF RCH= 16 0.2 0.070 0.100 6
C��6rU -)REACT COEF RCH= 17 0.50 0.25 0.100 1 7.0
REACT COEF RCH= 18 0.50 0.25 0.100 1 7.0
REACT COEF RCH= 19 0.50 0.25 0.100 1 7.0
REACT COEF RCH= 20 0.50 0.25 v ,'0.100 1 7.0
NNANDAP COEF RCH= 1 a��hO�X 1 � o a�ODx 0 �00 �
N AND P COEF RCH= 2 0.07 0.1 0.40 0 1.0
N AND P COEF RCH= 3 0.07 0.1 0.40 0 1.0
N AND P COEF RCH= 4 0.07 0.1 0.40 0 1.0 9
N AND P COEF RCH= 5 0.200 0.100 0.300 0 0.9
N AND P COEF RCH= 6 0.200 0.100 0.300 0 0.9
N AND P COEF RCH= 7 0.200 0.100 0.300 0 0.9
N AND P COEF RCH= 8 0.200 0.100 0.300 0 0.9
N AND P COEF RCH= 9 0.200 0.100 0.300 0 0.9
N AND P COEF RCH= 10 0.200 0.100 0.300 0 0.9
N AND P COEF RCH= 11 0.200 0.100 0.300 0 0.9
N AND P COEF RCH= 12 0.200 0.100 0.300 0 0.9
N AND P COEF RCH= 13 0.200 0.100 0.300 0 0.9
N AND P COEF RCH= 14 0.200 0.100 0.300 0 0.9
N AND P COEF RCH= 15 0.200 0.100 0.300 0 0.9
N AND P COEF RCH= 16 0.200 0.100 0.300 0 0.9
N AND P COEF RCH= 17 0.100 0.10 1.0 0 1.1 0.0 0.0 0.0
N AND P COEF RCH= 18 0.100 0.10 1.0 0 1.1 0.0 0.0 0.0
N AND P COEF RCH= 19 0.100 0.10 1.0 0 1.1 0.0 0.0 0.0
N AND P COEF RCH= 20 0.100 0.10 1.0 0 1.1 0.0 0.0 0.0
ENDATA6A
ALG/OTHER COEF RCH= 1
ALG/OTHER COEF RCH= 2
ALG/OTHER COEF RCH= 3
ALG/OTHER COEF RCH= 4
ALG/OTHER COEF RCH= 5
ALG/OTHER COEF RCH= 6
ALG/OTHER COEF RCH= 7
ALG/OTHER COEF RCH= 8
ALG/OTHER COEF RCH= 9 aQj lVI -1
1
ALG/OTHER COEF RCH= 10 9
ALG/OTHER COEF RCH= 11
ALG/OTHER COEF RCH= 12
ALG/OTHER COEF RCH= 13
ALG/OTHER COEF RCH= 14
ALG/OTHER COEF RCH= 15
ALG/OTHER COEF RCH= 16
ALG/OTHER COEF RCH= 17
ALG/OTHER COEF RCH= 18
ALG/OTHER COEF RCH= 19
ALG/OTHER COEF RCH= 20
ENDATA 6 B
INITIAL COND-1 RCH= 1 75.2
INITIAL COND-1 RCH= 2 75.2
Page 3

Rr_alo.txt
INITIAL COND-1 RCH= 3 75.2
INITIAL COND-1 RCH= 4 75.2
INITIAL COND-1 RCH= 5 75.2
INITIAL COND-1 RCH= 6 75.2
INITIAL COND-1 RCH= 7 75.2
INITIAL COND-1 RCH= 8 75.2
INITIAL COND-1 RCH= 9 75.2
INITIAL COND-1 RCH= 10 75.2
INITIAL COND-1 RCH= 11 75.2
INITIAL COND-1 RCH= 12 75.2
INITIAL COND-1 RCH= 13 75.2
INITIAL COND-1 RCH= 14 75.2
INITIAL COND-1 RCH= 15 75.2
INITIAL COND-1 RCH= 16 75.2
INITIAL COND-1 RCH= 17 75.2
INITIAL COND-1 RCH= 18 75.2
INITIAL COND-1 RCH= 19 75.2
INITIAL COND-1 RCH= 20 75.2
ENDATA7
INITIAL COND-2 RCH= 1
INITIAL COND-2 RCH= 2
INITIAL COND-2 RCH= 3
INITIAL COND-2 RCH= 4
INITIAL COND-2 RCH= 5
INITIAL COND-2 RCH= 6
INITIAL COND-2 RCH= 7
INITIAL COND-2 RCH= 8
INITIAL COND-2 RCH= 9
INITIAL COND-2 RCH= 10
INITIAL COND-2 RCH= 11
INITIAL COND-2 RCH= 12
INITIAL COND-2 RCH= 13
INITIAL COND-2 RCH= 14
INITIAL COND-2 RCH= 15
INITIAL COND-2 RCH= 16
INITIAL COND-2 RCH= 17
INITIAL COND-2 RCH= 18
INITIAL COND-2 RCH= 19
INITIAL COND 2 RCH= 20
ENDATA7A Pow 00
INCR INFLOW-1 RCH= 1 0.031 75.2 7.58 2.5
INCR INFLOW-1 RCH= 2 0.165 75.2 7.58 2.5
INCR INFLOW-1 RCH= 3 0.082 75.2 7.58 2.5
INCR INFLOW-1 RCH= 4 0.072 75.2 7.58 2.5
INCR INFLOW-1 RCH= 5 0.134 75.2 7.58 2.5
INCR INFLOW-1 RCH= 6 0.062 75.2 7.58 2.5
INCR INFLOW-1 RCH= 7 0.103 75.2 7.58 2.5
INCR INFLOW-1 RCH= 8 0.206 75.2 7.58 2.5
INCR INFLOW-1 RCH= 9 0.041 75.2 7.58 2.5
INCR INFLOW-1 RCH= 10 0.144 75.2 7.58 2.5
INCR INFLOW-1 RCH= 11 0.124 75.2 7.58 2.5
INCR INFLOW-1 RCH= 12 0.021 75.2 7.58 2.5
INCR INFLOW-1 RCH= 13 0.113 75.2 7.58 2.5
INCR INFLOW-1 RCH= 14 0.185 75.2 7.58 2.5
INCR INFLOW-1 RCH= 15 0.206 75.2 7.58 2.5
INCR INFLOW-1 RCH= 16 0.052 75.2 7.58 2.5
INCR INFLOW-1 RCH= 17 0.093 75.2 7.58 2.5
INCR INFLOW-1 RCH= 18 0.206 75.2 7.58 2.5
INCR INFLOW-1 RCH= 19 0.206 75.2 7.58 2.5
fpltyfmlo�a
Page 4

Rr_alo.txt
INCR INFLOW-1 RCH= 20 0.206 75.2 7.58 2.5
ENDATA8
INCR INFLOW-2 RCH= 1 0.40 0.10 0.28
INCR INFLOW-2 RCH= 2 0.40 0.10 0.28
INCR INFLOW-2 RCH= 3 0.40 0.10 0.28
INCR INFLOW-2 RCH= 4 0.40 0.10 0.28
INCR INFLOW-2 RCH= 5 0.40 0.100 0 0.28
INCR INFLOW-2 RCH= 6 0.40 0.100 0 0.28
INCR INFLOW-2 RCH= 7 0.40 0.100 0 0.28
INCR INFLOW72 RCH= 8 0.40 0.100 0 0.28
INCR INFLOW-2 RCH= 9 0.40 0.100 0 0.28
INCR INFLOW-2 RCH= 10 0.40 0.100 0 0.28
INCR INFLOW-2 RCH= 11 0.40 0.100 0 0.28
INCR INFLOW-2 RCH= 12 0.40 0.100 0 0.28
INCR INFLOW-2 RCH= 13 0.40 0.100 0 0.28
INCR INFLOW-2 RCH= 14 0.40 0.100 0 0.28
INCR INFLOW-2 RCH= 15 0.40 0.100 0 0.28 N5
INCR INFLOW-2 RCH= 16 0.40 0.100 0 0.28
INCR INFLOW-2 RCH= 17 0.4 0.1 0.00 0.28
INCR INFLOW-2 RCH= 18 0.4 0.1 0.00 0.28
INCR INFLOW-2 RCH= 19 0.4 0.1 0.00 0.28 I
INCR INFLOW-2 RCH= 20 0.4 0.1 0.00 0.28 q�
ENDATA8A I' •
STREAM JUNCTION 1 WEST BRIVCH 27 35 34 J
JUNCTION-1 2 MALLARD�C EEK ) 101 116 115
ENDATA91/
HEADWTR-1 HDW= 1 DYE BRANCH #0015V 75. 99.46p0 3.1&20 b
HEADWTR-1 HDW= 2 WEST BRANCH 2.50 75.2 7.6 2.00
HEADWTR-1 HDW= 3 MALLARD CREEK 0.64 75.2 7.10 4.28
ENDATA10
HEADWTR-2 HDW= 1.0 0.46 0.04 0.24
HEADWTR-2 HDW= 2.0 0.00 0.22 0.00
HEADWTR-2 HDW= 3 0.28 0.056 0.01 0.26
ENDATA10A Cf s 42Af Ago Uwl
POINTLD-1 PTL= 1 MOORSVL WWTP 8.06 75.2 6.00 24.50
POINTLD-1 PTL= 2 ROCKY RIVER 0.30 75.2 7.30 1.38
POINTLD-1 PTL= 3 RIVER RUN 0.00 75.2 6.00 32.50
POINTLD-1 PTL= 4 MID SOUTH 0.93 75.2 6.00 34.50
POINTLD-1 PTL= 5 W.R. ODELL
2 75.2 6.68 17.58
POINTLD-1 PTL= 6 CLARKE CREEK 11.675.2 6.00 2.5iqb O
POINTLD-1 PTL= 7 MALLARD WWTP (pjt1tD 3 75.2 6.00 17.50
POINTLD-1 PTL= 8 CODDLE CREEK .2 75.2 7.74 12.46 7,.7 6l -
POINTLD-1 PTL= 9 BACK CREEK 0.986 75.2 7.45 9.49
POINTLD-1 PTL= 10 REEDY CREEK 3.38 75.2 8.14 28.49
POINTLD-1 PTL= 11 CONCORD WWTP 37.2 75.2 6.0 50.0
POINTLD-1 PTL= 12 COLDWTR CK 8.0 75.2 7.5 2.0
POINTLD-1 PTL= 13 DUTCHBF CK 7.1 75.2 7.5 2.0
POINTLD-1 PTL= 14 MUDDY WWTP 0.00 75.2 5.0 75.0
ENDATAII OV) N Nd5A) A107, ON,
POINTLD-2 PTL= 1 1.60 1.00 6.2
POINTLD-2 PTL= 2 0.075 0.025 0.325
POINTLD-2 PTL= 3 1.30
POINTLD-2 PTL= 4 0.0 3.10
POINTLD-2 PTL= 5 4.63
POINTLD-2 PTL= 6 �"� POINTLD-2 PTL= 7 0.5 1.0
POINTLD-2 PTL= 8 0.27 0.08 0.01 0.24 4 u
POINTLD-2 PTL= 9 0.47 0.85 0.01 0.37
POINTLD-2 PTL= 10 0 5.20 0 2.35
ov Atol/z-
Page 5

a
Rr_alo.txt
POINTLD-2 PTL= 11
POINTLD-2 PTL= 12
POINTLD-3 PTL= 13
POINTLD-2 PTL= 14
ENDATA11A
ENDATA12
ENDATA13
FMATA13 A
2.80 5.0 0.0 2.15
0.05 0.02 0.00 0.02
0.05 0.02 0.00 0.02
4.40
Page 6

Rocky River Qua12e Model - water.tab
I)�i
CMUD-Mallard
Creek WWTP allocation
Ow =
6 MGD (9.3
cfs)
CSOD
for Mallard
Creek WWTP
effluent
= 17.5
mg/L
00
1
1
75.20
0.00
0.00
0.00
7 56
3.01
0.45
0.04
0.00
0.24
0.74
)�IJOyt,SVV 1
'�
0.00
2
0.00
75.20
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5.97
23.11
1.53
0.94
0.00
5.84
8.31
WW7 P
0.00
0.00
0.00
0.00
0.00
0.00
1
3
75.20
0.00
0.00
0.00
5.89
22.96
1.52
0.93
0.01
5.83
8.30
0.00
0.00
0.00
0.00
0.00
0.00
AI
jOLNH �j2
1
75.20
0.00
0.00
0.00
5.89
22.09
1.47
0.90
0.02
5.64
8.02
0.00
0.00
0.00
0.00
0.00
0.00
2
2
75.20
0.00
0.00
0.00
5.86
21.95
1.46
0.89
0.02
5.63
8.01
0.00
0.00
0.00
0.00
0.00
0.00
2
3
75.20
0.00
0.00
0.00
5.85
21.80
1.46
0.89
0.03
5.63
8.00
0.00
0.00
0.00
0.00
0.00
0.00
2
4
75.20
0.00
0.00
0.00
5.83
21.66
1.45
0.88
0.03
5.62
7.99
0.00
0.00
0.00
0.00
0.00
0.00
2
5
75.20
0.00
0.00
0.00
5.82
21.52
1.45
0.87
0.04
5.62
7.98
0.00
0.00
0.00
0.00
0.00
0.00
2
6
75.20
0.00
0.00
0.00
5.81
21.38
1.45
0.87
0.04
5.61
7.97
0.00
0.00
0.00
0.00
0.00
0.00
2
7
75.20
0.00
0.00
0.00
5.80
21.24
1.44
0.86
0.05
5.61
7.96
0.00
0.00
0.00
0.00
0.00
0.00
2
8
75.20
0.00
0.00
0.00
5.79
21.10
1.44
0.86
0.05
5.60
7.95
0.00
0.00
0.00
0.00
0.00
0.00
2
9
75.20
0.00
0.00
0.00
5.78
20.96
1.43
0.85
0.06
5.60
7.94
0.00
0.00
0.00
0.00
0.00
0.00
2
10
75.20
0.00
0.00
0.00
5.78
20.83
1.43
0.85
0.06
5.59
7.93
0.00
0.00
0.00
0.00
0.00
0.00
2
11
75.20
0.00
0.00
0.00
5.77
20.69
1.42
0.84
0.07
5.59
7.92
0.00
0.00
0.00
0.00
0.00
0.00
2
12
75.20
0.00
0.00
0.00
5.77
20.56
1.42
0.84
0.07
5.58
7.91
0.00
0.00
0.00
0.00
0.00
0.00
2
13
75.20
0.00
0.00
0.00
5.77
20.42
1.41
0.83
0.08
5.58
7.90
0.00
0.00
0.00
0.00
0.00
0.00
2
14
75.20
0.00
0.00
0.00
5.77
20.29
1.41
0.83
0.08
5.57
7.89
0.00
0.00
0.00
0.00
0.00
0.00
2
15
75.20
0.00
0.00
0.00
5.77
20.16
1.40
0.82
0.09
5.57
7.88
0.00
0.00
0.00
0.00
0.00
0.00
QjV2✓ RU,N ;2
16
75.20
0.00
0.00
0.00
5.77
20.03
1.40
0.82
0.09
5.56
7.87
1`-
0.00
0.00
0.00
0.00
0.00
0.00
3
1
75.20
0.00
0.00
0.00
5.77
19.90
1.39
0.81
0.10
5.56
7.86
0.00
0.00
0.00
0.00
0.00
0.00
3
2
75.20
0.00
0.00
0.00
5.77
19.77
1.39
0.81
0.10
5.55
7.85
0.00
0.00
0.00
0.00
0.00
0.00
3
3
75.20
0.00
0.00
0.00
5.77
19.64
1.39
0.80
0.10
5.55
7.84
0.00
0.00
0.00
0.00
0.00
0.00
3
4
75.20
0.00
0.00
0.00
5.78
19.51
1.38
0.80
0.11
5.54
7.83
0.00
0.00
0.00
0.00
0.00
0.00
3
5
75.20
0.00
0.00
0.00
5.78
19.39
1.38
0.79
0.11
5.54
7.82
0.00
0.00
0.00
0.00
0.00
0.00
3
6
75.20
0.00
0.00
0.00
5.78
19.26
1.37
0.79
0.11
5.54
7.81
0.00
0.00
0.00
0.00
0.00
0.00
3
7
75.20
0.00
0.00
0.00
5.78
19.14
1.37
0.78
0.12
5.53
7.80
0.00
0.00
0.00
0.00
0.00
0.00
3
8
75.20
0.00
0.00
0.00
5.79
19.02
1.36
0.78
0.12
5.53
7.79
0.00
0.00
0.00
0.00
0.00
0.00
4
1
75.20
0.00
0.00
0.00
7.46
1.98
0.00
0.22
0.00
0.00
0.22
M l Soutk �
2 .00
0
5.20
0.00
0.00
0.00
6.95
10.67
0.00
0.98
0.01
0.00
1.00
0.00
0.00
0.00
0.00
0.00
0.00
4
3
75.20
0.00
0.00
0.00
6.87
10.55
0.00
0.97
0.02
0.00
1.00
0.00
0.00
0.00
0.00
0.00
0.00
4
4
75.20
0.00
0.00
0.00
6.80
10.44
0.00
0.96
0.03
0.00
1.00
0.00
0.00
0.00
0.00
0.00
0.00
4
5
75.20
0.00
0.00
0.00
6.74
10.33
0.01
0.95
0.04
0.01
1.00
0.00
0.00
0.00
0.00
0.00
0.00

' 4
6
75.20
0.00
0.00
0.00
6.69
10.23
0.01
0.93
0.05
0.01
1.00
0.00
0.00
0.00
0.00
0.00
0.00
4
7
75.20
0.00
0.00
0.00
6.65
10.12
0.01
0.92
0.06
0.01
1.00
0.00
0.00
0.00
0.00
0.00
0.00
5
1
75.20
0.00
0.00
0.00
6.01
16.45
0.98
0.82
0.11
4.00
5.90
0.00
0.00
0.00
0.00
0.00
0.00
5
2
75.20
0.00
0.00
0.00
5.97
16.30
0.98
0.81
0.11
4.00
5.90
0.00
0.00
0.00
0.00
0.00
0.00
5
3
75.20
0.00
0.00
0.00
5.92
16.16
0.97
0.81
0.11
3.99
5.89
0.00
0.00
0.00
0.00
0.00
0.00
5
4
75.20
0.00
0.00
0.00
5.89
16.02
0.97
0.81
0.11
3.99
5.89
0.00
0.00
0.00
0.00
0.00
0.00
5
5
75.20
0.00
0.00
0.00
5.85
15.87
0.96
0.81
0.12
3.99
5.88
0.00
0.00
0.00
0.00
0.00
0.00
5
6
75.20
0.00
0.00
0.00
5.82
15.73
0.96
0.81
0.12
3.99
5.87
0.00
0.00
0.00
0.00
0.00
0.00
5
7
75.20
0.00
0.00
0.00
5.79
15.59
0.95
0.80
0.12
3.99
5.87
0.00
0.00
0.00
0.00
0.00
0.00
5
8
75.20
0.00
0.00
0.00
5.76
15.45
0.95
0.80
0.13
3.99
5.86
0.00
0.00
0.00
0.00
0.00
0.00
5
9
75.20
0.00
0.00
0.00
5.74
15.32
0.94
0.80
0.13
3.99
5.86
0.00
0.00
0.00
0.00
0.00
0.00
5
10
75.20
0.00
0.00
0.00
5.72
15.18
0.93
0.80
0.13
3.99
5.85
0.00
0.00
0.00
0.00
0.00
0.00
5
11
75.20
0.00
0.00
0.00
5.70
15.05
0.93
0.80
0.13
3.99
5.85
0.00
0.00
0.00
0.00
0.00
0.00
5
12
75.20
0.00
0.00
0.00
5.68
14.91
0.92
0.79
0.14
3.99
5.84
0.00
0.00
0.00
0.00
0.00
0.00
5
13
75.20
0.00
0.00
0.00
5.67
14.78
0.92
0.79
0.14
3.98
5.83
0.00
0.00
0.00
0.00
0.00
0.00
6
1
75.20
0.00
0.00
0.00
5.70
14.67
0.91
0.79
0.14
3.99
5.83
0.00
0.00
0.00
0.00
0.00
0.00
6
2
75.20
0.00
0.00
0.00
5.71
14.52
0.90
0.78
0.15
3.99
5.82
/,
0.00
0.00
0.00
0.00
0.00
0.00
ow' 6
3
75.20
0.00
0.00
0.00
5.72
14.38
0.89
0.79
0.15
3.98
5.81
0.00
0.00
0.00
0.00
0.00
0.00
6
4
75.20
0.00
0.00
0.00
5.72
14.24
0.88
0.78
0.16
3.98
5.81
0.00
0.00
0.00
0.00
0.00
0.00
6
5
75.20
0.00
0.00
0.00
5.73
14.10
0.87
0.78
0.16
3.99
5.80
0.00
0.00
0.00
0.00
0.00
0.00
6
6
75.20
0.00
0.00
0.00
5.74
13.96
0.86
0.78
0.16
3.99
5.79
0.00
0.00
0.00
0.00
0.00
0.00
7
1
75.20
0.00
0.00
0.00
5.72
13.81
0.85
0.77
0.17
3.99
5.78
0.00
0.00
0.00
0.00
0.00
0.00
7
2
75.20
0.00
0.00
0.00
5.67
13.66
0.84
0.77
0.17
4.00
5.78
0.00
0.00
0.00
0.00
0.00
0.00
7
3
75.20
0.00
0.00
0.00
5.61
13.50
0.83
0.76
0.18
4.00
5.77
0.00
0.00
0.00
0.00
0.00
0.00
7
4
75.20
0.00
0.00
0.00
5.57
13.35
0.82
0.76
0.18
4.00
5.76
0.00
0.00
0.00
0.00
0.00
0.00
7
5
75.20
0.00
0.00
0.00
5.53
13.20
0.81
0.75
0.18
4.01
5.76
0.00
0.00
0.00
0.00
0.00
0.00
7
6
75.20
0.00
0.00
0.00
5.49
13.05
0.80
0.75
0.19
4.01
5.75
0.00
0.00
0.00
0.00
0.00
0.00
7
7
75.20
0.00
0.00
0.00
5.45
12.90
0.79
0.74
0.19
4.01
5.74
0.00
0.00
0.00
0.00
0.00
0.00
C�Ayry V�� 7
8
75.20
0.00
0.00
0.00
5.50
11.63
0.70
0.66
0.17
3.58
5.10
0.00
0.00
0.00
0.00
0.00
0.00
7
9
75.20
0.00
0.00
0.00
5.49
11.51
0.69
0.66
0.18
3.58
5.10
0.00
0.00
0.00
0.00
0.00
0.00
7
10
75.20
0.00
0.00
0.00
5.48
11.39
0.68
0.65
0.18
3.58
5.09
0.00
0.00
0.00
0.00
0.00
0.00
8
1
75.20
0.00
0.00
0.00
5.45
11.26
0.67
0.65
0.18
3.59
5.09
0.00
0.00
0.00
0.00
0.00
0.00
8
2
75.20
0.00
0.00
0.00
5.41
11.12
0.66
0.64
0.18
3.59
5.08
0.00
0.00
0.00
0.00
0.00
0.00
8
3
75.20
0.00
0.00
0.00
5.36
10.98
0.66
0.64
0.18
3.60
5.08
0.00
0.00
0.00
0.00
0.00
0.00
8
4
75.20
0.00
0.00
0.00
5.32
10.85
0.65
0.63
0.19
3.60
5.07
0.00
0.00
0.00
0.00
0.00
0.00

' 8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
9
9
9
9
10
10
10
10
10
10
10
10
10
10
10
10
10
10
11
5
75.20
0.00
0.00
0.00
5.28
10.71
0.64
0.63
0.19
3.61
5.07
0.00
0.00
0.00
0.00
0.00
0.00
6
75.20
0.00
0.00
0.00
5.25
10.58
0.63
0.63
0.19
3.61
5.06
0.00
0.00
0.00
0.00
0.00
0.00
7
75.20
0.00
0.00
0.00
5.22
10.45
0.62
0.62
0.19
3.62
5.05
0.00
0.00
0.00
0.00
0.00
0.00
8
75.2.0
0.00
0.00
0.00
5.19
10.32
0.61
0.62
0.19
3.62
5.05
0.00
0.00
0.00
0.00
0.00
0.00
9
75.20
0.00
0.00
0.00
5.17
10.19
0.60
0.61
0.20
3.63
5.04
0.00
0.00
0.00
0.00
0.00
0.00
10
75.20
0.00
0.00
0.00
5.14
10.07
0.60
0.61
0.20
3.64
5.04
0.00
0.00
0.00
0.00
0.00
0.00
11
75.20
0.00
0.00
0.00
5.12
9.94
0.59
0.60
0.20
3.64
5.03
0.00
0.00
0.00
0.00
0.00
0.00
12
75.20
0.00
0.00
0.00
5.11
9.82
0.58
0.60
0.20
3.65
5.03
0.00
0.00
0.00
0.00
0.00
0.00
13
75.20
0.00
0.00
0.00
5.09
9.70
0.57
0.59
0.20
3.65
5.02
0.00
0.00
0.00
0.00
0.00
0.00
14
75.20
0.00
0.00
0.00
5.08
9.58
0.57
0.59
0.20
3.66
5.02
0.00
0.00
0.00
0.00
0.00
0.00
15
75.20
0.00
0.00
0.00
5.07
9.47
0.56
0.59
0.20
3.66
5.01
0.00
0.00
0.00
0.00
0.00
0.00
16
75.20
0.00
0.00
0.00
5.06
9.35
0.55
0.58
0.20
3.67
5.01
0.00
0.00
0.00
0.00
0.00
0.00
17
75.20
0.00
0.00
0.00
5.05
9.24
0.54
0.58
0.20
3.68
5.00
0.00
0.00
0.00
0.00
0.00
0.00
18
75.20
0.00
0.00
0.00
5.05
9.12
0.54
0.57
0.20
3.68
5.00
0.00
0.00
0.00
0.00
0.00
0.00
19
75.20
0.00
0.00
0.00
5.04
9.01
0.53
0.57
0.20
3.69
4.99
0.00
0.00
0.00
0.00
0.00
0.00
20
75.20
0.00
0.00
0.00
5.04
8.90
0.52
0.56
0.20
3.69
4.99
0.00
0.00
0.00
0.00
0.00
0.00
1
75.20
0.00
0.00
0.00
5.04
8.79
0.52
0.56
0.20
3.70
4.98
0.00
0.00
0.00
0.00
0.00
0.00
2
75.20
0.00
0.00
0.00
5.04
8.69
0.51
0.56
0.20
3.71
4.97
0.00
0.00
0.00
0.00
0.00
0.00
3
75.20
0.00
0.00
0.00
5.04
8.58
0.50
0.55
0.20
3.71
4.97
0.00
0.00
0.00
0.00
0.00
0.00
4
75.20
0.00
0.00
0.00
5.04
8.47
0.50
0.55
0.20
3.72
4.97
0.00
0.00
0.00
0.00
0.00
0.00
1
75.20
0.00
0.00
0.00
5.04
8.37
0.49
0.54
0.20
3.72
4.96
0.00
0.00
0.00
0.00
0.00
0.00
2
75.20
0.00
0.00
0.00
5.04
8.27
0.48
0.54
0.20
3.73
4.96
0.00
0.00
0.00
0.00
0.00
0.00
3
75.20
0.00
0.00
0.00
5.04
8.16
0.48
0.53
0.20
3.74
4.95
0.00
0.00
0.00
0.00
0.00
0.00
4
75.20
0.00
0.00
0.00
5.04
8.06
0.47
0.53
0.20
3.74
4.95
0.00
0.00
0.00
0.00
0.00
0.00
5
75.20
0.00
0.00
0.00
5.05
7.96
0.46
0.53
0.20
3.75
4.94
0.00
0.00
0.00
0.00
0.00
0.00
6
75.20
0.00
0.00
0.00
5.05
7.86
0.46
0.52
0.20
3.75
4.94
0.00
0.00
0.00
0.00
0.00
0.00
7
75.20
0.00
0.00
0.00
5.06
7.77
0.45
0.52
0.20
3.76
4.93
0.00
0.00
0.00
0.00
0.00
0.00
8
75.20
0.00
0.00
0.00
5.06
7.67
0.45
0.51
0.20
3.77
4.93
0.00
0.00
0.00
0.00
0.00
0.00
9
75.20
0.00
0.00
0.00
5.07
7.58
0.44
0.51
0.20
3.77
4.92
0.00
0.00
0.00
0.00
0.00
0.00
10
75.20
0.00
0.00
0.00
5.07
7.48
0.43
0.50
0.20
3.78
4.92
0.00
0.00
0.00
0.00
0.00
0.00
11
75.20
0.00
0.00
0.00
5.08
7.39
0.43
0.50
0.20
3.78
4.91
0.00
0.00
0.00
0.00
0.00
0.00
12
75.20
0.00
0.00
0.00
5.09
7.30
0.42
0.50
0.20
3.79
4.91
0.00
0.00
0.00
0.00
0.00
0.00
13
75.20
0.00
0.00
0.00
5.10
7.21
0.42
0.49
0.20
3.79
4.90
0.00
0.00
0.00
0.00
0.00
0.00
14
75.20
0.00
0.00
0.00
5.11
7.12
0.41
0.49
0.20
3.80
4.90
0.00
0.00
0.00
0.00
0.00
0.00
1
75.20
0.00
0.00
0.00
6.06
3.91
0.26
0.07
0.01
0.26
0.60
0.00
0.00
0.00
0.00
0.00
0.00

' Maw
4WTP
11
2
75.20
0.00
0.00
0.00
5.82
16.44
0.48
0.93
0.01
0.02
1.44
0.00
0.00
0.00
0.00
0.00
0.00
11
3
75.20
0.00
0.00
0.00
5.71
16.22
0.47
0.92
0.03
0.02
1.44
0.00
0.00
0.00
0.00
0.00
0.00
11
4
75.20
0.00
0.00
0.00
5.60
16.00
0.47
0.91
0.04
0.02
1.43
0.00
0.00
0.00
0.00
0.00
0.00
11
5
75.20
0.00
0.00
0.00
5.50
15.78
0.46
0.90
0.05
0.02
1.43
0.00
0.00
0.00
0.00
0.00
0.00
11
6
75.20
0.00
0.00
0.00
5.41
15.57
0.45
0.88
0.06
0.03
1.43
0.00
0.00
0.00
0.00
0.00
0.00
a 11
7
75.20
0.00
0.00
0.00
5.33
15.36
0.45
0.87
0.08
0.03
1.43
S
0.00
0.00
0.00
0.00
0.00
0.00
11
8
75.20
0.00
0.00
0.00
5.25
15.15
0.44
0.86
0.09
0.03
1.42
0.00
0.00
0.00
0.00
0.00
0.00
-'d ll
9
75.20
0.00
0.00
0.00
5.19
14.94
0.43
0.85
0.10
0.04
1.42
0.00
0.00
0.00
0.00
0.00
0.00
11
10
0.00
75.20
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5.13
0.00
14.74
0.43
0.84
0.11
0.04
1.42
11
11
75.20
0.00
0.00
0.00
5.08
14.54
0.42
0.83
0.11
0.05
1.42
0.00
0.00
0.00
0.00
0.00
0.00
- 11
12
75.20
0.00
0.00
0.00
5.03
14.34
0.42
0.82
0.12
0.05
1.41
0.00
0.00
0.00
0.00
0.00
0.00
12
1
75.20
0.00
0.00
0.00
4.99
14.15
0.41
0.81
0.13
0.06
1.41
1'
0.00
0.00
0.00
0.00
0.00
0.00
12
2
75.20
0.00
0.00
0.00
4.95
13.96
0.40
0.80
0.14
0.07
1.41
0.00
0.00
0.00
0.00
0.00
0.00
13
1
75.20
0.00
0.00
0.00
5.03
9.81
0.41
0.61
0.18
2.30
3.49
0.00
0.00
0.00
0.00
0.00
0.00
13
2
75.20
0.00
0.00
0.00
5.02
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0.39
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5.41
16.88
1.17
1.35
0.89
2.14
5.56
0.00
0.00
0.00
0.00
0.00
0.00
19
9
75.20
0.00
0.00
0.00
5.43
16.69
1.17
1.33
0.90
2.15
5.56
0.00
0.00
0.00
0.00
0.00
0.00

19
10
75.20
0.00
0.00
0.00
5.45
16.51
1.17
1.31
0.91
2.17
5.55
0.00
0.00
0.00
0.00
0.00
0.00
. 19
11
75.20
0.00
0.00
0.00
5.48
16.33
1.16
1.29
0.92
2.18
5.55
0.00
0.00
0.00
0.00
0.00
0.00
19
12
75.20
0.00
0.00
0.00
5.50
16.15
1.16
1.27
0.92
2.20
5.55
0.00
0.00
0.00
0.00
0.00
0.00
19
13
75.20
0.00
0.00
0.00
5.52
15.98
1.15
1.25
0.93
2.21
5.55
0.00
0.00
0.00
0.00
0.00
0.00
19
14
75.20
0.00
0.00
0.00
5.55
15.80
1.15
1.23
0.93
2.23
5.55
0.00
0.00
0.00
0.00
0.00
0.00
19
15
75.20
0.00
0.00
0.00
5.57
15.63
1.15
1.21
0.94
2.24
5.54
0.00
0.00
0.00
0.00
0.00
0.00
19
16
75.20
0.00
0.00
0.00
5.59
15.46
1.14
1.19
0.94
2.26
5.54
0.00
0.00
0.00
0.00
0.00
0.00
19
17
75.20
0.00
0.00
0.00
5.62
15.29
1.14
1.17
0.95
2.28
5.54
0.00
0.00
0.00
0.00
0.00
0.00
19
18
75.20
0.00
0.00
0.00
5.64
15.12
1.14
1.16
0.95
2.29
5.54
0.00
0.00
0.00
0.00
0.00
0.00
19
19
75.20
0.00
0.00
0.00
5.67
14.96
1.13
1.14
0.96
2.31
5.53
0.00
0.00
0.00
0.00
0.00
0.00
19
20
75.20
0.00
0.00
0.00
5.69
14.79
1.13
1.12
0.96
2.32
5.53
0.00
0.00
0.00
0.00
0.00
0.00
20
1
75.20
0.00
0.00
0.00
5.71
14.63
1.13
1.10
0.96
2.34
5.53
0.00
0.00
0.00
0.00
0.00
0.00
20
2
75.20
0.00
0.00
0.00
5.74
14.47
1.12
1.09
0.96
2.35
5.53
0.00
0.00
0.00
0.00
0.00
0.00
20
3
75.20
0.00
0.00
0.00
5.76
14.32
1.12
1.07
0.97
2.37
5.53
0.00
0.00
0.00
0.00
0.00
0.00
20
4
75.20
0.00
0.00
0.00
5.78
14.16
1.12
1.05
0.97
2.38
5.52
0.00
0.00
0.00
0.00
0.00
0.00
20
5
75.20
0.00
0.00
0.00
5.81
14.00
1.11
1.04
0.97
2.40
5.52
0.00
0.00
0.00
0.00
0.00
0.00
20
6
75.20
0.00
0.00
0.00
5.83
13.85
1.11
1.02
0.97
2.42
5.52
0.00
0.00
0.00
0.00
0.00
0.00
20
7
75.20
0.00
0.00
0.00
5.85
13.70
1.11
1.00
0.97
2.43
5.52
0.00
0.00
0.00
0.00
0.00
0.00
20
8
75.20
0.00
0.00
0.00
5.88
13.55
1.10
0.99
0.97
2.45
5.52
0.00
0.00
0.00
0.00
0.00
0.00
20
9
75.20
0.00
0.00
0.00
5.90
13.40
1.10
0.97
0.97
2.46
5.51
0.00
0.00
0.00
0.00
0.00
0.00
20
10
75.20
0.00
0.00
0.00
5.92
13.26
1.10
0.96
0.97
2.48
5.51
0.00
0.00
0.00
0.00
0.00
0.00
20
11
75.20
0.00
0.00
0.00
5.94
13.11
1.10
0.94
0.97
2.50
5.51
0.00
0.00
0.00
0.00
0.00
0.00
20
12
75.20
0.00
0.00
0.00
5.96
12.97
1.09
0.93
0.97
2.51
5.51
0.00
0.00
0.00
0.00
0.00
0.00
20
13
75.20
0.00
0.00
0.00
5.99
12.83
1.09
0.92
0.97
2.53
5.51
0.00
0.00
0.00
0.00
0.00
0.00
20
14
75.20
0.00
0.00
0.00
6.01
12.69
1.09
0.90
0.97
2.54
5.50
0.00
0.00
0.00
0.00
0.00
0.00
20
15
75.20
0.00
0.00
0.00
6.03
12.55
1.08
0.89
0.97
2.56
5.50
0.00
0.00
0.00
0.00
0.00
0.00
20
16
75.20
0.00
0.00
0.00
6.05
12.41
1.08
0.87
0.97
2.57
5.50
0.00
0.00
0.00
0.00
0.00
0.00
20
17
75.20
0.00
0.00
0.00
6.07
12.28
1.08
0.86
0.97
2.59
5.50
0.00
0.00
0.00
0.00
0.00
0.00
20
18
75.20
0.00
0.00
0.00
6.09
12.14
1.07
0.85
0.97
2.61
5.50
0.00
0.00
0.00
0.00
0.00
0.00
20
19
75.20
0.00
0.00
0.00
6.11
12.01
1.07
0.84
0.97
2.62
5.49
0.00
0.00
0.00
0.00
0.00
0.00
20
20
75.20
0.00
0.00
0.00
6.13
11.88
1.07
0.82
0.96
2.64
5.49
0.00
0.00
0.00
0.00
0.00
0.00

Ow
1"m)f3
�
5-I2/6
Rocky River Qua12e Model
CMUD-Mallard
Ck WWTP
allocation
Qw=8
MGD (12.4
cfs)
CHOD
_$tom
for Mallard
f/1�
Creek
WWTP
cull
effluent
= 17.5
6KI
mg/L
&OD
OR61J
NN?/J
IJOq►�
0030
S�t�1-N
75 2
QQNl-
0 a
0.45
0.04
0.00
0.24
0.74
ORbP
-0.0015?
N 0.00
,.'V.
"V. 00
6p4b.00
0.00 7
0.00tktor56
1
2
75.20
0.00
0.00
0.00
5.97
23.11
1.53
0.94
0.00
5.84
8.31
0.00
0.00
0.00
0.00
0.00
0.00
1
3
75.20
0.00
0.00
0.00
5.89
22.96
1.52
0.93
0.01
5.83
8.30
0.00
0.00
0.00
0.00
0.00
0.00
2
1
75.20
0.00
0.00
0.00
5.89
22.09
1.47
0.90
0.02
5.64
8.02
0.00
0.00
0.00
0.00
0.00
0.00
2
2
75.20
0.00
0.00
0.00
5.86
21.95
1.46
0.89
0.02
5.63
8.01
0.00
0.00
0.00
0.00
0.00
0.00
2
3
75.20
0.00
0.00
0.00
5.85
21.80
1.46
0.89
0.03
5.63
8.00
0.00
0.00
0.00
0.00
0.00
0.00
2
4
75.20
0.00
0.00
0.00
5.83
21.66
1.45
0.88
0.03
5.62
7.99
0.00
0.00
0.00
0.00
0.00
0.00
2
5
75.20
0.00
0.00
0.00
5.82
21.52
1.45
0.87
0.04
5.62
7.98
0.00
0.00
0.00
0.00
0.00
0.00
2
6
75.20
0.00
0.00
0.00
5.81
21.38
1.45
0.87
0.04
5.61
7.97
0.00
0.00
0.00
0.00
0.00
0.00
2
7
75.20
0.00
0.00
0.00
5.80
21.24
1.44
0.86
0.05
5.61
7.96
0.00
0.00
0.00
0.00
0.00
0.00
2
8
75.20
0.00
0.00
0.00
5.79
21.10
1.44
0.86
0.05
5.60
7.95
0.00
0.00
0.00
0.00
0.00
0.00
2
9
75.20
0.00
0.00
0.00
5.78
20.96
1.43
0.85
0.06
5.60
7.94
0.00
0.00
0.00
0.00
0.00
0.00
2
10
75.20
0.00
0.00
0.00
5.78
20.83
1.43
0.85
0.06
5.59
7.93
0.00
0.00
0.00
0.00
0.00
0.00
2
11
75.20
0.00
0.00
0.00
5.77
20.69
1.42
0.84
0.07
5.59
7.92
0.00
0.00
0.00
0.00
0.00
0.00
2
12
75.20
0.00
0.00
0.00
5.77
20.56
1.42
0.84
0.07
5.58
7.91
0.00
0.00
0.00
0.00
0.00
0.00
2
13
75.20
0.00
0.00
0.00
5.77
20.42
1.41
0.83
0.08
5.58
7.90
0.00
0.00
0.00
0.00
0.00
0.00
2
14
75.20
0.00
0.00
0.00
5.77
20.29
1.41
0.83
0.08
5.57
7.89
0.00
0.00
0.00
0.00
0.00
0.00
2
15
75.20
0.00
0.00
0.00
5.77
20.16
1.40
0.82
0.09
5.57
7.88
0.00
0.00
0.00
0.00
0.00
0.00
2
16
75.20
0.00
0.00
0.00
5.77
20.03
1.40
0.82
0.09
5.56
7.87
0.00
0.00
0.00
0.00
0.00
0.00
3
1
75.20
0.00
0.00
0.00
5.77
19.90
1.39
0.81
0.10
5.56
7.86
0.00
0.00
0.00
0.00
0.00
0.00
3
2
75.20
0.00
0.00
0.00
5.77
19.77
1.39
0.81
0.10
5.55
7.85
0.00
0.00
0.00
0.00
0.00
0.00
3
3
75.20
0.00
0.00
0.00
5.77
19.64
1.39
0.80
0.10
5.55
7.84
0.00
0.00
0.00
0.00
0.00
0.00
3
4
75.20
0.00
0.00
0.00
5.78
19.51
1.38
0.80
0.11
5.54
7.83
0.00
0.00
0.00
0.00
0.00
0.00
3
5
75.20
0.00
0.00
0.00
5.78
19.39
1.38
0.79
0.11
5.54
7.82
0.00
0.00
0.00
0.00
0.00
0.00
3
6
75.20
0.00
0.00
0.00
5.78
19.26
1.37
0.79
0.11
5.54
7.81
0.00
0.00
0.00
0.00
0.00
0.00
3
7
75.20
0.00
0.00
0.00
5.78
19.14
1.37
0.78
0.12
5.53
7.80
0.00
0.00
0.00
0.00
0.00
0.00
3
8
75.20
0.00
0.00
0.00
5.79
19.02
1.36
0.78
0.12
5.53
7.79
0.00
0.00
0.00
0.00
0.00
0.00
4
1
75.20
0.00
0.00
0.00
7.46
1.98
0.00
0.22
0.00
0.00
0.22
0.00
0.00
0.00
0.00
0.00
0.00
4
2
75.20
0.00
0.00
0.00
6.95
10.67
0.00
0.98
0.01
0.00
1.00
0.00
0.00
0.00
0.00
0.00
0.00
4
3
75.20
0.00
0.00
0.00
6.87
10.55
0.00
0.97
0.02
0.00
1.00
0.00
0.00
0.00
0.00
0.00
0.00
4
4
75.20
0.00
0.00
0.00
6.80
10.44
0.00
0.96
0.03
0.00
1.00
0.00
0.00
0.00
0.00
0.00
0.00
4
5
75.20
0.00
0.00
0.00
6.74
10.33
0.01
0.95
0.04
0.01
1.00
0.00
0.00
0.00
0.00
0.00
0.00

4
6
75.20
0.00
0.00
0.00
6.69
10.23
0.01
0.93
0.05
0.01
1.00
0.00
0.00
0.00
0.00
0.00
0.00
4
7
75.20
0.00
0.00
0.00
6.65
10.12
0.01
0.92
0.06
0.01
1.00
0.00
0.00
0.00
0.00
0.00
0.00
5
1
75.20
0.00
0.00
0.00
6.01
16.45
0.98
0.82
0.11
4.00
5.90
0.00
0.00
0.00
0.00
0.00
0.00
5
2
75.20
0.00
0.00
0.00
5.97
16.30
0.98
0.81
0.11
4.00
5.90
0.00
0.00
0.00
0.00
0.00
0.00
5
3
75.20
0.00
0.00
0.00
5.92
16.16
0.97
0.81
0.11
3.99
5.89
0.00
0.00
0.00
0.00
0.00
0.00
5
4
75.20
0.00
0.00
0.00
5.89
16.02
0.97
0.81
0.11
3.99
5.89
0.00
0.00
0.00
0.00
0.00
0.00
5
5
75.20
0.00
0.00
0.00
5.85
15.87
0.96
0.81
0.12
3.99
5.88
0.00
0.00
0.00
0.00
0.00
0.00
5
6
75.20
0.00
0.00
0.00
5.82
15.73
0.96
0.81
0.12
3.99
5.87
0.00
0.00
0.00
0.00
0.00
0.00
5
7
75.20
0.00
0.00
0.00
5.79
15.59
0.95
0.80
0.12
3.99
5.87
0.00
0.00
0.00
0.00
0.00
0.00
5
8
75.20
0.00
0.00
0.00
5.76
15.45
0.95
0.80
0.13
3.99
5.86
0.00
0.00
0.00
0.00
0.00
0.00
5
9
75.20
0.00
0.00
0.00
5.74
15.32
0.94
0.80
0.13
3.99
5.86
0.00
0.00
0.00
0.00
0.00
0.00
5
10
75.20
0.00
0.00
0.00
5.72
15.18
0.93
0.80
0.13
3.99
5.85
0.00
0.00
0.00
0.00
0.00
0.00
5
11
75.20
0.00
0.00
0.00
5.70
15.05
0.93
0.80
0.13
3.99
5.85
0.00
0.00
0.00
0.00
0.00
0.00
5
12
75.20
0.00
0.00
0.00
5.68
14.91
0.92
0.79
0.14
3.99
5.84
0.00
0.00
0.00
0.00
0.00
0.00
5
13
75.20
0.00
0.00
0.00
5.67
14.78
0.92
0.79
0.14
3.98
5.83
0.00
0.00
0.00
0.00
0.00
0.00
6
1
75.20
0.00
0.00
0.00
5.70
14.67
0.91
0.79
0.14
3.99
5.83
0.00
0.00
0.00
0.00
0.00
0.00
6
2
75.20
0.00
0.00
0.00
5.71
14.52
0.90
0.78
0.15
3.99
5.82
0.00
0.00
0.00
0.00
0.00
0.00
6
3
'175.20
0.00
0.00
0.00
5.72
14.38
0.89
0.79
0.15
3.98
5.81
0.00
0.00
0.00
0.00
0.00
0.00
6
4
75.20
0.00
0.00
0.00
5.72
14.24
0.88
0.78
0.16
3.98
5.81
0.00
0.00
0.00
0.00
0.00
0.00
6
5
75.20
0.00
0.00
0.00
5.73
14.10
0.87
0.78
0.16
3.99
5.80
0.00
0.00
0.00
0.00
0.00
0.00
6
6
75.20
0.00
0.00
0.00
5.74
13.96
0.86
0.78
0.16
3.99
5.79
0.00
0.00
0.00
0.00
0.00
0.00
7
1
75.20
0.00
0.00
0.00
5.72
13.81
0.85
0.77
0.17
3.99
5.78
0.00
0.00
0.00
0.00
0.00
0.00
7
2
75.20
0.00
0.00
0.00
5.67
13.66
0.84
0.77
0.17
4.00
5.78
0.00
0.00
0.00
0.00
0.00
0.00
7
3
75.20
0.00
0.00
0.00
5.61
13.50
0.83
0.76
0.18
4.00
5.77
0.00
0.00
0.00
0.00
0.00
0.00
7
4
75.20
0.00
0.00
0.00
5.57
13.35
0.82
0.76
0.18
4.00
5.76
0.00
0.00
0.00
0.00
0.00
0.00
7
5
75.20
0.00
0.00
0.00
5.53
13.20
0.81
0.75
0.18
4.01
5.76
0.00
0.00
0.00
0.00
0.00
0.00
7
6
75.20
0.00
0.00
0.00
5.49
13.05
0.80
0.75
0.19
4.01
5.75
0.00
0.00
0.00
0.00
0.00
0.00
7
7
75.20
0.00
0.00
0.00
5.45
12.90
0.79
0.74
0.19
4.01
5.74
0.00
0.00
0.00
0.00
0.00
0.00
7
8
75.20
0.00
0.00
0.00
5.50
11.63
0.70
0.66
0.17
3.58
5.10
0.00
0.00
0.00
0.00
0.00
0.00
7
9
75.20
0.00
0.00
0.00
5.49
11.51
0.69
0.66
0.18
3.58
5.10
0.00
0.00
0.00
0.00
0.00
0.00
7
10
75.20
0.00
0.00
0.00
5.48
11.39
0.68
0.65
0.18
3.58
5.09
0.00
0.00
0.00
0.00
0.00
0.00
8
1
75.20
0.00
0.00
0.00
5.45
11.26
0.67
0.65
0.18
3.59
5.09
0.00
0.00
0.00
0.00
0.00
0.00
8
2
75.20
0.00
0.00
0.00
5.41
11.12
0.66
0.64
0.18
3.59
5.08
0.00
0.00
0.00
0.00
0.00
0.00
8
3
75.20
0.00
0.00
0.00
5.36
10.98
0.66
0.64
0.18
3.60
5.08
0.00
0.00
0.00
0.00
0.00
0.00
8
4
75.20
0.00
0.00
0.00
5.32
10.85
0.65
0.63
0.19
3.60
5.07
0.00
0.00
0.00
0.00
0.00
0.00

8
5
75.20
0.00
0.00
0.00
5.28
10.71
0.64
0.63
0.19
3.61
5.07
0.00
0.00
0.00
0.00
0.00
0.00
• 8
6
75.20
0.00
0.00
0.00
5.25
10.58
0.63
0.63
0.19
3.61
5.06
0.00
0.00
0.00
0.00
0.00
0.00
8
7
75.20
0.00
0.00
0.00
5.22
10.45
0.62
0.62
0.19
3.62
5.05
0.00
0.00
0.00
0.00
0.00
0.00
8
8
75.20
0.00
0.00
0.00
5.19
10.32
0.61
0.62
0.19
3.62
5.05
0.00
0.00
0.00
0.00
0.00
0.00
8
9
75.20
0.00
0.00
0.00
5.17
10.19
0.60
0.61
0.20
3.63
5.04
0.00
0.00
0.00
0.00
0.00
0.00
8
10
75.20
0.00
0.00
0.00
5.14
10.07
0.60
0.61
0.20
3.64
5.04
0.00
0.00
0.00
0.00
0.00
0.00
8
11
75.20
0.00
0.00
0.00
5.12
9.94
0.59
0.60
0.20
3.64
5.03
0.00
0.00
0.00
0.00
0.00
0.00
8
12
75.20
0.00
0.00
0.00
5.11
9.82
0.58
0.60
0.20
3.65
5.03
0.00
0.00
0.00
0.00
0.00
0.00
8
13
75.20
0.00
0.00
0.00
5.09
9.70
0.57
0.59
0.20
3.65
5.02
0.00
0.00
0.00
0.00
0.00
0.00
8
14
75.20
0.00
0.00
0.00
5.08
9.58
0.57
0.59
0.20
3.66
5.02
0.00
0.00
0.00
0.00
0.00
0.00
8
15
75.20
0.00
0.00
0.00
5.07
9.47
0.56
0.59
0.20
3.66
5.01
0.00
0.00
0.00
0.00
0.00
0.00
8
16
75.20
0.00
0.00
0.00
5.06
9.35
0.55
0.58
0.20
3.67
5.01
0.00
0.00
0.00
0.00
0.00
0.00
8
17
75.20
0.00
0.00
0.00
5.05
9.24
0.54
0.58
0.20
3.68
5.00
0.00
0.00
0.00
0.00
0.00
0.00
8
18
75.20
0.00
0.00
0.00
5.05
9.12
0.54
0.57
0.20
3.68
5.00
0.00
0.00
0.00
0.00
0.00
0.00
B
19
75.20
0.00
0.00
0.00
5.04
9.01
0.53
0.57
0.20
3.69
4.99
0.00
0.00
0.00
0.00
0.00
0.00
8
20
75.20
0.00
0.00
0.00
5.04
8.90
0.52
0.56
0.20
3.69
4.99
0.00
0.00
0.00
0.00
0.00
0.00
9
1
75.20
0.00
0.00
0.00
5.04
8.79
0.52
0.56
0.20
3.70
4.98
0.00
0.00
0.00
0.00
0.00
0.00
9
2
75.20
0.00
0.00
0.00
5.04
8.69
0.51
0.56
0.20
3.71
4.97
0.00
0.00
0.00
0.00
0.00
0.00
9
3
75.20
0.00
0.00
0.00
5.04
9.58
0.50
0.55
0.20
3.71
4.97
0.00
0.00
0.00
0.00
0.00
0.00
9
4
75.20
0.00
0.00
0.00
5.04
8.47
0.50
0.55
0.20
3.72
4.97
0.00
0.00
0.00
0.00
0.00
0.00
10
1
75.20
0.00
0.00
0.00
5.04
8.37
0.49
0.54
0.20
3.72
4.96
0.00
0.00
0.00
0.00
0.00
0.00
10
2
75.20
0.00
0.00
0.00
5.04
8.27
0.48
0.54
0.20
3.73
4.96
0.00
0.00
0.00
0.00
0.00
0.00
10
3
75.20
0.00
0.00
0.00
5.04
8.16
0.48
0.53
0.20
3.74
4.95
0.00
0.00
0.00
0.00
0.00
0.00
10
4
75.20
0.00
0.00
0.00
5.04
8.06
0.47
0.53
0.20
3.74
4.95
0.00
0.00
0.00
0.00
0.00
0.00
10
5
75.20
0.00
0.00
0.00
5.05
7.96
0.46
0.53
0.20
3.75
4.94
0.00
0.00
0.00
0.00
0.00
0.00
10
6
75.20
0.00
0.00
0.00
5.05
7.86
0.46
0.52
0.20
3.75
4.94
0.00
0.00
0.00
0.00
0.00
0.00
10
7
75.20
0.00
0.00
0.00
5.06
7.77
0.45
0.52
0.20
3.76
4.93
0.00
0.00
0.00
0.00
0.00
0.00
10
8
75.20
0.00
0.00
0.00
5.06
7.67
0.45
0.51
0.20
3.77
4.93
0.00
0.00
0.00
0.00
0.00
0.00
10
9
75.20
0.00
0.00
0.00
5.07
7.58
0.44
0.51
0.20
3.77
4.92
0.00
0.00
0.00
0.00
0.00
0.00
10
10
75.20
0.00
0.00
0.00
5.07
7.48
0.43
0.50
0.20
3.78
4.92
0.00
0.00
0.00
0.00
0.00
0.00
10
11
75.20
0.00
0.00
0.00
5.08
7.39
0.43
0.50
0.20
3.78
4.91
0.00
0.00
0.00
0.00
0.00
0.00
10
12
75.20
0.00
0.00
0.00
5.09
7.30
0.42
0.50
0.20
3.79
4.91
0.00
0.00
0.00
0.00
0.00
0.00
10
13
75.20
0.00
0.00
0.00
5.10
7.21
0.42
0.49
0.20
3.79
4.90
0.00
0.00
0.00
0.00
0.00
0.00
10
14
75.20
0.00
0.00
0.00
5.11
7.12
0.41
0.49
0.20
3.80
4.90
0.00
0.00
0.00
0.00
0.00
0.00
Imal" (',�, 11
1
75.20
0.00
0.00
0.00
6.06
3.91
0.26
0.07
0.01
0.26
0.60
0.00
0.00
0.00
0.00
0.00
0.00

�11
2
75.20
0.00
0.00
0.00
5.86
16.69
0.48
0.95
0.01
0.01
1.45
0.00
0.00
0.00
0.00
0.00
0.00
�11
3
75.20
0.00
0.00
0.00
5.79
16.50
0.48
0.94
0.02
0.01
1.45
0.00
0.00
0.00
0.00
0.00
0.00
11
4
75.20
0.00
0.00
0.00
5.72
16.31
0.47
0.93
0.03
0.02
1.45
0.00
0.00
0.00
0.00
0.00
0.00
11
5
75.20
0.00
0.00
0.00
5.65
16.13
0.47
0.92
0.04
0.02
1.45
0.00
0.00
0.00
0.00
0.00
0.00
11
6
75.20
0.00
0.00
0.00
5.60
15.95
0.46
0.91
0.06
0.02
1.44
0.00
0.00
0.00
0.00
0.00
0.00
11
7
75.20
0.00
0.00
0.00
5.54
15.77
0.46
0.90
0.07
0.02
1.44
0.00
0.00
0.00
0.00
0.00
0.00
11
8
75.20
0.00
0.00
0.00
5.50
15.59
0.45
0.89
0.07
0.03
1.44
0.00
0.00
0.00
0.00
0.00
0.00
11
9
75.20
0.00
0.00
0.00
5.45
15.42
0.45
0.88
0.08
0.03
1.44
0.00
0.00
0.00
0.00
0.00
0.00
11
10
75.20
0.00
0.00
0.00
5.41
15.25
0.44
0.87
0.09
0.03
1.44
0.00
0.00
0.00
0.00
0.00
0.00
11
11
75.20
0.00
0.00
0.00
5.38
15.08
0.44
0.86
0.10
0.04
1.43
0.00
0.00
0.00
0.00
0.00
0.00
11
12
75.20
0.00
0.00
0.00
5.35
14.91
0.43
0.85
0.11
0.04
1.43
0.00
0.00
0.00
0.00
0.00
0.00
12
1
75.20
0.00
0.00
0.00
5.32
14.74
0.42
0.84
0.12
0.04
1.43
0.00
0.00
0.00
0.00
0.00
0.00
12
2
75.20
0.00
0.00
0.00
5.30
14.58
0.42
0.83
0.12
0.05
1.43
0.00
0.00
0.00
0.00
0.00
0.00
13
1
75.20
0.00
0.00
0.00
5.18
10.54
0.41
0.65
0.17
2.05
3.27
0.00
0.00
0.00
0.00
0.00
0.00
13
2
75.20
0.00
0.00
0.00
5.18
10.46
0.41
0.64
0.17
2.05
3.27
0.00
0.00
0.00
0.00
0.00
0.00
13
3
75.20
0.00
0.00
0.00
5.17
10.38
0.41
0.64
0.17
2.05
3.27
0.00
0.00
0.00
0.00
0.00
0.00
13
4
75.20
0.00
0.00
0.00
5.17
10.29
0.40
0.63
0,17
2.06
3.26
0.00
0.00
0.00
0.00
0.00
0.00
13
5
75.20
0.00
0.00
0.00
5.17
10.21
0.40
0.63
0.17
2.06
3.26
0.00
0.00
0.00
0.00
0.00
0.00
13
6
75.20
0.00
0.00
0.00
5.17
10.13
0.40
0.63
0.17
2.06
3.26
0.00
0.00
0.00
0.00
0.00
0.00
13
7
75.20
0.00
0.00
0.00
5.17
10.05
0.39
0.62
0.18
2.07
3.26
0.00
0.00
0.00
0.00
0.00
0.00
13
8
75.20
0.00
0.00
0.00
5.17
9.97
0.39
0.62
0.18
2.07
3.26
0.00
0.00
0.00
0.00
0.00
0.00
13
9
75.20
0.00
0.00
0.00
5.17
9.89
0.39
0.61
0.18
2.08
3.25
0.00
0.00
0.00
0.00
0.00
0.00
13
10
75.20
0.00
0.00
0.00
5.17
9.81
0.38
0.61
0.18
2.08
3.25
0.00
0.00
0.00
0.00
0.00
0.00
13
11
75.20
0.00
0.00
0.00
5.18
9.74
0.38
0.61
0.18
2.08
3.25
0.00
0.00
0.00
0.00
0.00
0.00
14
1
75.20
0.00
0.00
0.00
5.19
9.66
0.38
0.60
0.18
2.09
3.25
0.00
0.00
0.00
0.00
0.00
0.00
14
2
75.20
0.00
0.00
0.00
5.22
9.58
0.37
0.60
0.18
2.09
3.25
0.00
0.00
0.00
0.00
0.00
0.00
14
3
75.20
0.00
0.00
0.00
5.25
9.50
0.37
0.59
0.18
2.10
3.24
0.00
0.00
0.00
0.00
0.00
0.00
14
4
75.20
0.00
0.00
0.00
5.28
9.43
0.37
0.59
0.19
2.10
3.24
0.00
0.00
0.00
0.00
0.00
0.00
14
5
75.20
0.00
0.00
0.00
5.31
9.35
0.36
0.59
0.19
2.11
3.24
0.00
0.00
0.00
0.00
0.00
0.00
14
6
75.20
0.00
0.00
0.00
5.34
9.28
0.36
0.58
0.19
2.11
3.24
0.00
0.00
0.00
0.00
0.00
0.00
14
7
75.20
0.00
0.00
0.00
5.37
9.20
0.36
0.58
0.19
2.11
3.24
0.00
0.00
0.00
0.00
0.00
0.00
14
8
75.20
0.00
0.00
0.00
5.40
9.13
0.35
0.57
0.19
2.12
3.24
0.00
0.00
0.00
0.00
0.00
0.00
14
9
75.20
0.00
0.00
0.00
5.42
9.06
0.35
0.57
0.19
2.12
3.23
0.00
0.00
0.00
0.00
0.00
0.00
14
10
75.20
0.00
0.00
0.00
5.44
8.99
0.35
0.57
0.19
2.13
3.23
0.00
0.00
0.00
0.00
0.00
0.00
14
11
75.20
0.00
0.00
0.00
5.47
8.91
0.35
0.56
0.19
2.13
3.23
0.00
0.00
0.00
0.00
0.00
0.00

i,
14
12
75.20
0.00
0.00
0.00
5.49
8.84
0.34
0.56
0.19
2.14
3.23
0.00
0.00
0.00
0.00
0.00
0.00
14
13
75.20
0.00
0.00
0.00
5.51
8.77
0.34
0.55
0.19
2.14
3.23
0.00
0.00
0.00
0.00
0.00
0.00
14
14
75.20
0.00
0.00
0.00
5.80
9.18
0.33
0.49
0.17
1.90
2.89
0.00
0.00
0.00
0.00
0.00
0.00
14
15
75.20
0.00
0.00
0.00
5.81
9.11
0.33
0.49
0.17
1.90
2.88
0.00
0.00
0.00
0.00
0.00
0.00
14
16
75.20
0.00
0.00
0.00
5.81
9.04
0.32
0.48
0.17
1.91
2.88
0.00
0.00
0.00
0.00
0.00
0.00
14
17
75.20
0.00
0.00
0.00
5.82
8.97
0.32
0.48
0.17
1.91
2.88
0.00
0.00
0.00
0.00
0.00
0.00
14
18
75.20
0.00
0.00
0.00
5.83
8.91
0.32
0.48
0.17
1.91
2.88
0.00
0.00
0.00
0.00
0.00
0.00
15
1
75.20
0.00
0.00
0.00
5.92
8.87
0.32
0.49
0.17
1.87
2.84
0.00
0.00
0.00
0.00
0.00
0.00
15
2
75.20
0.00
0.00
0.00
6.00
8.82
0.32
0.48
0.17
1.87
2.84
0.00
0.00
0.00
0.00
0.00
0.00
15
3
i75.20
0.00
0.00
0.00
6.07
8.76
0.32
0.48
0.17
1.88
2.84
0.00
0.00
0.00
0.00
0.00
0.00
15
4
75.20
0.00
0.00
0.00
6.14
8.71
0.31
0.48
0.17
1.88
2.84
0.00
0.00
0.00
0.00
0.00
0.00
15
5
75.20
0.00
0.00
0.00
6.20
8.66
0.31
0.48
0.17
1.88
2.84
0.00
0.00
0.00
0.00
0.00
0.00
15
6
75.20
0.00
0.00
0.00
6.26
8.62
0.31
0.48
0.17
1.89
2.84
0.00
0.00
0.00
0.00
0.00
0.00
15
7
75.20
0.00
0.00
0.00
6.31
8.57
0.31
0.47
0.17
1.89
2.84
0.00
0.00
0.00
0.00
0.00
0.00
15
8
75.20
0.00
0.00
0.00
6.36
8.52
0.31
0.47
0.17
1.89
2.84
0.00
0.00
0.00
0.00
0.00
0.00
15
9
75.20
0.00
0.00
0.00
6.41
8.47
0.30
0.47
0.17
1.89
2.83
0.00
0.00
0.00
0.00
0.00
0.00
15
10
75.20
0.00
0.00
0.00
6.45
8.42
0.30
0.47
0.17
1.90
2.83
0.00
0.00
0.00
0.00
0.00
0.00
15
11
�75.20
0.00
0.00
0.00
6.49
8.37
0.30
0.46
0.17
1.90
2.83
0.00
'0.00
0.00
0.00
0.00
0.00
15
12
75.20
0.00
0.00
0.00
6.65
10.15
0.27
0.89
0.16
1.94
3.26
0.00
0.00
0.00
0.00
0.00
0.00
15
13
75.20
0.00
0.00
0.00
6.66
10.09
0.27
0.89
0.16
1.94
3.26
0.00
0.00
0.00
0.00
0.00
0.00
15
14
75.20
0.00
0.00
0.00
6.66
10.04
0.27
0.88
0.16
1.95
3.26
0.00
0.00
0.00
0.00
0.00
0.00
15
15
75.20
0.00
0.00
0.00
6.67
9.98
0.27
0.87
0.16
1.95
3.26
0.00
0.00
0.00
0.00
0.00
0.00
15
16
75.20
0.00
0.00
0.00
6.68
9.93
0.27
0.87
0.17
1.95
3.26
0.00
0.00
0.00
0.00
0.00
0.00
15
17
75.20
0.00
0.00
0.00
6.69
9.87
0.26
0.86
0.17
1.95
3.25
0.00
0.00
0.00
0.00
0.00
0.00
15
18
75.20
0.00
0.00
0.00
6.70
9.82
0.26
0.86
0.17
1.96
3.25
0.00
0.00
0.00
0.00
0.00
0.00
15
19
75.20
0.00
0.00
0.00
6.70
9.77
0.26
0.85
0.18
1.96
3.25
0.00
0.00
0.00
0.00
0.00
0.00
15
20
75.20
0.00
0.00
0.00
6.71
9.71
0.26
0.85
0.18
1.96
3.25
0.00
0.00
0.00
0.00
0.00
0.00
16
1
75.20
0.00
0.00
0.00
6.72
9.66
0.26
0.84
0.18
1.97
3.25
0.00
0.00
0.00
0.00
0.00
0.00
16
2
75.20
0.00
0.00
0.00
6.72
9.61
0.26
0.84
0.18
1.97
3.25
0.00
0.00
0.00
0.00
0.00
0.00
16
3
75.20
0.00
0.00
0.00
6.73
9.55
0.26
0.83
0.19
1.97
3.25
0.00
0.00
0.00
0.00
0.00
0.00
16
4
75.20
0.00
0.00
0.00
6.74
9.50
0.25
0.83
0.19
1.97
3.25
0.00
0.00
0.00
0.00
0.00
0.00
16
5
75.20
0.00
0.00
0.00
6.74
9.45
0.25
0.82
0.19
1.98
3.25
0.00
0.00
0.00
0.00
0.00
0.00
17
1
75.20
0.00
0.00
0.00
6.13
29.42
1.52
2.87
0.14
2.07
6.59
0.00
0.00
0.00
0.00
0.00
0.00
17
2
75.20
0.00
0.00
0.00
5.93
29.08
1.52
2.82
0.19
2.07
6.59
0.00
0.00
0.00
0.00
0.00
0.00
17
3
75.20
0.00
0.00
0.00
5.92
26.16
1.37
2.51
0.21
1.87
5.96
0.00
0.00
0.00
0.00
0.00
0.00

17
4
75.20
0.00
0.00
0.00
5.78
25.87
1.37
2.46
0.25
1.88
5.95
0.00
0.00
0.00
0.00
0.00
0.00
17
5
75.20
0.00
0.00
0.00
5.66
25.58
1.36
2.42
0.28
1.88
5.95
0.00
0.00
0.00
0.00
0.00
0.00
17
6
75.20
0.00
0.00
0.00
5.55
25.29
1.36
2.38
0.32
1.89
5.95
0.00
0.00
0.00
0.00
0.00
0.00
17
7
75.20
0.00
0.00
0.00
5.46
25.01
1.35
2.34
0.36
1.89
5.95
0.00
0.00
0.00
0.00
0.00
0.00
17
8
75.20
0.00
0.00
0.00
5.37
24.73
1.35
2.31
0.39
1.90
5.94
0.00
0.00
0.00
0.00
0.00
0.00
17
9
75.20
0.00
0.00
0.00
5.30
24.45
1.35
2.27
0.42
1.91
5.94
0.00
0.00
0.00
0.00
0.00
0.00
18
1
75.20
0.00
0.00
0.00
5.24
24.18
1.34
2.23
0.45
1.91
5.94
0.00
0.00
0.00
0.00
0.00
0.00
18
2
75.20
0.00
0.00
0.00
5.19
23.91
1.34
2.19
0.48
1.92
5.94
0.00
0.00
0.00
0.00
0.00
0.00
18
3
75.20
0.00
0.00
0.00
5.14
23.64
1.33
2.16
0.51
1.93
5.93
0.00
0.00
0.00
0.00
0.00
0.00
18
4
75.20
0.00
0.00
0.00
5.10
23.38
1.33
2.12
0.54
1.94
5.93
0.00
0.00
0.00
0.00
0.00
0.00
18
5
75.20
0.00
0.00
0.00
5.07
23.12
1.33
2.09
0.57
1.95
5.93
0.00
0.00
0.00
0.00
0.00
0.00
18
6
75.20
0.00
0.00
0.00
5.05
22.86
1.32
2.05
0.59
1.96
5.93
0.00
0.00
0.00
0.00
0.00
0.00
18
7
75.20
0.00
0.00
0.00
5.03
22.60
1.32
2.02
0.62
1.97
5.92
0.00
0.00
0.00
0.00
0.00
0.00
18
8
75.20
0.00
0.00
0.00
5.01
22.35
1.31
1.99
0.64
1.98
5.92
0.00
0.00
0.00
0.00
0.00
0.00
18
9
75.20
0.00
0.00
0.00
5.00
22.10
1.31
1.95
0.67
1.99
5.92
0.00
0.00
0.00
0.00
0.00
0.00
18
10
75.20
0.00
0.00
0.00
5.20
20.29
1.21
1.77
0.63
1.84
5.46
0.00
0.00
0.00
0.00
0.00
0.00
18
11
75.20
0.00
0.00
0.00
5.20
20.07
1.20
1.74
0.65
1.85
5.45
0.00
0.00
0.00
0.00
0.00
0.00
18
12
75.20
0.00
0.00
0.00
5.20
19.86
1.20
1.72
0.67
1.87
5.45
0.00
0.00
0.00
0.00
0.00
0.00
18
13
75.20
0.00
0.00
0.00
5.21
19.64
1.20
1.69
0.69
1.88
5.45
0.00
0.00
0.00
0.00
0.00
0.00
18
14
75.20
0.00
0.00
0.00
5.21
19.43
1.19
1.66
0.70
1.89
5.45
0.00
0.00
0.00
0.00
0.00
0.00
18
15
75.20
0.00
0.00
0.00
5.22
19.22
1.19
1.64
0.72
1.90
5.44
0.00
0.00
0.00
0.00
0.00
0.00
18
16
75.20
0.00
0.00
0.00
5.23
19.02
1.19
1.61
0.74
1.91
5.44
0.00
0.00
0.00
0.00
0.00
0.00
18
17
75.20
0.00
0.00
0.00
5.25
18.81
1.18
1.59
0.75
1.92
5.44
0.00
0.00
0.00
0.00
0.00
0.00
18
18
75.20
0.00
0.00
0.00
5.26
18.61
1.18
1.56
0.76
1.93
5.44
0.00
0.00
0.00
0.00
0.00
0.00
18
19
75.20
0.00
0.00
0.00
5.27
18.41
1.18
1.54
0.78
1.95
5.44
0.00
0.00
0.00
0.00
0.00
0.00
18
20
75.20
0.00
0.00
0.00
5.29
18.21
1.17
1.51
0.79
1.96
5.43
0.00
0.00
0.00
0.00
0.00
0.00
19
1
75.20
0.00
0.00
0.00
5.31
18.02
1.17
1.49
0.80
1.97
5.43
0.00
0.00
0.00
0.00
0.00
0.00
19
2
75.20
0.00
0.00
0.00
5.33
17.82
1.17
1.47
0.81
1.99
5.43
0.00
0.00
0.00
0.00
0.00
0.00
19
3
75.20
0.00
0.00
0.00
5.35
17.63
1.16
1.44
0.82
2.00
5.43
0.00
0.00
0.00
0.00
0.00
0.00
19
4
75.20
0.00
0.00
0.00
5.36
17.44
1.16
1.42
0.83
2.01
5.43
0.00
0.00
0.00
0.00
0.00
0.00
19
5
75.20
0.00
0.00
0.00
5.38
17.25
1.16
1.40
0.84
2.03
5.42
0.00
0.00
0.00
0.00
0.00
0.00
19
6
75.20
0.00
0.00
0.00
5.41
17.07
1.15
1.38
0.85
2.04
5.42
0.00
0.00
0.00
0.00
0.00
0.00
19
7
75.20
0.00
0.00
0.00
5.43
16.89
1.15
1.36
0.86
2.05
5.42
0.00
0.00
0.00
0.00
0.00
0.00
19
8
75.20
0.00
0.00
0.00
5.45
16.70
1.14
1.33
0.87
2.07
5.42
0.00
0.00
0.00
0.00
0.00
0.00
19
9
75.20
0.00
0.00
0.00
5.47
16.52
1.14
1.31
0.88
2.08
5.42
0.00
0.00
0.00
0.00
0.00
0.00

r
c
19
10
75.20
0.00
0.00
0.00
5.49
16.35
1.14
1.29
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2.10
5.41
0.00
0.00
0.00
0.00
0.00
0.00
19
11
75.20
0.00
0.00
0.00
5.51
16.17
1.14
1.27
0.89
2.11
5.41
0.00
0.00
0.00
0.00
0.00
0.00
19
12
75.20
0.00
0.00
0.00
5.54
16.00
1.13
1.25
0.90
2.12
5.41
0.00
0.00
0.00
0.00
0.00
0.00
19
13
75.20
0.00
0.00
0.00
5.56
15.83
1.13
1.23
0.91
2.14
5.41
0.00
0.00
0.00
0.00
0.00
0.00
19
14
75.20
0.00
0.00
0.00
5.58
15.66
1.13
1.22
0.91
2.15
5.40
0.00
0.00
0.00
0.00
0.00
0.00
19
15
75.20
0.00
0.00
0.00
5.60
15.49
1.12
1.20
0.92
2.17
5.40
0.00
0.00
0.00
0.00
0.00
0.00
19
16
75.20
0.00
0.00
0.00
5.63
15.32
1.12
1.18
0.92
2.18
5.40
0.00
0.00
0.00
0.00
0.00
0.00
19
17
75.20
0.00
0.00
0.00
5.65
15.16
1.12
1.16
0.93
2.20
5.40
0.00
0.00
0.00
0.00
0.00
0.00
19
18
75.20
0.00
0.00
0.00
5.67
14.99
1.11
1.14
0.93
2.21
5.40
0.00
0.00
0.00
0.00
0.00
0.00
19
19
I75.20
0.00
0.00
0.00
5.70
14.83
1.11
1.12
0.93
2.23
5.39
0.00
0.00
0.00
0.00
0.00
0.00
19
20
75.20
0.00
0.00
0.00
5.72
14.67
1.11
1.11
0.94
2.24
5.39
0.00
0.00
0.00
0.00
0.00
0.00
20
1
75.20
0.00
0.00
0.00
5.74
14.52
1.10
1.09
0.94
2.26
5.39
0.00
0.00
0.00
0.00
0.00
0.00
20
2
75.20
0.00
0.00
0.00
5.77
14.36
1.10
1.07
0.94
2.27
5.39
0.00
0.00
0.00
0.00
0.00
0.00
20
3
75.20
0.00
0.00
0.00
5.79
14.21
1.10
1.06
0.95
2.29
5.39
0.00
0.00
0.00
0.00
0.00
0.00
20
4
75.20
0.00
0.00
0.00
5.81
14.05
1.09
1.04
0.95
2.30
5.38
0.00
0.00
0.00
0.00
0.00
0.00
20
5
75.20
0.00
0.00
0.00
5.83
13.90
1.09
1.03
0.95
2.32
5.38
0.00
0.00
0.00
0.00
0.00
0.00
20
6
75.20
0.00
0.00
0.00
5.86
13.75
1.09
1.01
0.95
2.33
5.38
0.00
0.00
0.00
0.00
0.00
0.00
20
7
�75.20
0.00
0.00
0.00
5.88
13.61
1.08
0.99
0.95
2.35
5.38
0.00
0.00
0.00
0.00
0.00
0.00
20
8
75.20
0.00
0.00
0.00
5.90
13.46
1.08
0.98
0.95
2.36
5.38
0.00
0.00
0.00
0.00
0.00
0.00
20
9
75.20
0.00
0.00
0.00
5.92
13.32
1.08
0.96
0.95
2.38
5.37
0.00
0.00
0.00
0.00
0.00
0.00
20
10
75.20
0.00
0.00
0.00
5.94
13.17
1.07
0.95
0.95
2.39
5.37
0.00
0.00
0.00
0.00
0.00
0.00
20
11
75.20
0.00
0.00
0.00
5.96
13.03
1.07
0.94
0.95
2.41
5.37
0.00
0.00
0.00
0.00
0.00
0.00
20
12
75.20
0.00
0.00
0.00
5.99
12.89
1.07
0.92
0.95
2.42
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0.00
0.00
0.00
0.00
0.00
0.00
20
13
75.20
0.00
0.00
0.00
6.01
12.75
1.07
0.91
0.95
2.44
5.37
0.00
0.00
0.00
0.00
0.00
0.00
20
14
75.20
0.00
0.00
0.00
6.03
12.62
1.06
0.89
0.95
2.46
5.36
0.00
0.00
0.00
0.00
0.00
0.00
20
15
75.20
0.00
0.00
0.00
6.05
12.48
1.06
0.88
0.95
2.47
5.36
0.00
0.00
0.00
0.00
0.00
0.00
20
16
75.20
0.00
0.00
0.00
6.07
12.35
1.06
0.87
0.95
2.49
5.36
0.00
0.00
0.00
0.00
0.00
0.00
20
17
75.20
0.00
0.00
0.00
6.09
12.21
1.05
0.85
0.95
2.50
5.36
0.00
0.00
0.00
0.00
0.00
0.00
20
18
75.20
0.00
0.00
0.00
6.11
12.08
1.05
0.84
0.95
2.52
5.36
0.00
0.00
0.00
0.00
0.00
0.00
20
19
75.20
0.00
0.00
0.00
6.13
11.95
1.05
0.83
0.95
2.53
5.36
0.00
0.00
0.00
0.00
0.00
0.00
20
20
75.20
0.00
0.00
0.00
6.15
11.83
1.04
0.82
0.95
2.55
5.35
0.00
0.00
0.00
0.00
0.00
0.00

w '
2 MO
Rocky
Rocky River Qua12e Model
Ck WWTP allocation
/
5
Qw=12
MGD (18.6
cfs)
CBOD
for Mallard
Creek WWTP
effluent
= 17.5
mg/L
1
1
75.20
0.00
0.00
0.00
7.56
3.01
0.45
0.04
0.00
0.24
0.74
0.00
0.00
0.00
0.00
0.00
0.00
r'�IQfliwlMu .,y 1
2
75.20
0.00
0.00
0.00
5.97
23.11
1.53
0.94
0.00
5.84
8.31
P
0.00
0.00
0.00
0.00
0.00
0.00
w�
1
3
75.20
0.00
0.00
0.00
5.89
22.96
1.52
0.93
0.01
5.83
8.30
0.00
0.00
0.00
0.00
0.00
0.00
2
1
75.20
0.00
0.00
0.00
5.89
22.09
1.47
0.90
0.02
5.64
8.02
11
0.00
0.00
0.00
0.00
0.00
0.00
2
2
75.20
0.00
0.00
0.00
5.86
21.95
1.46
0.89
0.02
5.63
8.01
0.00
0.00
0.00
0.00
0.00
0.00
2
3
75.20
0.00
0.00
0.00
5.85
21.80
1.46
0.89
0.03
5.63
8.00
0.00
0.00
0.00
0.00
0.00
0.00
2
4;75.20
0.00
0.00
0.00
5.83
21.66
1.45
0.88
0.03
5.62
7.99
0.00
0.00
0.00
0.00
0.00
0.00
2
5
75.20
0.00
0.00
0.00
5.82
21.52
1.45
0.87
0.04
5.62
7.98
0.00
0.00
0.00
0.00
0.00
0.00
2
6
75.20
0.00
0.00
0.00
5.81
21.38
1.45
0.87
0.04
5.61
7.97
0.00
0.00
0.00
0.00
0.00
0.00
2
7
75.20
0.00
0.00
0.00
5.80
21.24
1.44
0.86
0.05
5.61
7.96
0.00
0.00
0.00
0.00
0.00
0.00
2
8
175.20
0.00
0.00
0.00
5.79
21.10
1.44
0.86
0.05
5.60
7.95
0.00
0.00
0.00
0.00
0.00
0.00
2
9
75.20
0.00
0.00
0.00
5.78
20.96
1.43
0.85
0.06
5.60
7.94
0.00
0.00
0.00
0.00
0.00
0.00
2
10
75.20
0.00
0.00
0.00
5.78
20.83
1.43
0.85
0.06
5.59
7.93
0.00
0.00
0.00
0.00
0.00
0.00
2
11
75.20
0.00
0.00
0.00
5.77
20.69
1.42
0.84
0.07
5.59
7.92
0.00
0.00
0.00
0.00
0.00
0.00
2
12
75.20
0.00
0.00
0.00
5.77
20.56
1.42
0.84
0.07
5.58
7.91
0.00
0.00
0.00
0.00
0.00
0.00
2
13
75.20
0.00
0.00
0.00
5.77
20.42
1.41
0.83
0.08
5.58
7.90
0.00
0.00
0.00
0.00
0.00
0.00
2
14
75.20
0.00
0.00
0.00
5.77
20.29
1.41
0.83
0.08
5.57
7.89
0.00
0.00
0.00
0.00
0.00
0.00
2
15
75.20
0.00
0.00
0.00
5.77
20.16
1.40
0.82
0.09
5.57
7.88
0.00
0.00
0.00
0.00
0.00
0.00
)Gnr Run 2
16
75.20
0.00
0.00
0.00
5.77
20.03
1.40
0.82
0.09
5.56
7.87
0.00
0.00
0.00
0.00
0.00
0.00
3
1
75.20
0.00
0.00
0.00
5.77
19.90
1.39
0.81
0.10
5.56
7.86
0.00
0.00
0.00
0.00
0.00
0.00
3
2
75.20
0.00
0.00
0.00
5.77
19.77
1.39
0.81
0.10
5.55
7.85
0.00
0.00
0.00
0.00
0.00
0,00
3
3
75.20
0.00
0.00
0.00
5.77
19.64
1.39
0.80
0.10
5.55
7.84
0.00
0.00
0.00
0.00
0.00
0.00
3
4
75.20
0.00
0.00
0.00
5.78
19.51
1.38
0.80
0.11
5.54
7.83
0.00
0.00
0.00
0.00
0.00
0.00
3
5
75.20
0.00
0.00
0.00
5.78
19.39
1.38
0.79
0.11
5.54
7.82
0.00
0.00
0.00
0.00
0.00
0.00
3
6
75.20
0.00
0.00
0.00
5.78
19.26
1.37
0.79
0.11
5.54
7.81
0.00
0.00
0.00
0.00
0.00
0.00
3
7
75.20
0.00
0.00
0.00
5.78
19.14
1.37
0.78
0.12
5.53
7.80
0.00
0.00
0.00
0.00
0.00
0.00
3
8
75.20
0.00
0.00
0.00
5.79
19.02
1.36
0.78
0.12
5.53
7.79
0.00
0.00
0.00
0.00
0.00
0.00
4
1
75.20
0.00
0.00
0.00
7.46
1.98
0.00
0.22
0.00
0.00
0.22
0.00
0.00
0.00
0.00
0.00
0.00
In.J SOX -314
2
75.20
0.00
0.00
0.00
6.95
10.67
0.00
0.98
0.01
0.00
1.00
0.00
0.00
0.00
0.00
0.00
0.00
4
3
75.20
0.00
0.00
0.00
6.87
10.55
0.00
0.97
0.02
0.00
1.00
0.00
0.00
0.00
0.00
0.00
0.00
4
4
75.20
0.00
0.00
0.00
6.80
10.44
0.00
0.96
0.03
0.00
1.00
0.00
0.00
0.00
0.00
0.00
0.00
4
5
75.20
0.00
0.00
0.00
6.74
10.33
0.01
0.95
0.04
0.01
1.00
0.00
0.00
0.00
0.00
0.00
0.00

i
• 4
6
75.20
0.00
0.00
0.00
6.69
10.23
0.01
0.93
0.05
0.01
1.00
0.00
0.00
0.00
0.00
0.00
0.00
0 4
7
75.20
0.00
0.00
0.00
6.65
10.12
0.01
0.92
0.06
0.01
1.00
0.00
0.00
0.00
0.00
0.00
0.00
5
1
75.20
0.00
0.00
0.00
6.01
16.45
0.98
0.82
0.11
4.00
5.90
0.00
0.00
0.00
0.00
0.00
0.00
5
2
75.20
0.00
0.00
0.00
5.97
16.30
0.98
0.81
0.11
4.00
5.90
0.00
0.00
0.00
0.00
0.00
0.00
5
3
75.20
0.00
0.00
0.00
5.92
16.16
0.97
0.81
0.11
3.99
5.89
0.00
0.00
0.00
0.00
0.00
0.00
5
4
75.20
0.00
0.00
0.00
5.89
16.02
0.97
0.81
0.11
3.99
5.89
0.00
0.00
0.00
0.00
0.00
0.00
5
5
75.20
0.00
0.00
0.00
5.85
15.87
0.96
0.81
0.12
3.99
5.88
0.00
0.00
0.00
0.00
0.00
0.00
5
6
75.20
0.00
0.00
0.00
5.82
15.73
0.96
0.81
0.12
3.99
5.87
0.00
0.00
0.00
0.00
0.00
0.00
5
7
75.20
0.00
0.00
0.00
5.79
15.59
0.95
0.80
0.12
3.99
5.87
0.00
0.00
0.00
0.00
0.00
0.00
5
8
75.20
0.00
0.00
0.00
5.76
15.45
0.95
0.80
0.13
3.99
5.86
0.00
0.00
0.00
0.00
0.00
0.00
5
9
75.20
0.00
0.00
0.00
5.74
15.32
0.94
0.80
0.13
3.99
5.86
0.00
0.00
0.00
0.00
0.00
0.00
5
10
75.20
0.00
0.00
0.00
5.72
15.18
0.93
0.80
0.13
3.99
5.85
0.00
0.00
0.00
0.00
0.00
0.00
5
11
75.20
0.00
0.00
0.00
5.70
15.05
0.93
0.80
0.13
3.99
5.85
0.00
0.00
0.00
0.00
0.00
0.00
5
12
75.20
0.00
0.00
0.00
5.68
14.91
0.92
0.79
0.14
3.99
5.84
0.00
0.00
0.00
0.00
0.00
0.00
5
13
75.20
0.00
0.00
0.00
5.67
14.78
0.92
0.79
0.14
3.98
5.83
0.00
0.00
0.00
0.00
0.00
0.00
6
1
75.20
0.00
0.00
0.00
5.70
14.67
0.91
0.79
0.14
3.99
5.83
0.00
0.00
0.00
0.00
0.00
0.00
6
2
75.20
0.00
0.00
0.00
5.71
14.52
0.90
0.78
0.15
3.99
5.82
0.00
0.00
0.00
0.00
0.00
0.00
6
3
75.20
0.00
0.00
0.00
5.72
14.38
0.89
0.79
0.15
3.98
5.81
0.00
0.00
0.00
0.00
0.00
0.00
6
4
75.20
0.00
0.00
0.00
5.72
14.24
0.88
0.78
0.16
3.98
5.81
0.00
0.00
0.00
0.00
0.00
0.00
6
5
75.20
0.00
0.00
0.00
5.73
14.10
0.87
0.78
0.16
3.99
5.80
0.00
0.00
0.00
0.00
0.00
0.00
6
6
75.20
0.00
0.00
0.00
5.74
13.96
0.86
0.78
0.16
3.99
5.79
0.00
0.00
0.00
0.00
0.00
0.00
7
1
75.20
0.00
0.00
0.00
5.72
13.81
0.85
0.77
0.17
3.99
5.78
0.00
0.00
0.00
0.00
0.00
0.00
7
2
75.20
0.00
0.00
0.00
5.67
13.66
0.84
0.77
0.17
4.00
5.78
0.00
0.00
0.00
0.00
0.00
0.00
7
3
75.20
0.00
0.00
0.00
5.61
13.50
0.83
0.76
0.18
4.00
5.77
0.00
0.00
0.00
0.00
0.00
0.00
7
4
75.20
0.00
0.00
0.00
5.57
13.35
0.82
0.76
0.18
4.00
5.76
0.00
0.00
0.00
0.00
0.00
0.00
7
5
75.20
0.00
0.00
0.00
5.53
13.20
0.81
0.75
0.18
4.01
5.76
0.00
0.00
0.00
0.00
0.00
0.00
7
6
75.20
0.00
0.00
0.00
5.49
13.05
0.80
0.75
0.19
4.01
5.75
0.00
0.00
0.00
0.00
0.00
0.00
7
7
75.20
0.00
0.00
0.00
5.45
12.90
0.79
0.74
0.19
4.01
5.74
0.00
0.00
0.00
0.00
0.00
0.00
Clark_ Oh, 7
8
75.20
0.00
0.00
0.00
5.50
11.63
0.70
0.66
0.17
3.58
5.10
0.00
0.00
0.00
0.00
0.00
0.00
7
9
75.20
0.00
0.00
0.00
5.49
11.51
0.69
0.66
0.18
3.58
5.10
0.00
0.00
0.00
0.00
0.00
0.00
7
10
75.20
0.00
0.00
0.00
5.48
11.39
0.68
0.65
0.18
3.58
5.09
0.00
0.00
0.00
0.00
0.00
0.00
8
1
75.20
0.00
0.00
0.00
5.45
11.26
0.67
0.65
0.18
3.59
5.09
0.00
0.00
0.00
0.00
0.00
0.00
8
2
75.20
0.00
0.00
0.00
5.41
11.12
0.66
0.64
0.18
3.59
5.08
0.00
0.00
0.00
0.00
0.00
0.00
8
3
75.20
0.00
0.00
0.00
5.36
10.98
0.66
0.64
0.18
3.60
5.08
0.00
0.00
0.00
0.00
0.00
0.00
8
4
75.20
0.00
0.00
0.00
5.32
10.85
0.65
0.63
0.19
3.60
5.07
0.00
0.00
0.00
0.00
0.00
0.00

Y
8
5
75.20
0.00
0.00
0.00
5.28
10.71
0.64
0.63
0.19
3.61
5.07
0.00
0.00
0.00
0.00
0.00
0.00
8
6
75.20
0.00
0.00
0.00
5.25
10.58
0.63
0.63
0.19
3.61
5.06
'
0.00
0.00
0.00
0.00
0.00
0.00
8
7
75.20
0.00
0.00
0.00
5.22
10.45
0.62
0.62
0.19
3.62
5.05
0.00
0.00
0.00
0.00
0.00
0.00
8
8
75.20
0.00
0.00
0.00
5.19
10.32
0.61
0.62
0.19
3.62
5.05
0.00
0.00
0.00
0.00
0.00
0.00
8
9
75.20
0.00
0.00
0.00
5.17
10.19
0.60
0.61
0.20
3.63
5.04
0.00
0.00
0.00
0.00
0.00
0.00
8
10
75.20
0.00
0.00
0.00
5.14
10.07
0.60
0.61
0.20
3.64
5.04
0.00
0.00
0.00
0.00
0.00
0.00
8
11
75.20
0.00
0.00
0.00
5.12
9.94
0.59
0.60
0.20
3.64
5.03
0.00
0.00
0.00
0.00
0.00
0.00
8
12
75.20
0.00
0.00
0.00
5.11
9.82
0.58
0.60
0.20
3.65
5.03
0.00
0.00
0.00
0.00
0.00
0.00
8
13
75.20
0.00
0.00
0.00
5.09
9.70
0.57
0.59
0.20
3.65
5.02
0.00
0.00
0.00
0.00
0.00
0.00
8
14
75.20
0.00
0.00
0.00
5.08
9.58
0.57
0.59
0.20
3.66
5.02
0.00
10.00
0.00
0.00
0.00
0.00
8
15
75.20
0.00
0.00
0.00
5.07
9.47
0.56
0.59
0.20
3.66
5.01
0.00
0.00
0.00
0.00
0.00
0.00
8
16
75.20
0.00
0.00
0.00
5.06
9.35
0.55
0.58
0.20
3.67
5.01
0.00
0.00
0.00
0.00
0.00
0.00
8
17
75.20
0.00
0.00
0.00
5.05
9.24
0.54
0.58
0.20
3.68
5.00
0.00
0.00
0.00
0.00
0.00
0.00
8
18
75.20
0.00
0.00
0.00
5.05
9.12
0.54
0.57
0.20
3.68
5.00
0.00
0.00
0.00
0.00
0.00
0.00
8
19
75.20
0.00
0.00
0.00
5.04
9.01
0.53
0.57
0.20
3.69
4.99
0.00
0.00
0.00
0.00
0.00
0.00
8
20
75.20
0.00
0.00
0.00
5.04
8.90
0.52
0.56
0.20
3.69
4.99
0.00
0.00
0.00
0.00
0.00
0.00
9
1
75.20
0.00
0.00
0.00
5.04
8.79
0.52
0.56
0.20
3.70
4.98
0.00
0.00
0.00
0.00
0.00
0.00
9
2
i75.20
0.00
0.00
0.00
5.04
8.69
0.51
0.56
0.20
3.71
4.97
0.00
!'0.00
1,75.20
0.00
0.00
0.00
0.00
9
3
0.00
0.00
0.00
5.04
8.58
0.50
0.55
0.20
3.71
4.97
0.00
0.00
0.00
0.00
0.00
0.00
9
4
75.20
0.00
0.00
0.00
5.04
8.47
0.50
0.55
0.20
3.72
4.97
0.00
0.00
0.00
0.00
0.00
0.00
10
1
75.20
0.00
0.00
0.00
5.04
8.37
0.49
0.54
0.20
3.72
4.96
0.00
0.00
0.00
0.00
0.00
0.00
10
2
75.20
0.00
0.00
0.00
5.04
8.27
0.48
0.54
0.20
3.73
4.96
0.00
0.00
0.00
0.00
0.00
0.00
10
3
75.20
0.00
0.00
0.00
5.04
8.16
0.48
0.53
0.20
3.74
4.95
0.00
0.00
0.00
0.00
0.00
0.00
10
4
75.20
0.00
0.00
0.00
5.04
8.06
0.47
0.53
0.20
3.74
4.95
0.00
0.00
0.00
0.00
0.00
0.00
10
5
75.20
0.00
0.00
0.00
5.05
7.96
0.46
0.53
0.20
3.75
4.94
0.00
0.00
0.00
0.00
0.00
0.00
10
6
75.20
0.00
0.00
0.00
5.05
7.86
0.46
0.52
0.20
3.75
4.94
0.00
0.00
0.00
0.00
0.00
0.00
10
7
75.20
0.00
0.00
0.00
5.06
7.77
0.45
0.52
0.20
3.76
4.93
0.00
0.00
0.00
0.00
0.00
0.00
10
8
75.20
0.00
0.00
0.00
5.06
7.67
0.45
0.51
0.20
3.77
4.93
0.00
0.00
0.00
0.00
0.00
0.00
10
9
75.20
0.00
0.00
0.00
5.07
7.58
0.44
0.51
0.20
3.77
4.92
0.00
0.00
0.00
0.00
0.00
0.00
10
10
75.20
0.00
0.00
0.00
5.07
7.48
0.43
0.50
0.20
3.78
4.92
0.00
0.00
0.00
0.00
0.00
0.00
10
11
15.20
0.00
0.00
0.00
5.08
7.39
0.43
0.50
0.20
3.78
4.91
0.00
0.00
0.00
0.00
0.00
0.00
10
12
75.20
0.00
0.00
0.00
5.09
7.30
0.42
0.50
0.20
3.79
4.91
0.00
0.00
0.00
0.00
0.00
0.00
10
13
75.20
0.00
0.00
0.00
5.10
7.21
0.42
0.49
0.20
3.79
4.90
0.00
0.00
0.00
0.00
0.00
0.00
10
14
75.20
0.00
0.00
0.00
5.11
7.12
0.41
0.49
0.20
3.80
4.90
0.00
0.00
0.00
0.00
0.00
0.00
11
1
75.20
0.00
0.00
0.00
6.06
3.91
0.26
0.07
0.01
0.26
0.60
0.00
0.00
0.00
0.00
0.00
0.00

11
2
75.20
0.00
0.00
0.00
5.91
16.94
0.49
0.96
0.01
0.01
1.47
0.00
0.00
0.00
0.00
0.00
0.00
11
3
75.20
0.00
0.00
0.00
5.88
16.79
0.48
0.96
0.02
0.01
1.47
0.00
0.00
0.00
0.00
0.00
0.00
11
4
75.20
0.00
0.00
0.00
5.85
16.65
0.48
0.95
0.03
0.01
1.46
0.00
0.00
0.00
0.00
0.00
0.00
11
5
75.20
0.00
0.00
0.00
5.83
16.51
0.48
0.94
0.04
0.01
1.46
0.00
0.00
0.00
0.00
0.00
0.00
11
6
75.20
0.00
0.00
0.00
5.81
16.37
0.47
0.93
0.04
0.01
1.46
0.00
0.00
0.00
0.00
0.00
0.00
11
7
75.20
0.00
0.00
0.00
5.79
16.23
0.47
0.93
0.05
0.01
1.46
0.00
0.00
0.00
0.00
0.00
0.00
11
8
75.20
0.00
0.00
0.00
5.77
16.09
0.46
0.92
0.06
0.02
1.46
0.00
0.00
0.00
0.00
0.00
0.00
11
9
75.20
0.00
0.00
0.00
5.76
15.95
0.46
0.91
0.07
0.02
1.46
0.00
0.00
0.00
0.00
0.00
0.00
11
10
75.20
0.00
0.00
0.00
5.75
15.82
0.45
0.90
0.08
0.02
1.45
0.00
0.00
0.00
0.00
0.00
0.00
11
11
75.20
0.00
0.00
0.00
5.73
15.68
0.45
0.90
0.08
0.02
1.45
0.00
ii io.00
0.00
0.00
0.00
0.00
11
12
75.20
0.00
0.00
0.00
5.72
15.55
0.45
0.89
0.09
0.03
1.45
W UITP
0.00
0.00
0.00
0.00
0.00
0.00
12
1
175.20
0.00
0.00
0.00
5.72
15.42
0.44
0.88
0.10
0.03
1.45
0.00
0.00
0.00
0.00
0.00
0.00
12
2
75.20
0.00
0.00
0.00
5.71
15.29
0.44
0.88
0.10
0.03
1.45
0.00
0.00
0.00
0.00
0.00
0.00
13
1
175.20
0.00
0.00-
0.00
5.43
11.66
0.42
0.70
0.15
1.67
2.95
0.00
0.00
0.00
0.00
0.00
0.00
13
2
75.20
0.00
0.00
0.00
5.43
11.58
0.42
0.70
0.15
1.68
2.95
0.00
0.00
0.00
0.00
0.00
0.00
13
3
75.20
0.00
0.00
0.00
5.43
11.50
0.42
0.69
0.15
1.68
2.95
0.00
0.00
0.00
0.00
0.00
0.00
13
4
75.20
0.00
0.00
0.00
5.42
11.42
0.42
0.69
0.15
1.68
2.94
0.00
0.00
0.00
0.00
0.00
0.00
13
5
75.20
0.00
0.00
0.00
5.42
11.34
0.41
0.69
0.16
1.69
2.94
0.00
10.00
0.00
0.00
0.00
0.00
13
6
75.20
0.00
0.00
0.00
5.42
11.27
0.41
0.68
0.16
1.69
2.94
0.00
0.00
0.00
0.00
0.00
0.00
13
7
75.20
0.00
0.00
0.00
5.42
11.19
0.41
0.68
0.16
1.69
2.94
0.00
0.00
0.00
0.00
0.00
0.00
13
8
75.20
0.00
0.00
0.00
5.42
11.11
0.40
0.67
0.16
1.70
2.94
0.00
0.00
0.00
0.00
0.00
0.00
13
9
75.20
0.00
0.00
0.00
5.42
11.03
0.40
0.67
0.17
1.70
2.94
0.00
0.00
0.00
0.00
0.00
0.00
13
10
75.20
0.00
0.00
0.00
5.42
10.96
0.40
0.67
0.17
1.70
2.93
0.00
0.00
0.00
0.00
0.00
0.00
13
11
75.20
0.00
0.00
0.00
5.42
10.88
0.39
0.66
0.17
1.71
2.93
0.00
0.00
0.00
0.00
0.00
0.00
14
1
75.20
0.00
0.00
0.00
5.43
10.80
0.39
0.66
0.17
1.71
2.93
0.00
0.00
0.00
0.00
0.00
0.00
14
2
75.20
0.00
0.00
0.00
5.44
10.72
0.39
0.65
0.17
1.71
2.93
0.00
0.00
0.00
0.00
0.00
0.00
14
3
75.20
0.00
0.00
0.00
5.45
10.64
0.38
0.65
0.17
1.72
2.93
0.00
0.00
0.00
0.00
0.00
0.00
14
4
75.20
0.00
0.00
0.00
5.46
10.56
0.38
0.65
0.18
1.72
2.93
0.00
0.00
0.00
0.00
0.00
0.00
14
5
75.20
0.00
0.00
0.00
5.47
10.49
0.38
0.64
0.18
1.73
2.93
0.00
0.00
0.00
0.00
0.00
0.00
14
6
75.20
0.00
0.00
0.00
5.49
10.41
0.38
0.64
0.18
1.73
2.92
0.00
0.00
0.00
0.00
0.00
0.00
14
7
75.20
0.00
0.00
0.00
5.50
10.33
0.37
0.63
0.18
1.73
2.92
0.00
0.00
0.00
0.00
0.00
0.00
14
8
75.20
0.00
0.00
0.00
5.51
10.26
0.37
0.63
0.18
1.74
2.92
0.00
0.00
0.00
0.00
0.00
0.00
14
9
75.20
0.00
0.00
0.00
5.52
10.18
0.37
0.63
0.18
1.74
2.92
0.00
0.00
0.00
0.00
0.00
0.00
14
10
75.20
0.00
0.00
0.00
5.53
10.10
0.36
0.62
0.18
1.75
2.92
0.00
0.00
0.00
0.00
0.00
0.00
14
11
75.20
0.00
0.00
0.00
5.54
10.03
0.36
0.62
0.19
1.75
2.92
0.00
0.00
0.00
0.00
0.00
0.00

e
y"
14
12
75.20
0.00
0.00
0.00
5.55
9.96
0.36
0.61
0.19
1.76
2.91
0.00
0.00
0.00
0.00
0.00
0.00
s 14
13
75.20
0.00
0.00
0.00
5.57
9.88
0.36
0.61
0.19
1.76
2.91
0.00
0.00
0.00
0.00
0.00
0.00
COJ& Ck 14
14
75.20
0.00
0.00
0.00
5.80
10.09
0.34
0.55
0.17
1.60
2.66
0.00
0.00
0.00
0.00
0.00
0.00
14
15
75.20
0.00
0.00
0.00
5.80
10.02
0.34
0.55
0.17
1.60
2.66
0.00
0.00
0.00
0.00
0.00
0.00
14
16
75.20
0.00
0.00
0.00
5.80
9.95
0.34
0.54
0.17
1.61
2.66
0.00
0.00
0.00
0.00
0.00
0.00
14
17
75.20
0.00
0.00
0.00
5.80
9.88
0.34
0.54
0.17
1.61
2.66
0.00
0.00
0.00
0.00
0.00
0.00
14
18
75.20
0.00
0.00
0.00
5.80
9.81
0.33
0.54
0.17
1.61
2.66
0.00
0.00
0.00
0.00
0.00
0.00
C k- �15
1
75.20
0.00
0.00
0.00
5.89
9.74
0.33
0.54
0.17
1.59
2.63
0.00
0.00
0.00
0.00
0.00
0.00
15
2
75.20
0.00
0.00
0.00
5.96
9.69
0.33
0.54
0.17
1.59
2.63
0.00
0.00
0.00
0.00
0.00
0.00
15
3
75.20
0.00
0.00
0.00
6.03
9.64
0.33
0.54
0.17
1.59
2.63
0.00
0.00
0.00
0.00
0.00
0.00
15
4
i75.20
0.00
0.00
0.00
6.10
9.59
0.33
0.53
0.17
1.59
2.63
0.00
10.00
0.00
0.00
0.00
0.00
15
5
'75.20
0.00
0.00
0.00
6.16
9.54
0.33
0.53
0.17
1.60
2.63
0.00
0.00
0.00
0.00
0.00
0.00
15
6
75.20
0.00
0.00
0.00
6.21
9.49
0.33
0.53
0.17
1.60
2.63
0.00
0.00
0.00
0.00
0.00
0.00
15
7
75.20
0.00
0.00
0.00
6.26
9.44
0.32
0.53
0.17
1.60
2.62
0.00
0.00
0.00
0.00
0.00
0.00
15
8
75.20
0.00
0.00
0.00
6.31
9.39
0.32
0.52
0.17
1.60
2.62
0.00
10.00
0.00
0.00
0.00
0.00
15
9
175.20
0.00
0.00
0.00
6.36
9.34
0.32
0.52
0.17
1.61
2.62
0.00
0.00
0.00
0.00
0.00
0.00
15
10
175.20
0.00
0.00
0.00
6.40
9.29
0.32
0.52
0.17
1.61
2.62
0.00
I0.00
0.00
0.00
0.00
0.00
15
11
75.20
0.00
0.00
0.00
6.44
9.24
0.32
0.52
0.17
1.61
2.62
0.00
0.00
0.00
0.00
0.00
0.00
),15
12
75.20
0.00
0.00
0.00
6.58
10.69
0.29
0.88
0.16
1.67
3.00
0.00
0.00
0.00
0.00
0.00
0.00
15
13
75.20
0.00
0.00
0.00
6.60
10.63
0.29
0.87
0.17
1.67
3.00
0.00
0.00
0.00
0.00
0.00
0.00
15
14
75.20
0.00
0.00
0.00
6.61
10.58
0.29
0.87
0.17
1.68
3.00
0.00
0.00
0.00
0.00
0.00
0.00
15
15
75.20
0.00
0.00
0.00
6.62
10.52
0.29
0.86
0.17
1.68
3.00
0.00
0.00
0.00
0.00
0.00
0.00
15
16
75.20
0.00
0.00
0.00
6.63
10.47
0.28
0.86
0.17
1.68
3.00
0.00
0.00
0.00
0.00
0.00
0.00
15
17
75.20
0.00
0.00
0.00
6.65
10.41
0.28
0.85
0.18
1.68
3.00
0.00
0.00
0.00
0.00
0.00
0.00
15
18
75.20
0.00
0.00
0.00
6.66
10.36
0.28
0.85
0.18
1.69
3.00
0.00
0.00
0.00
0.00
0.00
0.00
15
19
75.20
0.00
0.00
0.00
6.67
10.31
0.28
0.85
0.18
1.69
3.00
0.00
0.00
0.00
0.00
0.00
0.00
15
20
75.20
0.00
0.00
0.00
6.68
10.26
0.28
0.84
0.18
1.69
3.00
0.00
0.00
0.00
0.00
0.00
0.00
16
1
75.20
0.00
0.00
0.00
6.69
10.20
0.28
0.84
0.19
1.70
2.99
0.00
0.00
0.00
0.00
0.00
0.00
16
2
75.20
0.00
0.00
0.00
6.70
10.15
0.28
0.83
0.19
1.70
2.99
0.00
0.00
0.00
0.00
0.00
0.00
16
3
15.20
0.00
0.00
0.00
6.70
10.10
0.27
0.83
0.19
1.70
2.99
0.00
0.00
0.00
0.00
0.00
0.00
16
4
75.20
0.00
0.00
0.00
6.71
10.05
0.27
0.82
0.19
1.70
2.99
0.00
0.00
0.00
0.00
0.00
0.00
16
5
75.20
0.00
0.00
0.00
6.72
9.99
0.27
0.82
0.19
1.71
2.99
0.00
0.00
0.00
0.00
0.00
0.00
Co" , WUITTPP17
1
75.20
0.00
0.00
0.00
6.17
28.18
1.43
2.71
0.14
1.91
6.20
0.00
0.00
0.00
0.00
0.00
0.00
17
2
75.20
0.00
0.00
0.00
5.98
27.86
1.43
2.66
0.19
1.92
6.20
0.00
0.00
0.00
0.00
0.00
0.00
'Ofd k/7-a Ck. 17
3
75.20
0.00
0.00
0.00
5.98
25.26
1.30
2.39
0.21
1.75
5.64
---1;-
0.00
0.00
0.00
0.00
0.00
0.00

a
17
s 17
17
17
17
17
18
18
18
18
18
18
18
18
18
elk
18
18
18
18
18
18
18
18
18
18
19
19
19
19
19
19
19
19
19
4 75.20 0.00
0.00 0.00 0.00
5 75.20 0.00
0.00 0.00 0.00
6 75.20 0.00
0.00 0.00 0.00
7 75.20 0.00
0.00 0.00 0.00
8 75.20 0.00
0.00 0.00 0.00
9 75.20 0.00
0.00 0.00 0.00
1 75.20 0.00
0.00 0.00 0.00
2 75.20 0.00
0.00 0.00 0.00
3 75.20 0.00
0.00 0.00 0.00
4 75.20 0.00
0.00 0.00 0.00
5 75.20 0.00
0.00 10.00 0.00
6 75.20 0.00
0.00 0.00 0.00
7 75.20 0.00
0.00 0.00 0.00
8 75.20 0.00
0.00 0.00 0.00
9 75.20 0.00
0.00 0.00 0.00
10 75.20 0.00
0.00 0.00 0.00
11 75.20 0.00
0.00 0.00 0.00
12 i75.20 0.00
0.00 0.00 0.00
13 75.20 0.00
0.00 0.00 0.00
14 75.20 0.00
0.00 0.00 0.00
15 75.20 0.00
0.00 0.00 0.00
16 75.20 0.00
0.00 0.00 0.00
17 75.20 0.00
0.00 0.00 0.00
18 75.20 0.00
0.00 0.00 0.00
19 75.20 0.00
0.00 0.00 0.00
20 75.20 0.00
0.00 0.00 0.00
1 75.20 0.00
0.00 0.00 0.00
2 75.20 0.00
0.00 0.00 0.00
3 75.20 0.00
0.00 0.00 0.00
4 75.20 0.00
0.00 10.00 0.00
5 75.20 0.00
0.00 0.00 0.00
6 75.20 0.00
0.00 0.00 0.00
7 75.20 0.00
0.00 0.00 0.00
8 75.20 0.00
0.00 0.00 0.00
9 75.20 0.00
0.00 0.00 0.00
0.00
0.00
5.85
24.98
1.30
2.35
0.24
1.75
5.64
0.00
0.00
0.00
0.00
0.00
5.74
24.71
1.29
2.31
0.28
1.76
5.64
0.00
0.00
0.00
0.00
0.00
5.64
24.45
1.29
2.27
0.31
1.76
5.64
0.00
0.00
0.00
0.00
0.00
5.55
24.18
1.29
2.24
0.34
1.77
5.63
0.00
0.00
0.00
0.00
0.00
5.48
23.92
1.28
2.20
0.37
1.77
5.63
0.00
0.00
0.00
0.00
0.00
5.41
23.66
1.28
2.17
0.40
1.78
5.63
0.00
0.00
0.00
0.00
0.00
5.35
23.40
1.27
2.13
0.43
1.79
5.63
0.00
0.00
0.00
0.00
0.00
5.30
23.15
1.27
2.10
0.46
1.79
5.62
0.00
0.00
0.00
0.00
0.00
5.26
22.90
1.27
2.06
0.49
1.80
5.62
0.00
0.00
0.00
0.00
0.00
5.22
22.65
1.26
2.03
0.51
1.81
5.62
0.00
0.00
0.00
0.00
0.00
5.19
22.41
1.26
2.00
0.54
1.82
5.62
0.00
0.00
0.00
0.00
0.00
5.17
22.17
1.26
1.97
0.56
1.83
5.61
0.00
0.00
0.00
0.00
0.00
5.15
21.93
1.25
1.94
0.59
1.84
5.61
0.00
0.00
0.00
0.00
0.00
5.14
21.69
1.25
1.90
0.61
1.85
5.61
0.00
0.00
0.00
0.00
0.00
5.12
21.45
1.25
1.87
0.63
1.86
5.61
0.00
0.00
0.00
0.00
0.00
5.30
19.81
1.15
1.71
0.60
1.73
5.20
0.00
0.00
0.00
0.00
0.00
5.30
19.60
1.15
1.69
0.62
1.74
5.20
0.00
0.00
0.00
0.00
0.00
5.30
19.40
1.15
1.66
0.64
1.75
5.19
0.00
0.00
0.00
0.00
0.00
5.30
19.20
1.14
1.63
0.65
1.76
5.19
0.00
0.00
0.00
0.00
0.00
5.31
19.00
1.14
1.61
0.67
1.77
5.19
0.00
0.00
0.00
0.00
0.00
5.32
18.80
1.14
1.58
0.68
1.78
5.19
0.00
0.00
0.00
0.00
0.00
5.32
18.60
1.13
1.56
0.70
1.79
5.19
0.00
0.00
0.00
0.00
0.00
5.34
18.41
1.13
1.54
0.71
1.80
5.18
0.00
0.00
0.00
0.00
0.00
5.35
18.22
1.13
1.51
0.73
1.81
5.18
0.00
0.00
0.00
0.00
0.00
5.36
18.03
1.12
1.49
0.74
1.83
5.18
0.00
0.00
0.00
0.00
0.00
5.38
17.84
1.12
1.47
0.75
1.84
5.18
0.00
0.00
0.00
0.00
0.00
5.39
17.65
1.12
1.45
0.76
1.85
5.18
0.00
0.00
0.00
0.00
0.00
5.41
17.47
1.12
1.42
0.77
1.86
5.17
0.00
0.00
0.00
0.00
0.00
5.42
17.29
1.11
1.40
0.78
1.87
5.17
0.00
0.00
0.00
0.00
0.00
5.44
17.11
1.11
1.38
0.79
1.89
5.17
0.00
0.00
0.00
0.00
0.00
5.46
16.93
1.11
1.36
0.80
1.90
5.17
0.00
0.00
0.00
0.00
0.00
5.48
16.75
1.10
1.34
0.81
1.91
5.17
0.00
0.00
0.00
0.00
0.00
5.50
16.58
1.10
1.32
0.82
1.92
5.16
0.00
0.00
0.00
0.00
0.00
5.52
16.41
1.10
1.30
0.83
1.94
5.16
0.00
0.00
0.00
0.00
0.00
5.54
16.24
1.09
1.28
0.84
1.95
5.16
0.00
0.00
0.00

t
z
19
10
75.20
0.00
0.00
0.00
5.56
16.07
1.09
1.26
0.85
1.96
5.16
0.00
0.00
0.00
0.00
0.00
0.00
19
11
75.20
0.00
0.00
0.00
5.58
15.90
1.09
1.24
0.85
1.98
5.16
0.00
0.00
0.00
0.00
0.00
0.00
19
12
75.20
0.00
0.00
0.00
5.60
15.73
1.08
1.22
0.86
1.99
5.16
0.00
0.00
0.00
0.00
0.00
0.00
19
13
75.20
0.00
0.00
0.00
5.62
15.57
1.08
1.20
0.86
2.00
5.15
0.00
0.00
0.00
0.00
0.00
0.00
19
14
75.20
0.00
0.00
0.00
5.64
15.41
1.08
1.19
0.87
2.02
5.15
0.00
0.00
0.00
0.00
0.00
0.00
19
15
75.20
0.00
0.00
0.00
5.67
15.25
1.08
1.17
0.88
2.03
5.15
0.00
0.00
0.00
0.00
0.00
0.00
19
16
75.20
0.00
0.00
0.00
5.69
15.09
1.07
1.15
0.88
2.04
5.15
0.00
0.00
0.00
0.00
0.00
0.00
19
17
75.20
0.00
0.00
0.00
5.71
14.93
1.07
1.13
0.88
2.06
5.15
0.00
0.00
0.00
0.00
0.00
0.00
19
18
75.20
0.00
0.00
0.00
5.73
14.78
1.07
1.12
0.89
2.07
5.14
0.00
0.00
0.00
0.00
0.00
0.00
19
19
75.20
0.00
0.00
0.00
5.75
14.62
1.06
1.10
0.89
2.08
5.14
0.00
0.00
0.00
0.00
0.00
0.00
19
20
15.20
0.00
0.00
0.00
5.77
14.47
1.06
1.08
0.90
2.10
5.14
0.00
0.00
0.00
0.00
0.00
0.00
20
1
75.20
0.00
0.00
0.00
5.79
14.32
1.06
1.07
0.90
2.11
5.14
0.00
0.00
0.00
0.00
0.00
0.00
20
2
75.20
0.00
0.00
0.00
5.82
14.17
1.05
1.05
0.90
2.13
5.14
0.00
0.00
0.00
0.00
0.00
0.00
20
3
75.20
0.00
0.00
0.00
5.84
14.02
1.05
1.04
0.91
2.14
5.13
0.00
0.00
0.00
0.00
0.00
0.00
20
4
75.20
0.00
0.00
0.00
5.86
13.88
1.05
1.02
0.91
2.15
5.13
0.00
0.00
0.00
0.00
0.00
0.00
20
5
75.20
0.00
0.00
0.00
5.88
13.73
1.05
1.01
0.91
2.17
5.13
0.00
0.00
0.00
0.00
0.00
0.00
20
6
75.20
0.00
0.00
0.00
5.90
13.59
1.04
0.99
0.91
2.18
5.13
0.00
0.00
0.00
0.00
0.00
0.00
20
7
75.20
0.00
0.00
0.00
5.92
13.45
1.04
0.98
0.91
2.20
5.13
0.00
0.00
0.00
0.00
0.00
0.00
20
8
75.20
0.00
0.00
0.00
5.94
13.31
1.04
0.96
0.91
2.21
5.13
0.00
0.00
0.00
0.00
0.00
0.00
20
9
75.20
0.00
0.00
0.00
5.96
13.17
1.03
0.95
0.92
2.23
5.12
0.00
0.00
0.00
0.00
0.00
0.00
20
10
75.20
0.00
0.00
0.00
5.98
13.03
1.03
0.93
0.92
2.24
5.12
0.00
0.00
0.00
0.00
0.00
0.00
20
11
75.20
0.00
0.00
0.00
6.00
12.90
1.03
0.92
0.92
2.25
5.12
0.00
0.00
0.00
0.00
0.00
0.00
20
12
75.20
0.00
0.00
0.00
6.02
12.76
1.03
0.91
0.92
2.27
5.12
0.00
0.00
0.00
0.00
0.00
0.00
20
13
75.20
0.00
0.00
0.00
6.04
12.63
1.02
0.89
0.92
2.28
5.12
0.00
0.00
0.00
0.00
0.00
0.00
20
14
75.20
0.00
0.00
0.00
6.06
12.50
1.02
0.88
0.92
2.30
5.11
0.00
0.00
0.00
0.00
0.00
0.00
20
15
75.20
0.00
0.00
0.00
6.08
12.37
1.02
0.87
0.92
2.31
5.11
0.00
0.00
0.00
0.00
0.00
0.00
20
16
75.20
0.00
0.00
0.00
6.10
12.24
1.01
0.86
0.92
2.32
5.11
0.00
0.00
0.00
0.00
0.00
0.00
20
17
75.20
0.00
0.00
0.00
6.12
12.11
1.01
0.84
0.92
2.34
5.11
0.00
0.00
0.00
0.00
0.00
0.00
20
18
75.20
0.00
0.00
0.00
6.14
11.99
1.01
0.83
0.91
2.35
5.11
0.00
0.00
0.00
0.00
0.00
0.00
20
19
75.20
0.00
0.00
0.00
6.16
11.86
1.01
0.82
0.91
2.37
5.11
0.00
0.00
0.00
0.00
0.00
0.00
20
20
75.20
0.00
0.00
0.00
6.18
11.74
1.00
0.81
0.91
2.38
5.10
0.00
0.00
0.00
0.00
0.00
0.00

r
BLACK &VEATCH
8604 Cliff Comeron Drive, Suite 164, Chorlotte, North Corolino 28269, [phone], Fox: [phone]
Charlotte -Mecklenburg Utility Department
Mallard Creek Water Reclamation Facility
Ms. Mary (Cabe
North Carolina Department of Environment,
Health, and Natural Resources
Division of Water Quality
P. O. Box 29535
Raleigh, North Carolina 27626-0535
Dear Ms. Cabe:
B&V Project 259252.130
B&V File A
July 9, 1997
Subject: Mallard Creek WRF
Mecklenburg County
NPDES Permit No. NC 0030210
An NPDES permit application for the subject facility was submitted to you for
review on May 20, 1997. As you requested, enclosed is a copy of a report entitled
"Re -rating, Evaluation of Existing Plant," dated December 30, 1996. This report
contains data to document the capabilities of this facility to treat S mgd as
constructed.
Please call' if you have any questions about this project.
MLD3/jhb
Enclosure' Summary Report 1
cc: Reed Atkinson, CMUD
Very truly yours,
BLACK & VEATCH
David M. Parker, P.E.
Project Engineer
c
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co

MALLARD CREEK WRF EXPANSION
PHASE 1 - PREDESIGN
Summary Report 1
Re -rating Evaluation of Existing Plant
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prepared for
CHARLOTTE-MECKLENBURG UTILITY DEPARTMENT
Charlotte, North Carolina
prepared by
Black & Veatch
Charlotte, North Carolina
B&V Project No. 259252
December 30, 1996

Contents
Page
A. Introduction .............................................. 1-1
B. Summary ................................................ 1-2
C. Wastewater Characteristics ................................... 1-4
D. Permit Limits ............................................. 1-6
E. Evaluation of Plant Processes ................................. 1-6
I. Headworks........................................... 1-7
2. Preliminary Treatment ................................... 1-7
3. Primary Clarifiers ....................................... 1-7
4. Trickling Filters ........................................ 1-8
5. Activated sludge Aeration Basins ........................... 1-9
6. Nitrification ........................................... 1-9
7. Nitrification/Denitrification ............................... 1-10
8. Final Clarifiers ........................................ 1-12
9. Tertiary Filtration ..................................... 1-12
10. Disinfection .......................................... 1-13
11. Return Activated Sludge Pumps ........................... 1-13
12. Primary Sludge Pumps, WAS Pumps, Thickened WAS Pumps,
and Digested Sludge Pumps .............................. 1-14
13. Centrifuges .......................................... 1-14
14. Anaerobic Digesters .................................... 1-15
a. Monitoring of Indicator Organisms ...................... 1-15
b. Biosolids Treatment in a Process to Significantly
Reduce Pathogens (PSRP) ............................ 1-15
c.Biosolids Treated in a Process Equivalent to a PSRP ........ 1-15
15. Alkalinity Supplementation .............................. 1-16
121996
Black & Veatch
TC1-1 CMUD - Mallard Creek WRF
Summary Report 1

lk
Contents (Continued)
F. Recommendations ......................................... 1-19
1. Remove Smaller Flume From Inlet Flume ................... 1-19
2. Chemical Enhancement of Primary Clarifier Performance ........ 1-19
3. Operate Secondary Treatment Process as
Nitrification/Denitrification ............................... 1-19
4. Optimize Thickening of WAS ............................. 1-19
5. Continuous Feed to Digesters ............................ 1-20
6. Digester Monitoring .................................... 1-20
7. Data Collection ....................................... 1-20
Appendix A
Tables
Table 1 Influent Wastewater Characteristics ...................... 1-5
Table 2 Speculative Permit Limits ............................. 1-6
Table 3 Primary Clarifier Removal Efficiency ..................... 1-8
Table 4 Tertiary Filter Hydraulic Loading Rates .................. 1-13
Table 5 Centrifuge Operation at 8 mgd Plant Capacity ............. 1-14
Table 6 Mallard Creek Water Reclamation Facility, Unit Process
Treatment Capacity Summary - Liquid Train .............. 1-17
Table 7 Mallard Creek Water Reclamation Facility, Unit Process
Treatment Capacity Summary - Solid Train ............... 1-18
121996
Black & Veatch
TC1-2 CMUD - Mallard Creek WRF
Summary Report 1

N6
r
Summary Report 1
'i
Re -Rating Evaluation of Existing Plant
A. Introduction
The Mallard Creek Water Reclamation Facility (WRF) is operated by the
Charlotte -Mecklenburg Utility Department (CMUD) and serves the University of
North Carolina at Charlotte/University City area north of the city. The plant was last
expanded to 6 million gallons per day (mgd) capacity in 1993. An improvement
project in1�1992 added mechanical biosolids handling and biological nutrient removal
(BNR). Current and speculative permit limits up to 12 mgd capacity indicate that
nitrification treatment is adequate to maintain stream quality (BNR treatment will
not be required).
The University City area is projected to have sustained growth rates in excess of
10 percent per year and additional capacity is needed before 1998.
This ri e-rating evaluation was conducted to determine the maximum treatment
capacity of the existing plant. Analysis of plant data and recalculation of predicted
process performance under several modes of operation confirmed that 8 mgd is the
maximum treatment capacity of the plant.
The evaluation was also conducted to determine the operational mode
(nitrification, or nitrification/denitrification) that would optimize the capacity of the
plant. This summary report presents results of the Mallard Creek WRF re -rating
evaluation.'
The existing facilities were designed for a plant flow of 6 mgd with biochemical
oxygen demand (BOD) and total suspended solids (TSS) annual average loadings of
10,000 pounds per day (ppd) and 12,500 ppd, respectively. The current average
wastewater flow to the plant is approximately 4.5 mgd at average BOD and TSS
loads of 270 milligrams per liter (mg/L) (10,100 ppd) and 360 mg/L (13,500 ppd).
The existing liquid treatment facilities include coarse manual screening, fine
mechanical screening, aerated grit removal, primary clarification, secondary treatment
(high rate activated with optional, but limited, biological nitrogen and phosphorus
removal using three -zone anaerobic, anoxic and aerobic treatment), tertiary shallow
media effluent filtration, and ultraviolet disinfection. The solids processing facilities
include wa$te activated sludge thickening (centrifuge thickening), anaerobic digestion,
121996 it 1-1 CMUD - Mallard Creek WRF
Black & Veatch Summary Report 1

J
digested sludge dewatering (centrifuge dewatering), and thickened biosolids storage.
Sand drying beds rated at 3 mgd capacity are available for backup dewatering and
dewatered biosolids storage. Stabilized biosolids are land applied.
B. Summary
The objective of this report was to determine the maximum treatment capacity
of the existing facilities at the Mallard Creek WRF without making structural
improvements. Each unit process was evaluated to determine which process was
limiting the overall plant capacity. Based on the findings of this evaluation, the
existing facilities should be adequate to re -rate the plant for a flow of 8 mgd. At this
plant flow, however, several unit processes reach their operational threshold and will
require close attention for successful operation.
The performance of the primary clarifiers will play an important role by reducing
the load on the secondary treatment process. In order to reduce the loads to an
acceptable level, the primary clarifiers will have to obtain a BOD removal rate of
50 percent and a TSS removal rate of 75 percent. The existing primary clarifiers
have historically achieved this level of removal. It may be necessary, however, to
chemically enhance the performance of the primary clarifiers to maintain this level
of removal at the maximum loadings anticipated when the plant flow approaches
8 mgd.
The efficiency of the existing trickling filters will be reduced due to the increased
loading rate resulting from a plant flow of 8 mgd. The trickling filters, however, can
be used effectively to reduce the peak oxygen transfer requirement of the aeration
system during maximum month summer loading conditions. It is estimated that the
operation of the trickling filters will reduce the peak oxygen transfer requirement by
approximately 10 percent.
If the existing anoxic zones are operated as oxic volume, the activated sludge -
aeration basins have sufficient volume to provide nitrification at a plant flow of
8 mgd. The aeration system will be adequate for the annual average oxygen transfer
requirements but will not be able to meet maximum month, average day, or peak day
demands. The inability to meet the maximum month oxygen demands should not
result in permit violations but will require careful operator attention to control the
growth of filaments under oxygen deficient environments. The capacity of the
existing lime feed equipment for alkalinity supplementation will be exceeded during
peak periods when operating the plant for nitrification. At a plant flow of 8 mgd,
121996 1-2 CMUD - Mallard Creek WRF
Black & Veatch Summary Report 1

216 lb/hr' of lime addition will be required while the existing feeders are limited to
210 lb/hr
With j the use of the existing anaerobic zones for anoxic volume, the activated
sludge basins also have sufficient volume to provide nitrification/denitrification at a
plant flow of 8 mgd. The degree of denitrification achieved by using the anaerobic
zones will be limited to the amount of nitrates in the return activated sludge. The
mixed liquor suspended solids (MLSS) returned from the present anoxic zones will
not have, enough nitrates to result in significant denitrification. Operating for
denitrification will reduce the peak oxygen transfer requirements by approximately
20 percenwhen compared to nitrification treatment only. This reduction in oxygen
transfer results in the existing aeration system being adequate to meet the maximum
month average oxygen demand but still not capable of meeting the peak day oxygen
transfer requirements. In addition, the lime required for alkalinity supplementation
is reduce by. approximately 25 percent. This will allow the existing lime feed
equipment to be adequate to meet the projected alkalinity supplementation
requirement. When operating the plant for nitrification and denitrification of the
RAS at a plant flow of 8 mgd, 167 lb/hr of lime addition is required, which is less
than the existing lime feeder capacity of 210 lb/hr.
To optimize the performance of the secondary treatment process, it is
recommended to always operate for nitrification/denitrification. For plant flows up
to 6.3 mgd, the existing rectangular aeration basins and anoxic zones should be
adequate. At plant flows between 6.3 and 8.0 mgd, the existing anaerobic zones
should be. converted to anoxic zones and used to denitrify the nitrates in the return
activated sludge. The oxic and anoxic recycle pumps should also be operated to
enhance the level of denitrification during maximum month summer loads. This will
further reduce the peak oxygen demand that must be met by aeration equipment.
The existing anaerobic digesters will be operating at a solids retention time of
10 days and a biodegradable volatile solids loading rate of 113 ppd/kcf, based on the
projected sludge quantities generated at a plant flow of 8_ mgd. At these loading
rates, the mean cell residence time and temperature limits established under the
40 CFR 503 regulations to meet the "process to significantly reduce pathogens"
(PSRP) requirements with anaerobic digestion will be exceeded. Therefore; the best
alternatively to demonstrate acceptable pathogen reduction will be to implement a
monitoring program for fecal coliform. The vector attraction requirements for
121996 1-3 CMUD - Mallard Creek WRF
Black &Veatch Summary Report 1

Class B sludge can also be demonstrated by monitoring to show a 38 percent volatile
solids destruction.
The other facilities at the Mallard Creek WRF, including the headworks, grit
removal, final clarifiers, tertiary filters, UV disinfection, and centrifuges, were all
determined to be adequate for a plant flow of 8 mgd. It will be necessary, however,
to continue to collect plant data to confirm the assumptions used within this
evaluation.
C. Wastewater Characteristics
Wastewater data collected from the Mallard Creek WRF were reviewed and
compared against original design conditions to determine the treatment capacity.
Flow and primary influent BOD5 and TSS loads for the two most recent years of data
(1994-1995) were analyzed. Mass loads (where mass load equals flow times
concentration) for 1995 were greater than those of 1994 and exceeded the
Mallard Creek WRF annual average design loads determined by the 6 mgd rated
plant. Analysis of plant data and recalculation of predicted process performance
under several modes of operation confirmed that 8 mgd is the maximum treatment
capacity of the plant. Therefore, this summary report discusses plant performance
at 8 mgd. Table 1 summarizes the influent data used in the evaluation of the plant
for re -rating purposes.
Based on 1991 through 1995 and partial 1996 flow data, the peak day to annual
average flow ratio was determined to be 2.0 and the maximum month to annual
average flow ratio was determined to be 1.15. Flow data for 1995 included an .
unusual rain event (8/27/95) that was not considered in this evaluation. The unit
processes were evaluated for capability to handle 8 mgd annual average plant flow
and a 16 mgd peak day plant flow. This equates to a 2 mgd increase in annual
average flow and a 1 mgd increase in peak day flow over the current permitted flow
rates.
The 1994 and 1995 plant data indicate a peak day to maximum month BOD and
NH3-N ratio of 1.77 and 1.59, respectively. The volatile suspended solids fraction of
the influent wastewater has been approximately 75 percent. The wastewater has
been ranging in temperatures from 15 to 25 degrees Celsius.
121996 1-4 CMUD - Mallard Creek WRF
Black & Veatch Summary Report 1
1
im

TABLE 1
Influent Wastewater Characteristics
Used for
8 mgd
Parameter
Design
1994
1995
Re -rating
Flow, mgd
Annual Average
6
4.03
4.51
8.0
Maximum Month
6
3.91
4.17
8.0
BOD, mg/L
Annual Average
200
242
294
270
Maximum Month
280
366
464
464
TSS, mg/L
Annual Average
250
363
358
360
Maximum Month
340
508
492
508
TKN, mg/L
Annual Average
32
30
34
32
Maximum Month
40
32
39
40
121996
Black & Veatch
1-5
CMUD - Mallard Creek WRF
Summary Report 1

D. Permit Limits
Speculative NPDES discharge limits were issued by the North Carolina
Department of Environment, Health, and Natural Resources, Division of Water
Quality, (April 24, 1996, letter in Appendix A) for up to 12 mgd. The limits were
used as a basis in the re -rating evaluation and are shown in Table 2.
The limits did not change from the current NPDES permit limits with the
exception of the NH3-N.
TABLE 2
Speculative Permit Limits
Parameter
Summer
Winter
BOD5, mg/L
5
10
TSS, mg/L
30
30
NH3-N, mg/L
1
2
Fecal Coliforms, #/100 mL
200
200
DO, mg/L
6
6
pH, SU
6-9
6-9
Chlorine, µg/L
18
18
E. Evaluation of Plant Processes
Each unit process within the plant was evaluated to determine maximum
treatment capacity based on the current wastewater characteristics and the _
speculative discharge limits. The following items briefly summarize justification for
the plant re -rating:
1. Increased primary clarifier removal rates based on plant performance
records or by chemically enhanced removal.
2. Optimize use of existing BNR tankage to provide additional nitrification
capacity.
3. Operate aeration basins at increased MLSS concentrations to maintain the
SRT required to nitrify at the increased plant loads.
121996 1-6 CMUD - Mallard Creek WRF
Black & Veatch Summary Report 1

4. Reduced peak day to annual average flow ratio based on the continued
downward trend since plant began operation.
5. objective of CMUD to operate plants to their maximum treatment capacity
and thereby reduce capital, operating, and maintenance cost.
A summary of findings for each process unit as evaluated for 8 mgd plant
capacity follows. Quantitative results of the unit process capacity evaluation are
summarized in Tables 6 and 7, included at the end of Section E, Evaluation of Plant
Processes.
1. Ileadworks
The influent pumping station has five pumps: one 500 gpm, one 2,000 gpm,
one 3,000'1, gpm, and two 7,400 gpm wastewater pumps. When one of the 7,400 gpm
pumps is out of service, the firm capacity of the influent pumping station is 18.0 mgd
(12,500 gpm). Therefore, based on a peak flow to annual average ratio of 2.0, the
existing pumps are adequate for the 8 mgd re -rating of the plant.
2. Preliminary Treatment
Although this system was designed for an annual average flow of 6 mgd and a
peak day flow of 15 mgd, the aerated grit chambers will be functional at the
increased flow of 8 mgd. The result will be a shorter detention time with increased
potential for grit carry-over to the primary clarifiers. Grit removal, however, is not
a limiting' unit process because reduced grit removal . will not result in discharge
violations. If there is carry-over of grit into the primary clarifier, it will be removed
with the primary sludge. This grit carry-over could result in increased wear on the
sludge pumps and related solids processing equipment. It is not anticipated, however,
that grit removal (by the grit basins) will decrease significantly with the increase in
plant flow to 8 mgd. For plant expansion beyond 8 mgd, grit removal should be
reevaluated relative to long-term cost. Stress tests on the existing grit removal units
are recommended to quantify removal efficiency changes at high flows.
3. Primary Clarifiers
There ,are three existing primary clarifiers (two 55-foot diameter and one 60-foot
diameter) with total surface area of 7,580 square feet. At 8 mgd, the resulting
surface overflow rate (SOR) is 1,060 gpd/ft2. This SOR is within accepted average
121996 + 1-7 CMUD - Mallard Creek WRF
Black & Veatch Summary Report 1

operating conditions of primary clarifiers. Further, the existing primary clarifiers have
performed well at SORs in excess of 1,060 gpd/ft2.
Plant records indicated that the primary clarifiers have been obtaining higher
BOD and TSS removal efficiencies than typical design rates of 30 percent and
60 percent, respectively. Available plant records suggest that BOD and TSS removal
ranges as shown in Table 3.
TABLE3
Primary Clarifier Removal Efficiency
Parameter
Removal Efficiency
BOD
40 - 60%
TSS
66 - 88 (78% Avg)
At these removal rates and 8 mgd plant flow, the resulting mass loadings to the
secondary treatment process would be approximately equal to the secondary
treatment process design loads anticipated for 6 mgd capacity. Stress test data at an
SOR of 1,060 gpd/ft2 are needed to confirm removal efficiencies at 8 mgd. If
removal efficiencies decrease at high loading rates, it may be necessary to chemically
enhance the performance of the primary clarifiers to maintain an acceptable load on
the secondary treatment process. If chemical enhancement is required, pilot testing
with iron salts, alum, and polymer should be conducted to determine the optimum
dosage rates.
4. Trickling Filters
The two existing trickling filters are 70 feet in diameter and have a rock media
depth of 4 feet. At 8 mgd maximum month loads, the trickling filters would be
loaded at approximately 500 pounds per day per thousand cubic feet (ppd/kcf), which
is excessive and not recommended. The maximum BOD loading for proper
operation of the trickling filters is approximately 200 ppd/kcf which occurs at a plant
flow of about 5.5 mgd. Although it is recognized that the trickling filters provide
some treatment benefit at minimal operating cost, it is recommended tht flows in
121996 1-8 CMUD - Mallard Creek WRF
Black & Veatch Summary Report 1

c
excess of 5.5 mgd be bypassed around the trickling filters to minimize odors and
impact on oxygen demand.
5. Activated Sludge Aeration Basins
The existing activated sludge process at the Mallard Creek WRF consists of two
treatment trains. Each train has two rectangular aeration basins followed by two
circular aeration basins. All aeration basins are equipped with fine bubble membrane
diffusers. Each train also includes an anoxic and anaerobic zone to allow the
secondary treatment process to be operated for BNR treatment.
BNI I capability was constructed at the Mallard Creek WRF in 1992 in order for
CMUD to gain operating experience with this technology in anticipation of future
BNR limits at other CMUD plants. BNR treatment is not currently required in the
NPDES permit or anticipated at the Mallard Creek WRF.
The re -rating evaluation considered how the existing aeration basins,_ anoxic
zones, and anaerobic zones could be used to treat a plant flow of 8 mgd and to
optimize the performance of the plant to achieve more capacity. Two modes of
operation! were considered: (1) nitrification only and (2) nitrification followed by
denitrification. To optimize the nitrification capacity of the plant, the anoxic zones
would be used as oxic volume by activating the existing diffusers installed in these
zones. Approximately 20 percent additional nitrification volume is obtained when the
anoxic zones are operated as oxic zones. In addition, the testing performed on the
aeration equipment following installation, demonstrated performance approximately
20 percent greater than specified. This field -proven performance has been factored
into the re -rating analysis.
6. Nitrification
The capacity of an activated sludge aeration basin can be limited either by the
aeration volume or by the aeration equipment. To provide nitrification, at minimum
wastewater temperatures of 15 degrees Celsius; sufficient volume must be- available.
to provide a minimum solids retention time (SRT) of seven days. This SRT results
in a MLSS concentration of 3,200 mg/L. This MLSS concentration is a sustainable
maximum at the Mallard Creek plant primarily due to the fine bubble aeration that
provides 'very efficient oxygen transfer and mixing and the final clarifiers which have
capacity ''to handle high loading rates. The final clarifiers will have a SLR of
121996 l 1-9
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CMUD - Mallard Creek WRF
Summary Report 1

J
ti
24 ppd/sf at an MLSS of 3,200 mg/L which is an acceptable maximum for 15-foot
sidewater depth flocculating clarifiers having full radius scum skimmers.
The activated sludge train is separated into two stages and six total basins at
Mallard Creek WRF. It will therefore be necessary for the aeration equipment in
the rectangular basins to meet the maximum month average oxygen demand to
prevent an oxygen deficient environment from developing. When operating for
nitrification treatment only, the anticipated annual average standard oxygen transfer
rate (SOTR) required in the rectangular, aeration basins is 2,630 pounds per hour
(pph). The existing aeration equipment is adequate to meet the annual average
SQTR at the maximum airflow to these basins of 12,660 standard cubic feet per
minute (scfm). The aeration equipment at the front of the rectangular basins,
however, may reach an operational threshold during the summer maximum month
demand at the design year plant flow of 8 mgd. This should not result in discharge
permit violations but will require careful operations to control filament growth under
oxygen deficient conditions. Maintaining denitrification treatment (discussed later)
is one way to minimize this potential problem.
It is also essential that sufficient alkalinity be available for nitrifying activated
sludge processes to ensure that a pH depressed environment does not develop.
Nitrification causes 7.14 mg/L of alkalinity to be destroyed for each 1 mg/L of
ammonia converted to nitrate. The Mallard Creek WRF influent wastewater has an
alkalinity concentration of approximately 145 mg/L. A minimum alkalinity
concentration of 60 mg/L should be maintained within the system. Therefore, under
maximum month average nitrogen loads of 34 mg/L, it will be necessary. to provide . .
an alkalinity supplementation of approximately 105 mg/L.
7. Nitrification/De nitrification
The Mallard Creek WRF currently can achieve denitrification treatment by
utilizing approximately 17 percent of the volume of the rectangular aeration basins
as anoxic zones. These zones include both membrane . diffused aeration and
submersible mixers to allow either nitrification only treatment (i.e., air on; mixers off)
or nitrification/denitrification treatment (i.e., air off; mixers on).
The nitrification/denitrification capacity of the plant can be increased by directing
primary clarifier effluent and return activated sludge (RAS) flow to the anaerobic
basins, operating these basins as an anoxic zone, and allowing the entire volume of
121996 1-10 CMUD - Mallard Creek WRF
Black & Veatch Summary Report 1

e
the existing rectangular basins to be used for nitrification. This mode of operation
has several advantages over nitrification. only including the following:
• Reduced oxygen transfer requirements because some of the oxygen demand
is satisfied by nitrates.
• Reduced lime addition requirements because of alkalinity recovered through
denitrification (approximately one half the alkalinity consumed by
nitrification is recovered through denitrification).
• Anoxic zone will act as a selector to reduce the potential of filament growth
under oxygen deficient environments.
if the anaerobic basins are used as anoxic zones, the degree of denitrification, in
the absen a of any facility modifications, is limited to the amount of nitrates returned
to the anaerobic zone with the return activated sludge. This limitation is due to the
inability to recycle nitrified MLSS from the circular basins directly to the anaerobic
zones. The MLSS returned from the present anoxic zones to the anaerobic basins
will not have a sufficient nitrate concentration to result in significant denitrification.
The anticipated reduction in peak SOTR when compared to nitrification is
approximately 20 percent. Through denitrification, alkalinity is recovered at a rate
of 3.57 mg/L for each 1 mg/L of nitrate converted to nitrogen gas. The resulting
alkalinity addition required for denitrification is reduced to 81 mg/L, approximately
25 percent less than nitrification only.
The level of denitrification achieved can be increased by operating both the
existing oxic and anoxic recycle pumps. The oxic recycle pumps would distribute the
nitrates throughout the activated sludge volume while the anoxic zone recycle pumps
would recycle 6 mgd of nitrified MLSS to the anaerobic zones for denitrification.
This mode of operation could be used effectively to reduce the peak oxygen transfer
requirements and the amount of alkalinity supplementation required. By enhancing
the denitrification process, there will be a cost savings associated with blower power
consumption and reduced alkalinity supplementation. The cost associated with
operating and maintaining the recycle pumps, however, appears to- offset the cost
savings associated with achieving the higher level of denitrification.
The recommended mode of operation to optimize the performance of the
secondary) treatment process is to always operate for nitrification/denitrification. The
existing rectangular and circular aeration basins should be used to provide
nitrification until .the oxic volume is no longer adequate. This is projected to occur
at a plant; flow of approximately 6.3 mgd. At plant flow rates between 6.3 and
121996 1-11 CMUD - Mallard Creek WRF
Black & Veatch Summary Report 1

8.0 mgd, the existing anoxic zones should be converted to oxic volume and the
anaerobic zones should be used as anoxic zones to provide denitrification of the
nitrates in the returned activated sludge. During maximum month summer loads, the
oxic and anoxic recycle pumps should be* operated to increase the level of
denitrification achieved. This will reduce the peak oxygen transfer requirements of
the aeration equipment.
8. Final Clarifiers
There are* two existing 100-foot diameter final clarifiers with side water depths
of 15 feet equipped with influent flocculation wells, mechanical flocculators, and full
radius skimmers. At a plant flow of 8 mgd, the hydraulic surface overflow rate on
the final clarifiers is 510 gpd/sf. Under maximum month loads, the solids loading rate
(SLR) is 24 ppd/sf at an estimated RAS flow rate of 80 percent of the plant flow.
These loading rates are within an acceptable range for flocculating clarifiers. In
addition, the tertiary filters at Mallard Creek WRF can be used to capture any
additional solids that may be lost from the final clarifiers under peak load conditions.
Polymer can be added to the final clarifiers to enhance flocculation if required to
maintain an acceptable solids load on the tertiary filters.
9. Tertiary Filtration
The two existing traveling bridge tertiary filters each have a surface area
dimension of 16 feet by 70 feet, with a total surface area of 2,240 square feet. The
filters were designed for a solids loading rate of 0.68 ppd/sL To maintain this loading
rate at a plant flow of 8 mgd, the final clarifier effluent TSS concentration will have
to be less than 22 mg/L. Available plant records indicate that the final clarifiers have
not exceeded an effluent TSS of 22 mg/L. If required, the filters are designed to
achieve a higher solids loading rate by increasing the backwash frequency. At a plant -
flow of 8 mgd, the filters will be operating at a hydraulic loading rate (HLR) slightly
higher than the design rate of 2.0 gpm/sf. The filter HLRs based on one cell .in
backwash cycle are shown in Table 4.
121996 1-12 CMUD - Mallard Creek WRF
Black & Veatch Summary Report 1

TABLE 4
Tertiary Filter Hydraulic Loading Rates
Hydraulic Loading Rate (gpm/sq ft)
6 mgd Avg.
Permitted
Flow
15 mgd
Peak Day
Permitted Flow
8 mgd Avg.
Re -rated Flow
16 mgd
Peak Day
Re -rated Flow
Both Basins
2.0
5.0
2.5
5.0
One Basin
4.0
10.0
5.0
10.0
10. Disinfection
The ultraviolet (UV) system consists of two trains with four modules of UV bulbs
in each train. Review of operating information for flow rate effluent fecal coliform
counts and number of UV banks in service during June. and July of 1996 shows that
fecal coliform compliance is achieved with half the UV units in service at the 4 to
5 mgd flowrates. This information suggests that 8 mgd could be disinfected
effectively by operating all UV banks. The effectiveness of the system at 16 mgd
peak flow, is not known. The peak flow at 8 mgd (16 mgd) is only 1 mgd greater
than the original design, and it is therefore anticipated that UV disinfection may be
adequate at 8 mgd annual average flow. Flow -based fecal coliform data is being
collected by plant staff to confirm performance. Also, controlled stress testing of this
system is necessary to confirm effectiveness at peak flows.
11. Return Activated Sludge Pumps
RAS pumping capacity is sufficient based on anticipated recycle flows under
maximum month conditions at 8 mgd flow. RAS installed capacity is 9 mgd
compared to a maximum recycle requirement of 6.6 mgd (maximum month winter
condition).
121996 1-13
Black & Vea�ich
CMUD - Mallard Creek WRF
Summary Report 1

12. Primary Sludge Pumps, WAS Pumps, Thickened WAS Pumps, and
Digested Sludge Pumps
Sufficient pumping capacity exists for transfer of primary sludge to the digesters,
transfer of unthickened waste activated sludge (WAS) to the thickening centrifuge,
transfer of thickened WAS to the digesters, and transfer of digested sludge to the
centrifuge all at maximum month conditions.
13. Centrifuges
Centrifuge operation times under average and maximum month conditions are
estimated as shown in Table 5.
In an expansion to 12 mgd, additional equipment should be provided to provide
redundancy in centrifugation. Up to 8 mgd plant capacity, the plant can operate as
designed wherein the dewatering centrifuge can be operated as a backup to the
thickening unit and drying beds can be used as a backup to the dewatering centrifuge
and for biosolids storage. Liquid biosolids storage is also available in the secondary
and the uncovered digesters (1 million gallons total capacity). Liquid biosolids can
be land applied (in season) using the liquid biosolids loading station at the dewatering
building.
TABLE 5
Centrifuge Operation at 8 mgd Plant Capacity
Operation Time
(hr/day - 7 days/wk)
Annual Average Conditions
Thickening
13
Dewatering
14
Maximum Month Conditions
Thickening
22
Dewatering
20.5
121996 1-14 CMUD - Mallard Creek WRF
Black & Veatch Summary Report 1

a
14. Anaerobic Digesters
There are two existing primary anaerobic digesters with a total volume of 139,000
cubic feet. The digesters were designed for a biodegradable volatile suspended solids
(BVSS) loading rate of 49 ppd/kcf and a SRT of 20 days. At a plant influent of
8 mgd, with the revised wastewater characteristics, the BVSS maximum month
loading rate increases to 113 ppd/kcf, and the SRT is reduced to 10 days. These
loading rates are very high for the existing anaerobic digesters, which will be limited
by the Pearth mixing system; and careful operator attention will be required to
achieve the required level of stabilization. Under annual average conditions, the
anaerobid digester loading rate will be more manageable at an SRT of 15.5 days and
a BVSS 'load of 70 ppd/kcf.
The 40 CFR Part 503 regulations, for Class B biosolids, requires the biosolids to
be processed to significantly reduce pathogens and to reduce vector attraction. The
pathogen reduction requirements can be met by one of the following three
alternatives:
a. Monitoringf ' o Indicator Organisms. Pathogens must be monitored. A test
for fecal coliform density may be performed as an indicator for all pathogens.
b. Biosolids Treatment in a Process to Significantly Reduce Pathogens
(PSRP). Biosolids must be treated in one of the processes to significantly reduce
pathogens. Anaerobic digestion requires a mean cell residence time and temperature
between 15 days at 35 to 55 degrees Celsius and 60 days at 20 degrees Celsius.
c. Biosolids Treated in a Process Equivalent to a PSRP. Biosolids must
be treated in a process equivalent to one of the PSRPs, as determined. by the _
permitting authority.
Of the above alternatives to provide significant pathogen . reduction, the
monitoring program for fecal coliforms is best suited for implementation at the
Mallard Creek WRF at a plant flow of 8 mgd. The existing digester, with careful
operation, should reduce the pathogens to the required most probable number
(MPN) of 2 million per gram of solids at the anticipated loading rates.
The vector attraction requirements for Class B biosolids can also be met by
several alternatives under the 40 CFR Part 503 regulations. The most common for
anaerobicdigestion, however, is to achieve a 38 percent reduction in volatile solids
121996 1-15 CMUD - Mallard Creek WRF
Black &Veatch Summary Report 1

content within the digester. It is anticipated that the existing anaerobic digesters will
be able to achieve this level of volatile solids reduction at the 8 mgd loading rates.
If the anaerobic digesters are not able to meet the pathogen or vector attraction
requirements, the existing drying beds can be used to supplement digestion and
further stabilize the biosolids. Injection of the biosolids beneath the soil may also be
used to meet the vector attraction requirements if the 38 percent volatile solids
reduction is not obtained.
In addition, if the biosolids stabilization criteria are not successfully met, the
biosolids can be disposed of as follows: (1) landfill disposal at BFI landfill at the
Charlotte Motor Speedway (3 miles from the plant), (2) hauling to Rocky River
Regional WWTP, Cabarrus County, for incineration (Department of Water Quality
approval required in advance), and (3) hauling to another CMUD plant including
McAlpine Creek Wastewater Management Facility which has facilities for dewatering,
alkaline stabilization and biosolids composting.
15. Alkalinity Supplementation
Alkalinity supplementation is required at the Mallard Creek WRF to maintain
nitrification. The existing lime feeding equipment has a capacity of approximately
210 lb/hr of hydrated lime. As previously indicated, approximately 105 mg/L and
81 mg/L of alkalinity addition is required for nitrification and nitrification/
den itrification, respectively. These concentrations result in a hydrated lime feed
capacity requirement of 216 lb/hr for nitrification and 167 lb/hr for
nitrification/denitrification. Therefore, if the plant is operated for
nitrification/denitrification, the existing lime feed equipment has sufficient capacity
to meet the required alkalinity supplementation. If the plant is operated for
nitrification, however, additional lime feeding equipment will be required.
121996 1-16 CMUD - Mallard Creek WRF
Black & Veatch Summary Report 1

TABLE 6
Mallard Creek hater Reclamation Facility
Unit Process Treatment Capacity Summary - Liquid Train
Treatment
Unit Process
Capacity
Comment
HYDRAULIC FLOW
Maximum Month/Annual Average
1.15
Based on plant data 1991 to mid-1996.
Peak Day/Annual Average
2.00
HEADWORKS
Bar screens
Treatment capacity - channel capacity
Coarse
3" opening
Fine
1.5" opening
Flume, m d
19
10 (32)
12" (36")
Influent Pumps
Firm, mgd
18
Limiting at 9 mgd flow.
Maximum, mgd
28
PRELIMINARY TREATMENT
Bar Screens
3/8" opening
Firm,'mgd
15
Maximum, mgd
30
Aerated Grit Chamber
Firm, mgd
8
Based on 3 minute detention time and peak
Maximum, mgd
16
flow. Units not plant flow limiting.
PRIMARY CLARIFICATION
Annual Average, mgd
8
Based on plant maximum month data acceptable
Hydraulic Detention Time
loading to aeration basins.
Annual Average, hr
1.47
Peak Day, hr
0.73
Surface'�IOverflow Rate
Annual Average, gpd/ft2
1,060
Peak Day, gpd/ft
2,110
TRICKLING FILTRATION
Average, mgd
6
Bypass flows >6 mgd to aeration basins.
W/ Recycle, mgd
9
Units not plant flow limiting.
Peak, mgd
12
AERATION BASINS
Based on maximum month data, 50% BOD removal
Annual Average, mgd
8
and 75% TSS removal in primary clarifiers,
Peak Day, mgd
16
same loading as for 6 mgd. Parallel train
operation.
AERATION BLOWERS
scfm
21,125
Installed.
scfm
16,900
Firm.
FINAL CLARIFICATION
Annual Average, mgd
8
Surface Overflow Rate
gpd/ft2
510
a flow - 8 mgd.
gpd/ft2
1,020
@ Peak day flow - 16 mgd.
TERTIARY FILTRATION
Annual Average, mgd
8
Based on filter mass loading rate - 750 ppd.
Peak Day, mgd
16
Need to maintain FC TSS eff < 22 mg/L.
UV DISINFECTION
Annual Average, mgd
8
Based on installed lamps and plant data kill
rate.
121996
Black & Veatch
1-17 CMUD - Mallard Creek WRF
Summary Report 1

TABLE 7
Mallard Creek"Water Reclamation Facility
Unit Process Treatment Capacity Summary - Solid Train
Treatment
Unit Process
Capacity
Comment
NITRATE RECYCLE PUMPS
Firm, range, gpm
600 - 1,050
Less than plant flow.
Maximum, range, gpm
1,200 - 2,100
Not required for nitrification.
PRIMARY SLUDGE PUMPS
3 for clarifiers, 1 scum, 1 standby.
Range, gpm, each
0.4 - 152
PS - 53 gpm @ max month.
PS - 37.5 @ flow - 6 mgd.
WASTE ACTIVATED SLUDGE PUMPS
Firm, gpm
100
WAS - 135 gpm @ max month.
Maximum, gpm
300
Adjustable speed, 70 - 150 gpm each.
WAS - 80 gpm @ flow - 8 mgd.
RETURN ACTIVATED SLUDGE PUMPS
Firm, gpm
4,200
Adjustable speed, 1,300 - 4,200 gpm firm.
Maximum, gpm
6,300
RAS limits to Q - 9 mgd.
SCUM PUMPS
Range, each, gpm
0.4 - 152
Same capacity as primary sludge pump.
LIME FEED
Hydrated lime, lb/hr
210
ANAEROBIC DIGESTERS
Volume, covered, gal
1,000,000
Sludge @ max month - 99,000 gpd.
Volume, uncovered storage, gal
500,000
Sludge @ max month - 67,600 gpd @ annual
avg.flow - 8 mgd.
SRT, day
10
@ Max month.
SRT, day
15.5
@ Flow - 8 mgd.
DIGESTER SLUDGE PUMPS
Capacity, gpm, each
150
Sludge @ max month - 68.3 gpm.
Capacity, range, gpm, each
50-150
Sludge @ 8 mgd flow - 46.5 gpm.
THICKENED WAS PUMPS
Capacity, gpm, each
15
Thickened WAS - 20.3 gpm @ max month,
4% TS.
Capacity, range, gpm, each
0-150
Thickened WAS - 12 gpm @ flow - 8 mgd.
THICKENING CENTRIFUGE
Flow, gpd
195,000
Max month, 0.6% solids.
Flow, gpd
115,000
Flow - 8 mgd, 0.6% solids.
Feedrate, gpm
150
Operation time, hr per day
22
@ Max month.
Operation time, hr per day
13
@ Flow - 8 mgd.
DEWATERING CENTRIFUGE
Flow, gpd
98,300
Max month, @ 2.7% solids.
Flow, gpd
66,900
Flow - 6 mgd @ 2.7% solids.
Total feedrate, gpm
80
Operation time, hr per day
20.5
@ Max month.
Operation time, hr per day
14
@ Flow - 8 mgd.
121996 1-18 CMUD - Mallard Creek WRF
Black & Veatch Summary Report 1

F. Recommendations
The following are recommendations .. to achieve a re -rated plant flow of 8 mgd at
a
Mallard Creek WRF:
1. Remove Smaller Flume From Inlet Flume
The minimum recorded influent flows have been 1 mgd or greater with one
exception since January 1994, which was a flow of 0.6 mgd. The 12-inch flume
accurately i measures up to 10 mgd. The 36-inch flume accurately measures between
0.65 and 32 mgd. Influent low flows less than 0.65 mgd should be verified; and, if
accurate, the 12-inch flume should be left in place. When the night-time, dry season
instantaneous flows are consistently greater than 0.65 mgd, the 12-inch flume should
be removed to improve hydraulics.
2. Chemical Enhancement of Primary Clarifier -Performance
Consider performing a stress test on the primary clarifiers to confirm removal
efficiencies at 8 mgd. If removal efficiencies decrease at high loading rates, it may
be necessary to chemically enhance the performance of the primary clarifiers to
maintain an acceptable load on the secondary treatment process. If chemical
enhancement is required, pilot testing with iron salts, alum, and polymer should be
conducted to determine optimum dosage rates.
3. Operate Secondary Treatment Process as Nitrification/Denitrification
To optimize the performance of the secondary treatment process, it is
recommended to always operate for nitrification/denitrification. For plant flows up
to 6.3 mgd, the existing rectangular aeration basins and anoxic zones should be
adequate. At plant flows between 6.3 and 8.0 mgd, the existing anaerobic zones
should be 'converted to anoxic zones and used to denitrify the nitrates in the return
activated sludge.
4. Optimize Thickening of WAS
Optimal thickening of WAS to achieve 6 percent solids (i.e., utilization of
thickening centrifuge) will reduce the amount of biosolids sent to the anaerobic
digesters. j This in turn will increase the digester SRT and possibly reduce the
monitoring) required by the Part 503 regulations.
121996 1-19 CMUD - Mallard Creek WRF
Black & Veatch Summary Report 1

5. Continuous Feed to Digesters
A continuous, mixed feed should.. be maintained to the digesters, and the
undigested sludge will be combined with digested sludge. The result is more uniform
biosolids with adequate pathogen destruction provided the time and temperature
requirements are met.
6. Digester Monitoring
Implement monitoring program to demonstrate that the anaerobic digesters are
significantly reducing pathogens and achieving a volatile solids destruction of
38 percent for the vector attraction reduction requirements.
7. Data Collection
Continue to collect data that can be used to determine maximum plant operating
conditions and confirm assumptions used in this report. This data will be used to
evaluate acceptable surface overflow rate, hydraulic retention time, solids retention
time, and loadings to the individual units. The primary clarifier BOD and TSS
removal efficiencies should also be verified. Consider performing stress tests on the
facilities to simulate the loads on the processes at a plant flow of 8 mgd.
121996 1-20 CMUD - Mallard Creek WRF
Black & Veatch Summary Report 1

Appendix A•

State of North Carolina
Department of Environment,
Health and Natural Resources
Division of Environmental Management
James B. Hunt, Jr., Governor
Jonathan B. Howes, Secretary
A. Preston Howard, Jr., P.E., Director
April 24,1996
Mr. Barry M. Gullet, Deputy Director
Charlotte Mecklenburg Udl•r Dc
5100 Brookshire Blvd. iY rt neat
Charlotte, NC 28216
Subject: Speculative Discharge Limits
NPDES Permit No. NCO030210
MMLTD Mallard Creek WW P
Mecklenburg County _
� n
Dear Mr�sul
CC
C'cu�j u.�l%rS-ad 1 1 e 1r96
Gj P/�f4 t f BLACK & '✓c;TCH
The Division of Enviro=ental Management has completed its evaluation of your
request for speculative limits for the expansion of the Charlotte -Mecklenburg Utility
Department's Mallard Creek WWTP. Speculative discharge limits for flows of 9 MGD
and 12 MGD were requested.
Based on available information, the tentative monthly averalimits for
conventional parameters are as follows: ge
BODS (mg/1)
Summer
Winter
NH3-N (mm)
5
1
10 -
DO (mg/1)
6
2
TSS (mgA)
30
6
30
Fecal Coliform
(r/100 ml)
200
200
pH (SU)
6-9
6-9
Chlorine (ug/1)
18
18
These limits apply to both the 9 MGD and 12 MGD flows.
P.O. Box 29535. Raleigh, North Carolina 27626-0535 Telephone 919-733,5083 FAX [phone]
An Equal Opportt:nity Affirmative Action Employer 50% recvcled/ logo post -consumer paper

r The evaluation of ammonia and BOD limits considered the interaction between the
proposed expansion in wasteflow and the discharges from both the Town of Mooresville's
o•
Rocky River WWTP and the Cabarrus County WSA's Rocky River Regional WWTP.
The Division's modeling analysis indicates that the specified ammonia limit is necessary to
protect instream dissolved oxygen levels in Mallard Creek and the Rocky River.
Under current DEM procedure, dechlorination and chlorine limits are
recommended for all new or expanding dischargers proposing the use of chlorine for
disinfection An acceptable level of residual chlorine in the effluent of this plant in order
to protect against chronic toxicity is 18 ug/l. If the facility continues to use UV
disinfection upon expansion, the chlorine limit will apply only when the backup chlorine
disinfection system is in operation.
Thisiispeculative analysis does not include limits or monitoring requirements for
metals or other toxicant,;. If�r, l�'DPE:r S perit is requested, a new evaluation of the
constituents; present in the discharge would be necessary. The instream waste
concentrations (IWC) at which limits for toxic substances will be calculated are 96% for a
9 MGD discharge and 97% for a 12 MGD discharge.
The facility will be required to meet a whole effluent toxicity test limit. At both
the 9 MGD or 12 MGD flows, a chronic (Ceriodaphnia) test must be performed quarterly
with a pass/fail limit at a test concentration of 90%. As was done when the permit for this
facility was last renewed, a Phase II chronic test may be substituted for this requirement at
your request. f
Please be advised that response to this request does not guarantee that the Division
will issue an NPDES permit to discharge treated wastewater into these receiving waters.
It should be noted that new and expanding facilities, involving an expenditure of public
funds or use of public (state) lands, will be required to prepare an environmental
assessment (EA) when wasteflows: 1) exceed or equal 0.5 MGD, or 2) exceed one-third
of the 7Q10 flow of the receiving stream. DEM will not accept a permit application for a
project requiring an EA until the document has been approved by the Department of
Environment,Health and Natural Resources and a Finding of No Significant Impact -
(FONSI) has been sent to the state Clearinghouse for review and comment.
The EA should contain a clear justification for the proposed facility and an analysis
of potential alternatives which should include a thorough evaluation of non -discharge
alternatives. Nondischarge alternatives or alternatives to expansion, such as spray
imgationI watt r conservation, inflow and infiltration reduction or connection to a regional
treatment and disposal system, are considered to be environmentally preferable to a
surface water discharge. In accordance with the North Carolina General Statutes, the
practicable waste treatment and disposal alternative with the least adverse impact on the
environment is required to be implemented. If the EA demonstrates that the project may
result in a significant adverse affect on the quality of the environment, an Environmental
Impact Statement would be required. Alan Clark of the Water Quality Planning Branch
can provide further information regarding the requirements of the N.C. Environmental
Policy Act.
17

DEM is currently developing a water quality plan for the Yadkin -Pee Dee basin.
This effort may include a reassessment of the assimilative capacity of the Rocky River for
oxygen -consuming wastes and nutrients, and may affect the effluent limits of some
pernuttees. The plan is scheduled for completion in January, I998.
The above limits are to assist you in your planning and engineering analyses and
are speculative. Final NDPES effluent limitations will be determined after a formal permit
application has been submitted to the Division. If there are any additional questions
concerning this matter, please feel free to contact Ruth Swanek (ext. 503) or Jim Blose
(ext. S 14) of my staff at [phone].
cerely,
I7 nald L4ief
't,.-E, I v
Assistant for Ted 'cal Support
Water Quality on
cc: David Goodrich, Permits and Engineering
Rex Gleason, Mooresville Regional Office
Central Files
•16
, is :..r �.•
3

State of North Carolina
Department of Environment,
y Health and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Jonathan B. Howes, Secretary
A. Preston Howard, Jr., P.E., Director
May 15,1997
Arnold Jarrell
Charlotte; Mecklenburg Utility Department
5100 Brookshire Boulevard
Charlotte, NC 28216
Re: SCH File #97-E-4300-0590
DEHNR Project #825, EA-FONSI
Mallard Creek Water Reclamation Facility
Re -Rating and Expansion EA/FONSI
CMUD, Mecklenburg County
Dear Mr. Jarrell:
\- i - /
'V%
On May 13,1997 the State Clearinghouse deemed the NCEPA review on the above
project complete (see attached letter from the Clearinghouse). It is now acceptable to
proceed with your permit applications through the Division of Water Quality for the
components of the proposed project No further actions on the EA are required.
If there is anything I can assist you with, please do not hesitate to give me a call at
[phone], ext. 567.
Sincerel ,
Michelle L. Z rkrubbe, AICP
Environmental Specialist
enclosures (SCH ltr and FONST)
mis:ICMUD\clmghs complete ltr 5/15/97
cc: Tom Vandeventer, CMUD (w/ enclosures)
Ms. Jennifer Boe, Black and Veatch (w/ enclosures)
Coleen Sullins, Permits and Engineering (w/ enclosures)
Dave Goodrich, NPDES Group (w/ enclosures)
Melba McGee, DEHNR (w/ enclosures)
Keith overcash, DWQ-MRO (w/ enclosures)
P.O. Box 29535, Raleigh, North Carolina 27626-0535 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post -consumer paper

r
CO
Owr Ny
North Carolina
Department of Administration
James B. Hunt, Jr., Governor
May 13, 1997
Ms. Michelle Suverkrubbe
N.C. DEHNR
Division of Water Quality
Archdale Building
Raleigh, NC 27611
Dear Ms. Suverkrubbe:
Katie G. Dorsett, Secretary
Re: SCH File # 97-E-4300-0590; Environmental Assessment/Finding of No Significant Impact
Charlotte/Mecklenburg Utility Department - Proposal to Re -Rate and Expand the Mallard Creek
Water Reclamation Facility
The above referenced environmental impact information has been reviewed through the State
Clearinghouse under the provisions of the North Carolina Environmental Policy Act.
No comments were made by any state/local agencies in the course of this review. Therefore, no further
environmental review action on your part is required for the compliance with the Act.
Best regards.
cc: Region F
Sincerely,
6�z� /I _� �; e_�
Mrs. Chrys Baggett, Director
N. C. State Clearinghouse
116 West Jones Street Raleigh, North Carolina 27603-8003 Telephone [phone]
An Equal Opportunity / Affirmative Action Employer

FINDING OF NO SIGNIFICANT IMPACT
Environmental Assessment for Re -Rating and Expansion of the
Mallard Creek Water Reclamation Facility
Charlotte -Mecklenburg Utility Department
Mecklenburg County
An environmental assessment (EA) has been prepared, pursuant to the requirements of the North
Carolina Environmental Policy Act, for proposed wastewater treatment plant expansion and
improvements for the Mallard Creek Water Reclamation Facility (MCWRF) in Mecklenburg
County. The project is located in northeast Charlotte County, in the Yadkin River Basin. The
wastewater treatment plant currently discharges to Mallard Creek. The treatment plant is currently
permitted for b million gallons per day (mgd) discharge. The proposed project involves two
phases - re -rating and expansion of the existing plant. The proposed re -rating phase will increase
the plant capacity to approximately 8 mgd without the addition of new structures or site
modifications. The plant's annual average flows are nearing 80 percent of the design capacity.
Re -rating is expected to be complete by mid-1997 to maintain adequate capacity for the anticipated
growth in the service area until full expansion can be completed.
The projected expansion phase will increase the plant capacity to 12 mgd to meet the projected
2015 year flows from increases in population and commercial development in the area.
Approximately 5 acres will be disturbed on the existing MCWRF site for the construction of the
additional capacity. Proposed improvements will include
1) construction of two primary clarifiers;
2) one aeration basin;
3) one final clarifier,
4) additional effluent filtration/disinfection; and,
5) one anaerobic digester.
This EA and Finding of No Significant Impact (FONSI) are prerequisites for the issuance of an
NPDES permit for the wastewater 0. treatment plan expansion by the Division of Water Quality.
The subject EA addresses a wide array of potential direct and indirect impacts associated with plant
constructionand operation. Based on the findings of the EA and on the impact avoidance
measures contained therein, including strict effluent discharge limitations and the reduction of
permitted discharge through the reclamation of a portion of the treated effluent as irrigation water
for a local golf course, it is concluded that the proposed project will not result in significant impacts
to the enviroPinent. Pending approval by the State Clearinghouse, the environmental review for
this project will be concluded. An environmental impact statement will not be prepared for this
ProjecL
North Carolina Division of Water Quality
March 20,1997

3
State of North Carolina
Department of Environment,
Health and Natural Resources •
Division of Water Quality -
James B. Hunt, Jr., Governor
Jonathan B. Howes, Secretary E'---' NF=?L
A. Preston Howard, Jr., P.E., Director
MEMORANDUM
DATE: March 20, 1997
Ta. Jeanette Furney, State Clearinghouse
FROM: Michelle Suverkrubbe, WQ Planning Branch ?
THROUGH: Alan Clary, fupervisor r
RE: EA/FONSI for Clearinghouse Review -MCWRF EA
(DEHNR Project # 825); CMUD; Mecklenburg County
The Division of Water Quality is submitting the enclosed 9 copies of the above FONSI and
Environmental Assessment for State Clearinghouse review. This document has been reviewed at
both the Division level and through DEHNR and has been amended to satisfy any in-house
concerns. Please publish this project and circulate it in the Environmental Bulletin on March 27,
1997 for a 30 working day review to end May 12, 1997.
If you should have any questions, please give me a call at [phone], ext. 567.
enclosures
cc: Jennifer Boe, Black and Veatch (w/FONSI)
Keith Overcash, DWQ - Mooresville Regional Office (w/FONSI)
Coleen Sullins, DWQ - P&E Unit (w/FONSI)
Dave Goodrich, DWQ - NPDES Group (w/FONSI)
n lsAsc825memo Mallard Expand
P.O. Box 29535, Raleigh, North Carolina 27626-0535 Telephone [phone] FAX [phone]
An. Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post -consumer paper

FINDING OF NO SIGNIFICANT IMPACT
Environmental Assessment for Re -Rating and Expansion of the
Mallard Creek Water Reclamation Facility
Charlotte -Mecklenburg Utility Department
Mecklenburg County
An environmental assessment (EA) has been prepared, pursuant to the requirements of the North
Carolina Environmental Policy Act, for proposed wastewater treatment plant expansion and
improvements for the Mallard Creek Water Reclamation Facility (MCWRF) in Mecklenburg
County. The project is located in northeast Charlotte County, in the Yadkin River Basin. The
wastewater treatment plant currently discharges to Mallard Creek. The treatment plant is currently
permitted for 6 million gallons per day (mgd) discharge. The proposed project involves two
phases - re -rating and expansion of the existing plant. The proposed re -rating phase will increase
the plant capacity to approximately 8 mgd without the addition of new structures or site
modifications. The plant's annual average flows are nearing 80 percent of the design capacity.
Re -rating is expected to be complete by mid-1997 to maintain adequate capacity for the anticipated
growth in the service area until full expansion can be completed.
The projected expansion phase will increase the plant capacity to 12 mgd to meet the projected
2015 year flows from increases in population and commercial development in the area.
Approximately 5 acres will be disturbed on the existing MCWRF site for the construction of the
additional capacity. Proposed improvements will include
1) construction of two primary clarifiers;
2) one aeration basin;
3) one final clarifier;
4) additional effluent filtration/disinfection; and,
5) one anaerobic digester.
This EA and Finding of No Significant Impact (FONSI) are prerequisites for the issuance of an
NPDES permit for the wastewater treatment plan expansion by the Division of Water Quality.
The subject EA addresses a wide array of potential direct and indirect impacts associated with plant
construction and operation. Based on the findings of the EA and on the impact avoidance
measures contained therein, including strict effluent discharge limitations and the reduction of
permitted discharge through the reclamation of a portion of the treated effluent as irrigation water
for a local golf course, it is concluded that the proposed project will not result in significant impacts
to the environment. Pending approval by the State Clearinghouse, the environmental review for
this project will'be concluded. An environmental impact statement will not be prepared for this
project.
North Carolina Division of Water Quality
March 20, 1997

�a,✓�
Note for D rich R �t 44-
From: Alan Clark
Date: Sat, Feb 22,1997 9:57 AM
Subject: RE: Question on EA/NPDES issue
To: Dave Goodrich
Cc: Michelle Suverkrubbe
o �041(0302
� ago--� Page 1
�/tt 04w
I think this type of approach makes meaningful use of the SEPA process. Am glad you feel
you can do it.
From: Dave Goodrich on Sat, Feb 22,1997 9:54 AM
Subject: RE: Question on EA/NPDES issue
To: Michelle Suverkrubbe
Cc: Alan Clark; Coleen Sullins
I don't have a problem with this condition. I think your course of action seems reasonable.
Since timing is such a crucial issue, we might want.to add the exact time frame of when the
survey can be performed (i.e., April through June or something similar) so that there will be
no mix up regarding the timing of the entire process. I have not been in contact with CMUD
regarding their construction schedule, so I don't know if they think there'll be a problem.
However, even if we received the application on Monday, we wouldn't have a draft permit
until sometime in May.
From: Michelle Suverkrubbe on Fri, Feb 21, 1997 1:31 PM
Subject: Question on EA/NPDES issue
To: Dave Goodrich
Cc: Alan Clark; Coleen Sullins
I am dealing with a proposed discharge expansion project (Mallard Creek.- CMUD) that has a
potential (not confumed) to impact a federally listed endangered plant species by the
construction activities or operations on the WWTP site. The consultant probably should have
(but didn't) perform a plant survey on the site as part of the EA. The EA has been circulated
through DEHNR and Wildlife Resources Commission brought this issue up. To go back
and survey now for the species (which probably should be done if the EA was exactly
by -the -book), they would have to wait until late spring or early summer to find this plant (I
think it is an annual).
To expedite the EA now, and not make them wait a few months to survey in order to
complete the document, I suggested the following mitigation be added to the project to get it
to the Clearinghouse:
An endangered plant species survey will be performed by a qualified plant ecologist or
specialist over the entire WWTP expansion area, including the areas under the existing
electric transmission line easements that will be disturbed by the construction or operations of
the project. This survey will be conducted during the appropriate time of year to identify the
existence and extent of any endangered plant species on site and will be performed in
compliance with all state and federal requirements. If sensitive plant species are found on
site, the applicant will consult with the USFWS and any responsible state agencies to
determine appropriate mitigation or avoidance techniques to mitigate potential endangered
species impacts. These measures may include, at the direction of the appropriate agencies

Page 2
(including USFWS), avoiding the particular species habitat through project redesign,
physical relocation of the plant species, or other mitigation. THE PLANT SURVEY AND
ALL REQUIRED MITIGATION MEASURES MUST BE COMPLETED TO TIE
SATISFACTION OF THE USFWS AND OTHER INVOLVED STATE AGENCIES
PRIOR TO DWQ ISSUANCE OF THE NPDES PERMIT FOR THE PROJECT (I.E. TBE
WWTP EXPANSION).
Are you OK with such a requirement? Can such a thing be added to your application process?
Do you think it will be a problem to have your folks check on this when the time comes to
verifying compliance??
Please let me know as soon as you can what you think so I can advise the consultant.
Thanks!
Michelle