NC0045993_Report_19940523

NPDES DOCUMENT SCANNING COVER SHEET
NC0045993
Teledyne ALLVAC WWTP
NPDES Permit:
Document Type:
Permit Issuance
Wasteload Allocation
Authorization to Construct (AtC)
Permit Modification
Complete File - Historical
Engineering Alternatives (EAA)
Correspondence
Owner Name Change
Report
Instream Assessment (67b)
Speculative Limits
Environmental Assessment (EA)
Document Date:
May 23, 1994
'Thing document i®c printed on reuuce paper - ignore any
contest cm the resrerge aide

eCOOPER ENVIRONMENTAL
ENGINEERS • GEOLOGISTS • SCIENTISTS
May 23, 1994
Mr. J. Thurman Horne, P.E.
Manager of Environmental Affairs
Teledyne - Allvac/Vasco
2020 Ashcraft Avenue
P.O. Box 5030
Monroe, North Carolina 28110-0531
RE: Results of 7Q 10 Measurements
CEI Project No. 93171
Dear Mr. Horne:
Teledyne - Allvac/Vasco retained Cooper Environmental, Inc. (CEI) to
assist in meeting the requirements of the NPDES Permit issued for the Monroe,
North Carolina facility. This assistance included the development and
subsequent approval of a monitoring plan, implementation of the pLan, and
interpretation of the results. This report summarizes these activities.
1.0 INTRODUCTION
Teledyne-Allvac/Vasco, Monroe Plant is located at 2020 Ashcraft Avenue
in Monroe, Union County, North Carolina. The facility is permitted through the
North Carolina Department of Environment, Health and Natural Resources,
(NCDEHNR) to discharge waste water under National Pollutant Discharge
Elimination System (NPDES) Permit No. NC0045993. The receiving water
designated in the NPDES permit is Richardson Creek in the Yadkin -Pee Dee
River basin.
2300 SARDIS ROAD NORTH • SUITE Q
CHARLO1IL, NORTH CAROLINA • 28227
[phone] • FAX [phone]

Mr. J. Thruman Horne, P.E.
May 23, 1994
Page 2
Part III, subpart H of the above referenced NPDES permit requires that
the permittee submit a plan to NCDEHNR that will provide measurements
detailing low flow statistics for the seven-day ten-year stream discharge (7Q10)
event. A plan was prepared and submitted to NCDEHNR and the United States
Geological Survey (USGS) for approval. Appendix A presents a copy of this
plan. Upon receiving approval from both agencies, the plan was implemented
in an attempt to determine an acceptable projection of the low flow statistics for
Richardson Creek.
2.0 PROCEDURE FOR DETERMINING 7Q10 FLOW AT RICHARDSON
CREEK
The USGS collects flow data for selected streams by installation and
monitoring of gauging stations. Richardson Creek is not monitored by the
USGS. Determination of the seven-day, ten-year flow (7Q10) at an ungauged
site requires the comparison of base flows at the site in question to a
hydrologically similar USGS gauged site where the 7Q10 flow has been
determined. Measurements of the streamflow at the ungauged site are
collected and graphed at a logarithmic scale against the flow data recorded by
the USGS at the gauged station. A best fit line is constructed through the data
points. The value representing the calculated 7Q10 flow at the gauged station
is extended from the axis. The best fit line generated from the data points is
extended to intersect the 7Q10 value. The coordinate of the intersection
represents an approximation of the 7Q10 flow of the stream in question.
2.1 Data Collection
Flow measurements were taken at a location on Richardson Creek
immediately up -stream of the Teledyne - Allvac discharge point. The selection
of this site was based on the recommendation of J. Thurman Horne, Manger of
Environmental Affairs at Teledyne - Allvac. This location facilitated
measurement of the streamflow by decreasing the stream cross -sectioned area

Mr. J. Thruman Horne, P.E.
May 23, 1994
Page 3
and increasing the flow velocity. Measurements were taken on five separate
occasions. Each measurement event was preceded by a minimum of five days
of dry weather.
A reference system was constructed perpendicular to the streamflow
that segmented the flow into three inch wide increments. The increment width
was selected to correspond to the size of the paddle wheel of the pigmy -Price
meter. A flow velocity measurement was taken in each three inch increment by
suspending the pigmy -Price meter in the stream and recording the resulting
number of revolutions per minute of the wheel.
2.2 Streamflow Calculation
Streamflow observed during each measurement event was calculated
with the following equation.
Flow = E w;v;d;
Where wi is the width of a measurement
increment in feet.
vi is the flow velocity measured in a
measurement increment in feet per
second.
di is the depth of water in the
measurement increment in feet.
2.3 7Q 10 Calculation
The five measured flows were graphed versus the corresponding flows at
Twelve Mile Creek at a logarithmic scale. CEI contacted Ms. Amy Fogleman of

Mr. J. Thruman Horne, P.E.
May 23, 1994
Page 4
USGS, who reported the 7Q10 flow of Twelve Mile Creek as 0.073 cubic feet per
second. A line representing this value was plotted on the flow comparison
graph.
3.0 RESULTS
Table 1 presents the Richardson Creek flow rates measured by CEI and
flow measurements compiled by USGS for Twelve Mile Creek. Appendix B
presents a summary report detailing the results of sampling activities. The
Richardson Creek data was plotted versus the Twelve Mile Creek data at a
logarithmic scale and presented as Figure 1.
Date
TABLE 1
STREAM FLOW MEASUREMENT DATA
C40,--, WI 2 dAiptAL4 84_4044, ,)
Twelve Mile Creek Flow Richardson Creek Flow
(cfs) (cfs) yrG
.�,
10/7/93
1.2
1.15
10/16/93
1.3
0.89
10/27/93
1.7
0.17
10/28/93
1.7
0.23
10/29/93
1.7
0.20
4.0 CONCLUSIONS
A review of the results presented in the previous sections indicates that
the direct measurement and correlation procedure for determining low flow
conditions in Richardson Creek is not appropriate for this site.
During the period of the measurements, the water levels in Lake Lee
were monitored in an attempt to correlate with stream flow. Lake level
/

Mr. J. Thruman Horne, P.E.
May 23, 1994
Page 5
monitoring indicated that the water level in Lake Lee was falling rapidly. As a
result of the falling water levels in Lake Lee, discharge from the impoundment
decreased significantly. Consequently, the flow volume in Richardson Creek
also decreased. This correlation is depicted graphically in Figure 2. Mr. Harold
Pope of the City of Monroe, was contacted and reported that the city was
drawing water supplies from Lake Lee.
In conclusion, it appears that the previously approved method of
estimating 7Q 10 conditions in Richardson Creek by direct measurement is not
appropriate due to the influence of the Lake Lee impoundment. Additionally,
Mr. Thomas Zembrzuski of the USGS stated that the hydrological influence of
Lake Lee on Richardson Creek is such that 7Q10 conditions may not be an
accurate measure of minimum flow volumes. Subsequently, CEI recommends
that the effluent limits for Teledyne - Allvac be based on alternative criteria.
CEI is pleased to provide engineering services to Teledyne -
Allvac/Vasco. Should you have any questions concerning the information
contained in this report please feel free to contact me at [phone].
Sincerely,
COOPER ENVIRONMENTAL, INC.
_/f
John T. Salkowski
Engineering Division Manager
JTS \ bmh \ noflow.doc

FIGURES

FIGURE 1
RICHARDSON CREEK
0
RICHARDSON CREEK FLOW vs. TWELVE MILE CREEK FLOW
'0
1
•
1
1
•
1
0.
1
•
•
•
TWELVE MILE
CREEK 7Q10 FLOW
(0.073 CFS)
0
1
TWELVE MILE CREEK

FIGURE 2
Flow in Cubic Feet per Second
Stream Flows vs. Time
10
1
10/4/93
UTILIZATION OF LAKE LEE FOR
MONROE WATER SUPPLY
0/27/93
10/28/93 10/29/93
0.1
Measurement Date
—4— Richardson Creek
--—Twelve Mile Creek

APPENDIX A

PROCEDURES FOR PROJECTING LOW FLOW STATISTICS
AT
TELEDYNE-ALLVAC/VASCO MONROE, NORTH CAROLINA FACILITY
CEI PROJECT # 93171
PREPARED FOR:
TELEDYNE-ALLVAC/ VASCO
MONROE PLANT
2020 ASHCRAFT AVENUE
P. O. BOX 5030
MONROE, NORTH CAROLINA 28110-0531
PREPARED BY:
COOPER ENVIRONMENTAL, INC.
2300 SARDIS ROAD NORTH, SUITE Q
CHARLOTTE, NORTH CAROLINA
28227

TABLE OF CONTENTS
1.0 Background Information
2.0 Field Investigations
3.0 Flow Measurement and Gauging Procedures
4.0 Correlation to Flow Conditions at USGS Gauging Station
5.0 Additional Discussion
6.0 Technical Contacts
Figure 1
Figure 2
Appendix I
Appendix II
Appendix III
FIGURES
Site Location
Twelve Mile Creek Gauging Station Location
APPENDICES
NPDES Permit Subpart H
Procedure for Projecting a Seven -Day Ten -Year Low Value
at an Ungauged Site
Sample of Extrapolation Curve

1.0 Background Information
Teledyne-Allvac/Vasco, Monroe Plant is located at 2020 Ashcraft Avenue
in Monroe, Union County, North Carolina. Figure 1 illustrates the facility
location on the USGS topographic map for the Monroe area. The facility is
permitted through the North Carolina Department of Environment, Health and
Natural Resources, (NCDEHNR) to discharge waste water under National
Pollutant Discharge Elimination System (NPDES) Permit No. NC0045993. The
receiving water designated in the NPDES permit is Richardson Creek in the
Yadkin -Pee Dee River basin.
Part III, subpart H of the above referenced NPDES permit requires that
the permittee submit a plan to NCDEHNR that will provide measurements
detailing low flow statistics for the seven-day ten-year stream discharge (7Q10)
event. Appendix I presents a copy of the subject Permit. It is the intention of
this plan to meet the requirements of subpart H and to determine an
acceptable projection of the low flow statistics at Richardson Creek.
This plan was developed in accordance with the NCDEHNR and USGS
published document, " Procedures For Projecting A Seven -Day Ten -Year Low
Value At An Ungauged Site". The purpose of the plan is to outline the
procedures to be used for estimating low flow conditions in Richardson Creek.
Appendix II presents a copy of the NCDEHNR document. It is the intent of this
study to provide site -specific flow estimates for the section of Richardson Creek
that receives waste water discharges from the Teledyne Allvac, Monroe Plant.
2.0 FIELD INVESTIGATIONS
A field investigation of Richardson Creek was completed from below the
Lake Lee impoundment to the Teledyne-Allvac/Vasco waste water discharge
point located approximately 11/2 miles downstream from the impoundment. See
Figure 1 for the location of Lake Lee and the proposed sampling location in
relation to the facility.
The stream is described as being fairly broad, ranging from thirty to fifty
feet in width. The stream is approximately one to five feet deep with a rocky
1

bottom. Water appears to flow slowly through broad deeper areas, but several
narrow and shallow sections where the flow velocity increases were identified.
The flow upstream of the site appears to be derived from ground water
seepage, storm water runoff and normal leakage from the Lake Lee
impoundment.
The following factors were used in evaluating sampling and gauging
locations to be used for estimating low flow conditions in the receiving water,
Richardson Creek:
• Accessibility to sampling points across entire span of creek;
• Safety of personnel performing flow measurement activities;
• Proximity to facility waste water discharge point; and
• Flow conditions at the sampling location are representative of flow
conditions at the discharge point.
On the basis of these factors, it is proposed to collect the flow
measurements from the eleven, 48-inch culverts located under a pedestrian
and golf cart bridge located approximately 1/2 mile downstream from the Lake
Lee impoundment and immediately north of the US Highway bridge. Figure 1
identifies the bridge and culvert location. The construction is such that stream
flow passes through eleven culverts.
2

3.0 FLOW MEASUREMENT AND GAUGING PROCEDURES
The following describes procedures that will be used to collect flow
measurements at the site:
1. Install a rain gauge in an open area next to the culvert bridge. Record the
rainfall event prior to beginning stream measurements that will occur 5 to 7
days later. Make weekly measurements beginning thirty days after
receiving NCDEHNR approval and will continue for a minimum of twelve
weeks or until at least five measurements have been obtained during base
flow conditions.
2. Collect measurements during periods of base flow, that is when stream flow
is derived primarily from ground water intrusion and not surface runoff.
Streams are normally at base flow 5-7 days after the last rainfall event.
3. Install stream level gauges at each culvert intersection. The water level will
be measured. The measured depth of flow and the culvert diameter (48
inches) will be used to determine the wetted cross sectional area.
4. Collect flow measurements using a Pygmy current flow meter. Appendix IV
presents specific information on the Pygmy current meter.
5. Measurements of flow velocity will be made at the outlets of each of the
eleven (11) culverts after measurements indicate that the water level in the
culverts is no more than 1.5 feet deep in accordance with USGS
recommendations. The USGS recommends that the Pygmy current meter
not be used for velocity measurements if the water depth is greater than 1.5
feet.
6. Measure velocity through each culvert by collecting measurements at levels
80%, 60%, and 20% of the total stream depth at each culvert. The results
of these measurements will be used to calculate the average velocity
through the individual culverts.
3

7. The volumetric flow rate for each culvert will be calculated by multiplying
the average velocity by the calculated wetted cross -sectional area for each
culvert utilizing the following formula:
Q=VA
Where: Q = volumetric flow rate (ft3/sec)
V = current measurements (ft/sec)
A = wetted cross sectional area (ft2)
Sum the volumetric rates for each of the eleven
culverts to estimate the total stream flow.
A minimum of five (5) measurements reflecting separate hydrologic
events will be collected. It is expected that these measurements can be
obtained over a twelve week period. However, an extension may be requested
to collect at least five measurements under base flow conditions. Normally, the
lowest stream flows occur in September and October. It is unlikely that
extreme events will occur during the period we are collecting data and a
correlation will be performed to extrapolate flow conditions to the appropriate
level:
4.0 CORRELATION TO FLOW CONDITIONS AT USGS GAUGING STATION
During preliminary research and through field investigations, it was
determined that a USGS flow gauging station is located upstream from the
point of discharge. However, because of the Lake Lee impoundment it has
been determined by the engineer and the USGS to be inappropriate for
correlation with the site. Therefore an index station (02146900) located on
Twelve Mile Creek in Waxhaw, North Carolina has been suggested by USGS for
this plan. The proposed Twelve Mile Creek gauge station is located at the
intersection of latitude 34° 57' 08" North and longitude 80° 45' 21" West. The
engineer agrees with the USGS that this station can provide information
representative of conditions in Richardson Creek. Therefore, 7Q10 statistics
will be developed for the subject site in accordance with the following
procedures.
4

1. Request data from continuous stream gauges operated by the U.S.
Geological Survey. Request data from station number 02146900 located on
Twelve Mile Creek in Waxhaw, North Carolina. Request printouts of flow
measurements recorded at the referenced USGS site that coincide in date
and time with those taken at the Richardson Creek sampling location.
2. Correlate the two data sets and complete an extrapolation in accordance
with NCDEHNR and USGS procedures. Figure 2 illustrates the location of
Twelve Mile Creek. Appendix III provides a sample of an extrapolation
curve.
5.0 ADDITIONAL DISCUSSION
NCDEHNR conditionally accepted a 7Q10 flow of 0.32 cfs for NPDES
permitting. The acceptance of this flow rate is conditional upon demonstration
by Teledyne-Allvac/Vasco that 7Q10 flow rate in equal to or greater than 0.32
cfs in Richardson Creek at the discharge point. The purpose of the proposed
activities is to estimate the 7Q10 flow rate. It is unlikely that a 7Q10 event will
occur during the study period; therefore, the 7Q10 flow rate will be estimated
by extrapolation from the correlation curve.
A final report will be prepared that will contain at a minimum the
following:
1. A summary of all discharge measurements and sampling methodology;
2. Rainfall measurements;
3. Discharge calculations;
4. USGS discharge correlation data;
5. Extrapolations and flow projection curves.
5

This sampling plan will be submitted to the individuals identified below
for approval. Upon approval, the applicant will commence with the sampling
activities presented above, complete necessary calculations and extrapolations,
and submit a final report to the appropriate agencies listed below:
Mr. Don Safrit
NC DNRCD/DEM
WQ Section/Technical Services
Branch
PO Box 27687
Raleigh, NC 27611-27687
6.0 TECHNICAL CONTACTS
and
Mr. Jim Turner
District Chief
Water Resources Division
3916 Sunset Ridge Road
USGS
Raleigh, NC 27606
Questions regarding this protocol should be directed to one of the
following technical contacts:
Mr. John T. Salkowski
Project Manager
Cooper Environmental, Inc.
[phone]
Mr. J. Thurman Horne, P.E.
Manager of Environmental Affairs
Teledyne-Allvac/Vasco
[phone]
js: \ms\teledyne.doc
6

FIGURES

COOPER ENVIRONMENTAL
ENGINEERS GEOLOGISTS SCIENTISTS
SITE LOCATION MAP
CLIENT: TELEOYNE ALLVAC
SITE AOORESS: ASHCROFT AVENUE
MONROE. NC
OATE: 6-02-93 1 FIGURE: I
PROJECT • 93I7I SCALE: I:24.000

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SCI
COOPER ENV I RONMENTAL
ENGINEERS GEOLOGISTS SCIENTISTS
T NEL VE A I LE CREEK GAUGING STATION
LOCAT I ON
CLIENT : TELEDYNE ALL VAC
ADDRESS. ASHCROFT AVENUE
AONROE . NC
PRO ...EC T # 93171 SCALE- 1 . 1000
F 1 OHRE 2
DATE - 07-19-93

APPENDICES

APPENDIX I
NPDES Permit - Subpart H

H. Due to the presence of an impoundment structure which has no minimum release
requirement upstream of the permittee's discharge outfall, both the Division of Environmental
Management (DEM) and the USGS Office in North Carolina are uncertain about actual low flow
conditions that partially dictate water quality in the receiving stream. Therefore, the permittee
shall proceed to develop a partial flow record at an appropriate location upstream of the
discharge outfall to- provide data for verification of low flow statistics. The permittee shall
submit a plan to the Technical Support Branch of DEM for approval within 90 days of the date of
permit issuance detailing the methods and schedule for flow measurement. The methods shall be
consistent with guidance detailed in the DEM document, "Procedures for Projecting Low Flow
Studies at an Ungaged Site-. Based upon the results of these flow studies, DEM reserves the
right to modify, or revoke and reissue, this NPDES permit to incorporate revised limitations
and or monitoring requirements if deemed necessary to protect the water quality in the
receiving stream specified in this permit.

APPENDIX II
Procedures for Projecting a Seven -Day Ten -Year Low Value
at an Ungauged Station

Procedures For Projecting A
Seven -Day Ten -Year Low Value
At An Ungaged Site
This summary is provided to assist in the development of data to determine
an acceptable projection of the seven-day, ten-year low flow (7Q10) at
stream sites where current information available to DEM yields a zero 7Q10
value. Seven-day, ten-year low flow estimates to the Division are based on
data collected at many stream sites under cooperative agreements with the
U.S. Geological Survey that began in 1895. Even though a significant data
base has been accumulated, it is impossible to collect data at all points on
all streams in the State. Therefore, estimates of the 7Q10 for streans
where no actual data has been collected are based on data collected at
nearby streams and a knowledge of the general hydrology of the area. The
Division can not approve new oxygen demanding discharges into streams where
the estimated 7Q10 is zero unless it can be demonstrated by th applicant for
a discharge permit that there is flow at the site under 7Q10 conditions or
that there is an appropriate mechanism for establishing proper effluent
limitation to protect water quality standards and a reliable technology
available to achieve these limitations. To demonstrate that there is flow
at the 7Q10 level requires collection of supporting data using standard
engineering practices and hydrologic techniques. The most widely used
procedure requiring the least efFort and expense is to obtain —flow
measurements at the site, correlate those measurements with concurrent flow
at a nearby gage(s),-and using the correlation curve developed and the 7Q10
of the gaged stream, project the 7Q10 at the site.
The accuracy of the 7Q10 thus determined depends largely on how well
the stremflows compare - are the streams hydrologically similar - and if
they are similar, how well the relation between the two is defined. There
are several factors to consider when attempting to define the correlation
curve:
1. Measurements must be made during periods of base flow, that
is, when streamflow is derived from groundwater; no surface
runoff. Streams are normally at base flow 5-7 days after
the last rainfall event.
2. To define the curve, measurements must be made to cove
r a
range in flow; a minimum of 4 or 5 measurements are normally
required. It is unlikely that 10 year low flows will occur
during the period you are collecting data and the
correlation will have to be extrapolated to the 10
year
level. Of course the lower the Flow is measured, the better
the extrapolation will be. Normally, the lowest streamflows
occur in September and October. Long extrapolations
generally will not be accepted. (See attached sample)
3. Diversions into or out of the stream may make correlation of
flow impossible. Streams affected by diversions will be
handled on a case by case basis.
4. Streamflow measurements must be made using generally
accepted standard engineering practices, such as, current
meter measurements, calibrated weirs and volumetrically. Non-

recognized techniques will not normally be accepted.
5. Data from continuous streamgages can be obtained from the
U.S. Geological Survey. It is important to note the station
number, date and time in your request for data.
U.S. Geological Survey
P.O. Box 2857
Raleigh, NC 27602
6. the criteria for establishing a positive 7Q10 at a site will
generally be considered a projected 7Q10 flow greater than
0.05 cfs. However, each instance will receive individual
review and a separate interpretation.
References:
1. 3-A6. General procedure for gaging streams, by R.W. Carter and Jacob Davidian:
USGS--TWRI Book 3, Chapter A6. 1968. 28 pages.
2. 3-A8. Discharge measurements at gaging stations, by T.J. Buchananan and W.P.
Somers: USGS--TWRI Book 3, Chapter A8. 1969. 65 pages.
3. 3-A14. Use of flumes in measuring discharge, by F.A. Kilpatrick and V.R.
Schneider_ USGS--TWRI Book 3, Chapter A14. 1983. 46 pages.
4. 4-B1. Low -flow investigations, by H.C. Riggs: USGS--TWRI Book 4,
Chapter 81. •1972. 18 pages.
5. U.S. Geological Survey, Water -resources data for North Carolina -Water Year
19--.
6. Yonts, •W. L., Low -flow measurements of North Carolina streams: North
Carolina Dept. Water and Air Resources.
Aooroval Procedures: In order to begin a 7Q10 flow study,.a request must be
submitted to:
N.C. ONRCD
DEM/Water. Qual i ty Section
P.O. Box 27687
Raleigh, NC 27611-27687
Include with this request a detailed study plan describing the following:
1. The flow measurement procedures and equipment to be used,
2. A map showing the location of the site,
3. A schedule for developing the flow data and a final report, and,
4. A discussion of the facts, if any, which indicate why a postive
7Q10 flow at this site is expected.
The study must not begin until written approval of the plan is received from
DEM.

APPENDIX III
Sample of Extrapolation Curve

1.0
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APPENDIX B

Procedure for Determining 7Q10 Flow at Richardson Creek
Determination of the seven-day, ten-year flow (7Q10) at an ungaged site
requires the comparison of base flows at the site in question to a hydrologically
similar USGS gauged site where the 7Q10 flow has been determined.
Measurements of the stream flow at the ungaged site are collected and graphed
at a logarithmic scale against the flow data recorded by the USGS at the
gauged station (see accompanying figure). A best fit line is constructed through
the data points. The value representing the calculated 7Q10 flow at the gauged
station is extended from the axis. The best fit line generated from the data
points is extended to intersect the 7Q10 value. The coordinate of the
intersection represents an approximation of the 7Q10 flow of the stream in
question.
Data Collection
Flow measurements were taken at a location on Richardson Creek
immediately up -stream of the Teledyne - Allvac outfall. This site contains a
constriction of Richardson Creek into a narrow channel. The selection of this
location facilitated measurement of the stream flow by increasing the flow
velocity and decreasing the number of required measurements.
Streamflow velocity was determined by suspending a pigmy -Price meter
into the flow path. A reference system was constructed perpendicular to the
streamflow that segmented the flow into three inch wide increments. The
increment width was determined by the size of the wheel of the pigmy -Price
meter. A flow velocity measurement was taken in each three inch increment by
suspending the pigmy -Price meter in the stream and recording the resulting
number of revolutions per minute of the wheel.

Streamflow Calculation
Streamflow was determined with the following equation.
Flow = E w;v,d,.
Where wi is the width of a measurement
increment in feet.
vi is the flow velocity measured in a
measurement increment in feet per
second.
di is the depth of water in the
measurement increment in feet.

Richardson Creek Flow Determination
Date: 10/7/93
Time: 10:30 am
Stream Depth Gauge: 3.74
Lake Depth Gauge: 4.72
Reference Station Width:
0.25 feet. (1)
Reference
Point
Stream Depth
(feet)
(2)
Sample Depth
(feet)
Flowmeter
RPM
(3)
Flow Volume
(cfm)
(1 x 2 x 3)
1
0.25
0.15
19
1.19
2
0.25
0.15
22
1.38
3
0.35
0.15
49
4.29
4
0.35
0.15
50
4.38
5
0.35
0.15
37
3.24
6
0.35
0.15
33
2.89
7
0.35
0.15
83
7.26
8
9
Flow to Reference Points 8 through 19 is blocked by a stream obstruction.
10
11
12
13
14
15
16
17
18
19
20
0.40
0.25
72
7.20
21
0.40
0.25
67
6.70
22
0.40
0.25
55
5.50
23
0.40
0.25
46
4.60
24
0.40
0.25
49
4.90
25
0.35
0.15
49
4.29
26
0.35
0.15
36
3.15
27
0.35
0.15
29
2.54
28
0.30
0.15
31
2.33
29
0.30
0.15
38
2.85
30
0.25
0.15
10
0.63
Precipitation:
Date of Last Precip. >5 days
Total Flow
69.29 cfm
1.15 cfs

Richardson Creek Flow Determination
Date:10/16/93 Stream Depth Gauge: 3.73
Time:9:50 am
Lake Depth Gauge: 4.68
Reference Station Width:
0.25 feet. (1)
Reference
Point
Stream Depth
(feet)
(2)
Sample Depth
(feet)
Flowmeter
RPM
(3)
Flow Volume
(cfm)
(1 x 2 x 3)
1
0.35
0.15
20
1.75
2
0.35
0.15
17
1.49
3
0.35
0.15
33
2.89
4
0.35
0.15
28
2.45
5
0.40
0.20
40
4.00
6
0.40
0.20
40
4.00
7
0.40
0.20
58
5.80
8
9
Flow to Reference Points 8 through 19 is blocked by a stream obstruction.
10
11
12
13
14
15
16
17
18
19
20
0.45
0.25
49
5.51
21
0.45
0.25
36
4.05
22
0.45
0.25
36
4.05
23
0.45
0.25
29
3.26
24
0.40
0.25
23
2.30
25
0.40
0.15
32
3.20
26
0.40
0.15
25
2.50
27
0.35
0.15
14
1.23
28
0.35
0.15
27
2.36
29
0.30
0.15
20
1.50
30
0.25
0.15
16
1.00
Precipitation Total Flow
Date of Last Precip: 10/11/93 0.04 inches
53.34 cfm
0.89 cfs

Richardson Creek Flow Determination
Date:10/27/93
Time:11:30 am
Stream Depth Gauge: 3.65
Lake Depth Gauge: 4.06
Reference Station Width:
0.25 feet. (1)
Reference
Point
Stream Depth
(feet)
(2)
Sample Depth
(feet)
Flowmeter
RPM
(3)
Flow Volume
(cfm)
(1 x 2 x 3)
1
2
Flow to Reference Points 1 through 7 is blocked by leaf accumulation.
3
4
5
6
i
8
9
Flow to Reference Points 8 through 19 is blocked by a stream obstruction.
10
11
12
13
14
15
16
17
18
19
20
Blocked by leaf accumulation
21
0.40
0.20
7
0.70
22
0.40
0.20
32
3.20
23
0.35
0.15
31
2.71
24
0.35
0.15
15
1.31
25
0.30
0.15
3
0.23
26
0.25
0.15
3
0.19
27
0.20
0.15
12
0.60
28
0.20
0.15
21
1.05
29
0.20
0.15
10
0.50
30
0.20
0.15
10
0.50
Precipitation Total Flow
Date of Last Precip: 10/22/93 0.52inches
10.49 cfm
0.17 cfs

Richardson Creek Flow Determination
Date:10/28/93 Stream Depth Gauge: 3.66
Time:1:25 pm Lake Depth Gauge: 3.98
Very little visible discharge through dam.
Reference Station Width:
0.25 feet. (1)
Reference
Point
Stream Depth
(feet)
(2)
Sample Depth
(feet)
Flowmeter
RPM
(3)
Flow Volume
(cfm)
(1 x 2 x 3)
1
2
Flow to Reference Points 1 through 7 is blocked by leaf accumulation.
3
4
5
6
7
8
9
Flow to Reference Points 8 through 19 is blocked by a stream obstruction.
10
11
12
13
14
15
16
17
18
19
20
0.35
0.15
25
2.19
21
0.40
0.2
21
2.10
22
0.30
0.15
26
1.95
23
0.30
0.15
29
2.18
24
0.30
0.15
26
1.95
25
0.30
0.15
5
0.38
26
0.30
0.15
12
0.90
27
0.25
0.15
10
0.63
28
0.25
0.15
10
0.63
29
0.20
0.15
15
0.75
30
0.15
0.15
12
0.45
Precipitation
Date of Last Precip: 10/22/93 0.52 inches
Total Flow
14.09 cfm
0.23 cfs

Richardson Creek Flow Determination
Date:10/29/93 Stream Depth Gauge: 3.66
Time:1:10 pm Lake Depth Gauge: 3.87
Very little visible discharge through dam.
Reference Station Width:
0.25 feet. (1)
Reference
Point
Stream Depth
(feet)
(2)
Sample Depth
(feet)
Flowmeter
RPM
(3)
Flow Volume
(cfm)
(1 x 2 x 3)
1
2
Flow to Reference Points 1 through 7 is blocked by leaf accumulation.
3
4
5
6
7
8
9
Flow to Reference Points 8 through 19 is blocked by a stream obstruction.
10
11
12
13
14
15
16
17
18
19
20
0.35
0.15
13
1.14
21
0.40
0.2
15
1.50
22
0.40
0.15
24
2.40
23
0.35
0.15
19
1.66
24
0.40
0.15
15
1.50
25
0.35
0.15
15
1.31
26
0.30
0.15
9
0.68
27
0.30
0.15
6
0.45
28
0.25
0.15
3
0.19
29
0.25
0.15
13
0.81
30
0.20
0.15
4
0.20
Precipitation Total Flow
Date of Last Precip: 10/22/93 0.52 inches
11.84 cfm
0.20 cfs

State of North Carolina
Department of Environment,
Health and NaturJ Resources
Division of Environmental Management
James B. Hunt, Jr., Governor
Jonathan B. Howes, Secretary
A. Preston Howard, Jr., P.E., Director
Mr. John T. Salkowski
Cooper Environmental, Inc.
2300 Sardis Road North Suite Q
Charlotte, North Carolina 28227
[7HNF
September 23, 1993
Subject: Teledyne-Allvac/Vasco
Procedures for Projecting Low Flow Statistics
NPDES Pemrit No. NC0045993
Union County
Dear Mr. Salkowski:
I am responding to the August 25 letter and subsequent attached low -flow project prepared
by Cooper Environmental for Teledyne-Allvac/Vasco's discharge into Richardson Creek. I
have also reviewed and concur with the comments offered by the Tom Zembrzuski in his
letter submitted September 13.
I would like to comment further on the previous agreements between Teledyne-
Allvac/Vasco and the Division of Environmental Management (DEM) when projecting low
flow statistics on Richardson Creek became a requirement in this facility's permit. When
the permit was reviewed for re -issuance in 1989, Teledyne-Allvac did not agree with the
flow statistics used in the evaluation for permit limits. Therefore, projecting a low flow
statistic was offered as an alternative for the facility. Teledyne-Allvac (through Thurman
Horne) then submitted their proposal for projected low flow statistics in Richardson Creek.
After review of the proposal, an amendment for the project was submitted in agreement
with Curtis Gunther (USGS). It was understood that the procedure needed to be
performed during low flow (or at 7Q10 if possible) conditions. The facility was
responsible for contacting Harold Eddins (the USGS area contact) on a regular basis
(monthly during the summer) to determine when this area of the State may be approaching
7Q10.
In North Carolina, the past three summers have been uncharacteristically wet. Therefore, it
was not expected that Teledyne Allvac perform the study. The summer of 1993 has proven
to be very different. We have experienced drought conditions throughout the entire eastern
section of this country. In light of this, I am concerned that Harold Eddins was not
contacted during the most serious drought conditions to check on the creek approaching
7Q10 conditions. This fontact should have been made during the monthsof June or July.
There is still a possibility for 7Q10 conditions to happen in the months of September or
October. In light of this I would like to suggest that at least one of the five measurements
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

be collected at conditions as close to 7Q10 as possible. Please continue to contact Harold
Eddins (704-336-3660) in the next two months to see if the flows are approaching this
statistic.
If you have any questions or comments concerning this matter, please contact me at (919)
733-5083.
Sincerely,
Carla Sand rson
Environmemtal Modeler
cc: Thurman Horne - Teledyne-AllvacNasco
Tom Zembrzuski - USGS

41)-6/1---
TAKE
United States Department of the Interior A CA
GEOLOGICAL SURVEY
WATER RESOURCES D1VLSION
3916 Sunset Ridge Road
Raleigh, North Carolina 27607
•
September 13, 1993
•
Mr. John Salkowski
Manager of Engineering
Cooper Environmental
2300 Sardis Road North
Suite Q
Charlotte, North Carolina 28227
Dear Mr. Salkowski:
`&EP 1 6 1993
TECHNICAL SUPPORT BRANCH
Your letter of August 25 to Jim Turner has been referred to me for reply. I have reviewed the
proposal for projecting low -flow statistics at the Teledyne-Allvac/Vasco facility on
Richardson Creek in Monroe, North Carolina, and offer these comments:
1) It is not necessary to install stream -level gages at each culvert intersection (pg 3) for making
discharge measurements. Adequate measurements of stream depth would be obtained while
you are making the discharge measurements.
2) If the depth of flow is less than 1.5 feet, it is neccessary to measure velocity only at the 0.6
depth level, rather than at0.8, 0.6, and 0.2 depth levels (pg 3). However, the average velocity
of flow in each culvert could be overestimated if velocity is measured only in one vertical
section (presumably at the deepest point). To be sure the individual culvert discharge
measurements aren't biased, velocity should be measured in three subsections in each culvert.
The incremental discharge of each subsection would be added together to obtain the total
discharge of each culvert.
3) After talking to you about your observations of leakage at the Lake Lee dam, it appears that
the usual correlation techniques with nearby gaging stations may not be appropriate for
determining low flow characteristics. The sustained dry -weather flow in Richardson Creek
may be more related to the leakage from the dam and storage in Lake Lee than it is to the
prevailing hydrologic conditions of nearby streams. I suggest that you observe and note the
water level of Lake Lee with respect to the crest of the dam whenever you make streamflow
measurements. Documentation of any observed leakage (including photographs and/or
videotape), as well as any information you can obtain about ownership, regulation, and use
of Lake Lee would also be helpful in assessing this unique situation.
P. O. BOX 30728, RALBOH, NC 27622 • [phone] • FAX [phone]

Mr. John Salkowski
Please feel free to call me at [phone] if you have any questions.
Sincerely,
-2,L
r
Thomas J Zembrzuski
Hydrologist
Copy to: D. Safrit, NCDEM
Page 2

COOPER ENVIRONMENTAL
ENGINEERS • GEOLOGISTS • SCIENTISTS
August 25, 1993
Mr. Don Safrit
NCDEHNR-DEM
Water Quality Section -Technical Services Branch
P. O. Box 27687
Raleigh, North Carolina 27611-27687
Re: Procedures for Projecting Low Flow Statistics
Teledyne-Allvac/ Vasco
2020 Ashcraft Avenue
Monroe, North Carolina
NPDES Permit No. NC 0045993
Dear Mr. Safrit:
AUG 3 0 1993
rEGInrvit;AL auIriRT BRANCH
Please find enclosed three copies of the referenced document which has been
prepared by Cooper Environmental, Inc. (CEI) on behalf of Teledyne-Allvac/Vasco.
The accompanying plan has been prepared on the basis of conversations the
undersigned had with Mr. Curtis Gunter, USGS, and Mr. J. Trevor Clements, DEM-
Water Quality Section, concerning the protocol for projecting low flow statistics (7Q10)
at Richardson Creek, (June, 1992). The referenced individuals concurred with CEI's
understanding that because an extreme event (e.g. 7Q 10) has not yet occurred nor is
it likely to occur during the desired data collection period, it is an acceptable practice
that a correlation be extrapolated to the appropriate low flow level. Teledyne-
2300 SARDIS ROAD NORTH • SUITE Q
CHARLOI I h, NORTH CAROLINA • 28227
[phone] • FAX [phone]

Allvac/Vasco intends to implement the procedures in the document in September
1993; therefore, a timely review of the document by your agency would be greatly
appreciated. If you have any questions regarding the document, please contact me at
[phone].
Sincerely,
COOPER ENVIRONMENTAL, INC.
fL-" 7— Sexilith-
John T. Salkowski
Manager of Engineering
cc: J.T. Horne, Teledyne-Allvac/Vasco
J. Turner, USGS
Enclosures

PROCEDURES FOR PROJECTING LOW FLOW STATISTICS
AT
TELEDYNE-ALLVAC/VASCO MONROE, NORTH CAROLINA FACILITY
CEI PROJECT # 93171
PREPARED FOR:
TELEDYNE-ALLVAC/VASCO
MONROE PLANT
2020 ASHCRAFT AVENUE
P. O. BOX 5030
MONROE, NORTH CAROLINA 28110-0531
PREPARED BY:
COOPER ENVIRONMENTAL, INC.
2300 SARDIS ROAD NORTH, SUITE Q
CHARLOTTE, NORTH CAROLINA
28227

TABLE OF CONTENTS
1.0 Background Information
2.0 Field Investigations
3.0 Flow Measurement and Gauging Procedures
4.0 Correlation to Flow Conditions at USGS Gauging Station
5.0 Additional Discussion
6.0 Technical Contacts
Figure 1
Figure 2
Appendix I
Appendix II
Appendix III
FIGURES
Site Location
Twelve Mile Creek Gauging Station Location
APPENDICES
NPDES Permit Subpart H
Procedure for Projecting a Seven -Day Ten -Year Low Value
at an Ungauged Site
Sample of Extrapolation Curve

1.0 Background Information
Teledyne-Allvac/Vasco, Monroe Plant is located at 2020 Ashcraft Avenue
in Monroe, Union County, North Carolina. Figure 1 illustrates the facility
location on the USGS topographic map for the Monroe area. The facility is
permitted through the North Carolina Department of Environment, Health and
Natural Resources, (NCDEHNR) to discharge waste water under National
Pollutant Discharge Elimination System (NPDES) Permit No. NC0045993. The
receiving water designated in the NPDES permit is Richardson Creek in the
Yadkin -Pee Dee River basin.
Part III, subpart H of the above referenced NPDES permit requires that
the permittee submit a plan to NCDEHNR that will provide measurements
detailing low flow statistics for the seven-day ten-year stream discharge (7Q10)
event. Appendix I presents a copy of the subject Permit. It is the intention of
this plan to meet the requirements of subpart H and to determine an
acceptable projection of the low flow statistics at Richardson Creek.
This plan was developed in accordance with the NCDEHNR and USGS
published document, " Procedures For Projecting A Seven -Day Ten -Year Low
Value At An Ungauged Site". The purpose of the plan is to outline the
procedures to be used for estimating low flow conditions in Richardson Creek.
Appendix II presents a copy of the NCDEHNR document. It is the intent of this
study to provide site -specific flow estimates for the section of Richardson Creek
that receives waste water discharges from the Teledyne Allvac, Monroe Plant.
2.0 FIELD INVESTIGATIONS
A field investigation of Richardson Creek was completed from below the
Lake Lee impoundment to the Teledyne-Allvac/Vasco waste water discharge
point located approximately 1'/2 miles downstream from the impoundment. See
Figure 1 for the location of Lake Lee and the proposed sampling location in
relation to the facility.
The stream is described as being fairly broad, ranging from thirty to fifty
feet in width. The stream is approximately one to five feet deep with a rocky
1

bottom. Water appears to flow slowly through broad deeper areas, but several
narrow and shallow sections where the flow velocity increases were identified.
The flow upstream of the site appears to be derived from ground water
seepage, storm water runoff and normal leakage from the Lake Lee
impoundment.
The following factors were used in evaluating sampling and gauging
locations to be used for estimating low flow conditions in the receiving water,
Richardson Creek:
• Accessibility to sampling points across entire span of creek;
• Safety of personnel performing flow measurement activities;
• Proximity to facility waste water discharge point; and
• Flow conditions at the sampling location are representative of flow
conditions at the discharge point.
On the basis of these factors, it is proposed to collect the flow
measurements from the eleven, 48-inch culverts located under a pedestrian
and golf cart bridge located approximately 1/2 mile downstream from the Lake
Lee impoundment and immediately north of the US Highway bridge. Figure 1
identifies the bridge and culvert location. The construction is such that stream
flow passes through eleven culverts.
2

3.0 FLOW MEASUREMENT AND GAUGING PROCEDURES
The following describes procedures that will be used to collect flow
measurements at the site:
1. Install a rain gauge in an open area next to the culvert bridge. Record the
rainfall event prior to beginning stream measurements that will occur 5 to 7
days later. Make weekly measurements beginning thirty days after
receiving NCDEHNR approval and will continue for a minimum of twelve
weeks or until at least five measurements have been obtained during base
flow conditions.
2. Collect measurements during periods of base flow, that is when stream flow
is derived primarily from ground water intrusion and not surface runoff.
Streams are normally at base flow 5-7 days after the last rainfall event.
3. Install stream level gauges at each culvert intersection. The water level will
be measured. The measured depth of flow and the culvert diameter (48
inches) will be used to determine the wetted cross sectional area.
4. Collect flow measurements using a Pygmy current flow meter. Appendix IV
presents specific information on the Pygmy current meter.
5. Measurements of flow velocity will be made at the outlets of each of the
eleven (11) culverts after measurements indicate that the water level in the
culverts is no more than 1.5 feet deep in accordance with USGS
recommendations. The USGS recommends that the Pygmy current meter
not be used for velocity measurements if the water depth is greater than 1.5
feet.
6. Measure velocity through each culvert by collecting measurements at levels
80%, 60%, and 20% of the total stream depth at each culvert. The results
of these measurements will be used to calculate the average velocity
through the individual culverts.

7. The volumetric flow rate for each culvert will be calculated by multiplying
the average velocity by the calculated wetted cross -sectional area for each
culvert utilizing the following formula:
Q = VA
Where: Q = volumetric flow rate (ft3/sec)
V = current measurements (ft/ sec)
A = wetted cross sectional area (ft2)
Sum the volumetric rates for each of the eleven
culverts to estimate the total stream flow.
A minimum of five (5) measurements reflecting separate hydrologic
events will be collected. It is expected that these measurements can be
obtained over a twelve week period. However, an extension may be requested
to collect at least five measurements under base flow conditions. Normally, the
lowest stream flows occur in September and October. It is unlikely that
extreme events will occur during the period we are collecting data and a
correlation will be performed to extrapolate flow conditions to the appropriate
level.
4.0 CORRELATION TO FLOW CONDITIONS AT USGS GAUGING STATION
During preliminary research and through field investigations, it was
determined that a USGS flow gauging station is located upstream from the
point of discharge. However, because of the Lake Lee impoundment it has
been determined by the engineer and the USGS to be inappropriate for
correlation with the site. Therefore an index station (02146900) located on
Twelve Mile Creek in Waxhaw, North Carolina has been suggested by USGS for
this plan. The proposed Twelve Mile Creek gauge station is located at the
intersection of latitude 34° 57' 08" North and longitude 80° 45' 21" West. The
engineer agrees with the USGS that this station can provide information
representative of conditions in Richardson Creek. Therefore, 7Q10 statistics
will be developed for the subject site in accordance with the following
procedures.
4

1. Request data from continuous stream gauges operated by the U.S.
Geological Survey. Request data from station number 02146900 located on
Twelve Mile Creek in Waxhaw, North Carolina. Request printouts of flow
measurements recorded at the referenced USGS site that coincide in date
and time with those taken at the Richardson Creek sampling location.
2. Correlate the two data sets and complete an extrapolation in accordance
with NCDEHNR and USGS procedures. Figure 2 illustrates the location of
Twelve Mile Creek. Appendix III provides a sample of an extrapolation
curve.
5.0 ADDITIONAL DISCUSSION
NCDEHNR conditionally accepted a 7Q10 flow of 0.32 cfs for NPDES
permitting. The acceptance of this flow rate is conditional upon demonstration
by Teledyne-Allvac/Vasco that 7Q10 flow rate in equal to or greater than 0.32
cfs in Richardson Creek at the discharge point. The purpose of the proposed
activities is to estimate the 7Q10 flow rate. It is unlikely that a 7Q10 event will
occur during the study period; therefore, the 7Q10 flow rate will be estimated
by extrapolation from the correlation curve.
A final report will be prepared that will contain at a minimum the
following:
1. A summary of all discharge measurements and sampling methodology;
2. Rainfall measurements;
3. Discharge calculations;
4. USGS discharge correlation data;
5. Extrapolations and flow projection curves.
5

This sampling plan will be submitted to the individuals identified below
for approval. Upon approval, the applicant will commence with the sampling
activities presented above, complete necessary calculations and extrapolations,
and submit a final report to the appropriate agencies listed below:
Mr. Don Safrit
NC DNRCD/DEM
WQ Section/Technical Services
Branch
PO Box 27687
Raleigh, NC 27611-27687
6.0 TECHNICAL CONTACTS
and
Mr. Jim Turner
District Chief
Water Resources Division
3916 Sunset Ridge Road
USGS
Raleigh, NC 27606
Questions regarding this protocol should be directed to one of the
following technical contacts:
Mr. John T. Salkowski
Project Manager
Cooper Environmental, Inc.
[phone]
Mr. J. Thurman Horne, P.E.
Manager of Environmental Affairs
Teledyne-Allvac/Vasco
[phone]
js: \ms\teledyne.doc
6

FIGURES

•
COOPER ENVIRONMENTAL
ENGINEERS GEOLOGISTS SCIENTISTS
SITE LOCATION MAP
CLIENT: TELEDYNE ALLVAC
SITE ADDRESS: ASHCROFT AVENUE
MONROE . NC
PROJECT s 93171 SCALE: 1:24.000
DATE: 6-02-93 FIG RE: 1

• •.6rq
SANDY
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COOPER ENVIRONMENTAL
ENGINEERS GEOLOGISTS SCIENTISTS
TWEL VE MILE CREEK GAUGING STATION
LOCATION
CLIENT: TELEDYNE ALL VAC
ADDRESS: ASHCROFT AVENUE
rONROE . NC
RO.
PROJECTS 93171 SCALE:
DATE: 07-19-93 FIGURE: 2
I • = 1000

APPENDICES

APPENDIX I
NPDES Permit - Subpart H

H. Due to the presence of an impoundment structure which has no minimum release
requirement upstream of the permittee's discharge outfall, both the Division of Environmental
Management (DEM) and the USGS Office in North Carolina are uncertain about actual low flow
conditions that partially dictate water quality in the receiving stream. Therefore, the permittee
shall proceed to develop a partial flow record at an appropriate location upstream of the
discharge outfall to- provide data for verification of low flow statistics. The permittee shall
submit a plan to the Technical Support Branch of DEM for approval within 90 days of the date of
permit issuance detailing the methods and schedule for flow measurement. The methods shall be
consistent with guidance detailed in the DEM document, "Procedures for Projecting Low Flow
Studies at an Ungaged Site". Based upon the results of these flow studies, DEM reserves the
right to modify, or revoke and reissue, this NPDES permit 10 incorporate revised limitations
and or monitoring requirements if deemed necessary to protect the water quality in the
receiving stream specified in this permit.

APPENDIX II
Procedures for Projecting a Seven -Day Ten -Year Low Value
at an Ungauged Station

Procedures For Projecting A
Seven -Day Ten -Year Low Value
At An Ungaged Site
This summary is provided to assist in the development of data to determine
an acceptable projection of the seven-day, ten-year low flow (7Q10) at
stream sites where current information available to DEM yields a zero 7Q10
value. Seven-day, ten-year low flow estimates to the Division are based on
data collected at many stream sites under cooperative agreements with the
U.S. Geological Survey that began in 1895. Even though a significant data
base has been accumulated, it is impossible to collect data at all points on
all streams in the State. Therefore, estimates of the 7Q10 for streans
where no actual data has been collected are based on data collected at
nearby streams and a knowledge of the general hydrology of the area. The
Division can not approve new oxygen demanding discharges into streams where
the estimated 7Q10 is zero unless it can be demonstrated by th applicant for
a discharge permit that there is flow at the site under 7Q10 conditions or
that there is an appropriate mechanism for establishing proper effluent
limitation to protect water quality standards and a reliable technology
available to achieve these limitations. To demonstrate that there is flow
at the 7Q10 level requires collection of supporting data using standard
engineering practices and hydrologic techniques. The most widely used
procedure requiring the least effort and expense is to obtain -flow
measurements at the site, correlate those measurements with concurrent flow
at a nearby gage(s),-and using the correlation curve developed and the 7Q10
of the gaged stream, project the 7Q10 at the site.
The accuracy of the 7Q10 thus determined depends largely on how well
the stremflows compare - are the streams hydrologically similar - and if
they are similar, how well the relation between the two is defined. There
are several factors to consider when attempting to define the correlation
curve:
1. Measurements must be made during periods of base flow, that
is, when streamflow is derived from groundwater; no surface
runoff. Streams are normally at base flow 5-7 days after
the last rainfall event.
2. To define the curve, measurements must be made to cover a
range in flow; a minimum of 4 or 5 measurements are normally
required. It is unlikely that 10 year low flows will occur
during the period you are collecting data and the
correlation will have to be extrapolated to the 10 year
level. Of course the lower the flow is measured, the better
the extrapolation will be. Normally, the lowest streamflows
occur in September and October. Long extrapolations
generally will not be accepted. (See attached sample)
3. Diversions into or out of the stream may make correlation of
flow impossible. Streams affected by diversions will be
handled on a case by case basis.
4. Streamflow measurements must be made using generally
accepted standard engineering practices, such as, current
meter measurements, calibrated weirs and volumetrically. Non-

recognized techniques will not normally be accepted.
5. Data from continuous streamgages can be obtained from the
U.S. Geological Survey. It is important to note the station
number, date and time in your request for data.
U.S. Geological Survey
P.O. Box 2857
Raleigh, NC 27602
6. the criteria for establishing a positive 7Q10 at a site will
generally be considered a projected 7Q10 flow greater than
0.05 cfs. However, each instance will receive individual
review and a separate interpretation.
References:
1. 3-A6. General procedure for gaging streams, by R.W. Carter and Jacob Davidian:
USGS--TWRI Book 3, Chapter A6. 1968. 28 pages.
2. 3-A8. Discharge measurements at gaging stations, by T.J. Buchananan and W.P.
Somers: USGS--TWRI Book 3, Chapter A8. 1969. 65 pages. 3. 3-A14. Use of flumes in measuring discharge, by F.A. Kilpatrick and V.R.
Schneider: USGS--TWRI Book 3, Chapter A14. 1983. 46 pages.
4. 4-81. Low -flow investigations, by H.C. Riggs: USGS--TWRI Book 4,
Chapter 61. .1972. 18 pages..
5. U.S. Geological Survey, Water -resources data for North Carolina -Water Year
19--.
6. Yonts, W. L., Low -flow measurements of North Carolina streams: North
Carolina Dept. Water and Air Resources.
Approval Procedures: In order to begin a 7Q10 flow study,,a request must be
submitted to:
N.C. DNRCD
DEM/Water Quality Section
P.O. Box 27687
Raleigh, NC 27611-27687
Include with this request a detailed study plan describing the following:
1. The flow measurement procedures and equipment to be used,
2. A map showing the location of the site,
3. A schedule for developing the flow data and a final report, and,
4. A discussion of the facts, if any, which indicate why a.postive
7Q10 flow at this site is expected.
The study must not begin until written approval of the plan is received from
DEM.

0
0
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APPENDIX III
Sample of Extrapolation Curve

Discharge m cts
EXAMPLE: CHEEK DA-/.8 square miles
1.0
0.1
.01
Example Cr-.038 /
ale
EXAMPLE: CORRELATION CURVE
7010 Middle Cr-0.88
(5), \6-15-85
(probably not base flow)
0.1
i r r
1.0 10.0
02088000 MIDDLE CREEK NEAR CLAYTON DA-83.5 square miles Discharge in cfs
r 1
100

CITY OF MONROE
PERMIT SYNOPSIS
DATE May_ 5 1----92 -
PERMIT NO.CM-15
FACILITY NAME AND ADDRESS
Teledyne Allvac
P.O. Box 3030
2020 Ashcraft Ave.
Monroe, N.C. 28110
2. DESCRIPTION OF FACILITY OPERATION
The manufacture and processing of nickel and titanium based
superalloys through vacume induction melting, remelting, forging, rolling,
finishing, descaling, and heat treating processes.
3. PRODUCTION CAPACITY
Highly Variable
4. RELIEVING WATERS
CI of Monroe WWIP
5. DESCRIPTION OF PRETREATMENT
1) Chemical precipitation
2) Flow equalization
3) Grease or oil seperation
5) aimentat'on

•. DESCRIPTION OF DISCHARGE (as reported by applicant)
1) Domestic 18,000 gpd
2) non -contact cooling 860,000 gpd
3) contact cooling 400,000 gpd
4) Boiler/Tower blowdown 75,000 gpd
5) Process 80,000 gpd
6) equipment washdown 5000 gpd
7. POLLUTANTS REPORTED KNOWN PRESENT IN DISCHARGE
Antimony, Arsenic, beryllum, selenium, Thallium,
Phenol, Benz() (k) Flouranthene
8. PROPOSED f TNA1. EFFLUENT LIMITATIONS FOR POLLUTANTS WHICH
ARE PRESENT IN SIGNIFICANT QUANTITIES OR WHICH ARE
SUBJECT TO EFFLUENT LIMITATIONS ARE AS FOLLOWS:
PARAMETER
pH
flow
BOD
NH -n
TSg
Cn
Cd
Cr
Cu
Pb
NI
Ag
Hg
Zn
TPO
9. PROPOSED INTERIM EFFLUENT LIMITATIONS
LIMIT
6-10 units
.284 MGD
475.000 lbs/day
24.000
355.000
. 0947
.119
1.000
. 260
.200
1.300
. 995
monitor only
.300
monitor only
None
10. PROPOSED COMPLIANCE SCI!EDUAL FOR ATTAINING EFFLUENT
LIMITATIONS
None

II. RATIONALE FOR LIMITATIONS
A. Final Discharge
Total facility discharge wastestream (domestic, non -contact cooling, contact cooling,
bol.let/tower blowdown, equipment. washuiown, etc.) limitations are based on the
local limits sel.forth by the City of Monroe Sewer Use Ordinance and the latest
headworks analysis run on i4-27- 9?
R. Process
Pipe #01 - 40 CFR Part 471, Subparts C and F
12. ON -SITE INSPECTION
0n site Inspection satisfactory. No problems noted. SPCC on file

NICKEL -COBALT FORMING DATA
PROCESS
7 /hy
gallons wastewater/process
off lbs
1. rolling spent emulsions e-> r>
' 2. rolling contact cooling water (9,,---=' /"'.-'-./"''9 / „ e6 n Z, r�
• 3. drawing spent emulsions
' 4. heat treatment contact cooling water e-'
' 5. extrusion press hydraulic fluid leakage e-
/6. forging equipment cleaning wastewater «,o
' 7 . forging contact cooling water ,q« 4.;r` , ,e.e,
8. forging press hydraulic fluid leakage ,� �%, `,z;4.-,
' 9. casting contact cooling water
/10. metal powder production atomization ('
wastewater
r
' 11, scrubber blowdown 1 ,' > ,-��/, f.-,�,,
12. surface treatment spent baths ,�� / << <;
13. surface treatment rinse «-t' '' ,eL:
' 14. alkaline cleaning spent baths ,':
' 15. alkaline cleaning rinse e':
' 16. molten salt rinse 9/-e-e) <<4--,-6,,,
' 17. ammonia rinse r
18. sawing or grinding spent emulsions ale %:��o
/19. sawing or grinding rinse f% '
' 20. electrocoating rinse c''
1 2I. zy3I• 2SO 000
Titanium Forming
1. rolling contact cooling water (/;jc�
2. extrusion spent emulsions
3. extrusion press hydrolic fluid leakage
' 4. forging contact cooling water
' 5. forging equipment cleaning wastewater
' 6. forging press hydrolic fluid leakage
' 7. surface treatment spent bath
• 8. surface treatment rinse
' 9, scrubber blowdown
' 10. alkaline cleaning spent bath
• 11. alkaline cleaning rinse
12. molten salt rinse
13. tumbling wastewater
• 14. sawing or grinding spent emulsions
1 15. sawing or grinding contact cooling water
16. dye penetrant testing wastewater
l%
7>
/c G "e'Ci
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it 1► I J
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b, aromiurr,
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N',c1".I
1 ! rr,g / 1
(rion�i,ly) 12 5 Y g, 3`I x nay/1
,)'.19328
,21
rr,q/1 _ , 30
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(m4,011,1) , I25 G.��I '� my/ 1 = 1, 2(0(),
�, 1R

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MEMO
TO: f
DATE- `/a () q
SUBJECT: `\ o�5
Creel
ecaec l °.vola Eac);,&s--koda`I c3Ae c.k di&-
noto C/c4d -'i CveeK y.atv 7e_tu4ru ARv&c.
6.15chcorce. i4avo(Cl 6C& - ac)'L Inge
tuo } ctoyu d 6-wnk \/e,+ +t upco _ e „Aso
k).J To cA) c) 1 W Gt c,u caw
From•
North Carolina Department of Environment,
Health, and Natural Resources
Printed on Recycled Paper

May 2, 1991
Ms. Carla Sanderson
N.C. Dept. of Environment, Health & Natural Resources
Division of Environmental Management
Water Quality Section
Technical Support Branch
P.O. Box 27687
Raleigh, NC 27611-7687
'/1 TELEDYNE
ALLVAC
2020 ASHCRAFT AVENUE
PO BOX 5030
MONROE, NORTH CAROLINA 28110-0531
[phone] TWX [phone]
RECEIVED
MAY 0 7 1991
TECHNICAL SUPPORT BRA 4 ry
Subject: Proposed Stream Flow Measurement in Richardson Creek
Teledyne Allvac — Monroe Plant
NPDES No. NC0045993
Union County
Dear Ms. Sanderson:
Pursuant to our recent conversation, I have contacted Mr. Harold Eddins, the
USGS representative in Charlotte. I have briefed Mr. Eddins on the condi—
tions agreed to between you, Mr. Curtis Gunter and me regarding the proposed
stream flow measurements.
I have advised Mr. Eddins that I will need to know when conditions at nearby
gauging stations approach and reach 7Q10 conditions. At present, conditions
are obviously far from 7Q10 flow. Mr. Eddins advised that I should contact
him again when we encounter drier weather conditions so that he can begin to
advise if and when 7Q10 conditions are approaching.
Therefore, I will contact Mr. Eddins periodically and particularly when we
have had a prolonged dry spell to keep him informed if we are approaching 7Q10
conditions. I believe this is in keeping with the protocol we agreed to but
if I am mistaken, please let me know.
I wish to reemphasize that I want very much to conduct the flow measurements
in the manner to which we agreed and I will make every effort to do so.
However, the ability to do this is largely dependent upon the weather creating
7Q10 conditions.
Thank you again for the assistance you have been in this regard. If you have
any questions, suggestions, etc., please do not hesitate to call me
(704/289-4511, ext. 1822).
urman Horne, P.
anger of Environmental Affairs
JTH/aa
c: Mr. Curtis Gunter, P.E.
Mr. Don Bailey, P.E.

April 9, 1991
Ms. Carla Sanderson
N.C. Dept. of Environment, Health & Natural Resources
Division of Environmental Management
Water Quality Section
Technical Support Branch
P.O. Box 27687
Raleigh, NC 27611-7687
WTELEDYNE
ALLVAC
2020 ASHCRAFT AVENUE
P.O. BOX 5030
MONROE, NORTH CAROLINA 28110.0531
[phone] TWX [phone]
4,0,,4.Fu•-•
Subject: Meeting on April 2, 1991
Proposed Stream Flow Measurement in Richardson Creek
Teledyne Allvac — Monroe Plant
NPDES No. NC0045993
Union County
Dear Ms, Sanderson:
•s•
APR 1 1 1991
2\ SUPPORT BRANCH
I appreciate the opportunity of meeting with you and Mr. Curtis Gunter, USGS,
on April 2, 1991. I believe the meeting was beneficial to understanding the
overall situation and establishing a procedure for accomplishing stream flow
measurement.
This letter is intended to summarize my understanding of the procedure
agreed to as being acceptable in lieu of the original plan of measurement I
prepared dated July 23, 1990. The agreed upon procedures are as follows:
1) Flow measurements will be taken at the culverts identified in the July
23, 1990 plan. There are a total of eleven (11) culverts. Measurements
will consist of:
a) Depth of flow to ascertain wetted cross —sectional area for each
culvert.
b) Velocity of flow taken at five (5) points per culvert to determine
an average velocity thru each culvert. The average velocity for
each culvert will then be multiplied by the wetted cross —sectional
area of each culvert to determine the flow thru each culvert. The
sum of flows thru the eleven (11) culverts will be be measured
stream flow.
2) Flow measurements (velocity) will be made using a Pymy type current
meter (model No. 625—F, Teledyne Gurley) as proposed in the July 23, 1990
plan.
3) Flow measurements will be taken when USGS advises that stream flow con—
ditions in the area are at 7Q10 conditions. Therefore measurements made
on Richardson Creek during these conditions will be presumed to be 7Q10
flow.

TELEDYNE ALLVAC
2
4) The number of measurements made will be dependent upon the duration of
the 7Q10 conditions. Daily measurements will be made in an attempt to
get five (5) days of flow measurements under 7Q10 conditions.
5) Mr. Gunter will contact Mr. Harold Eddins (USGS, area contact) and
advise him of the proposed measurements and to contact me when condi—
tions begin to look like 7Q10 conditions will occur.
The intent is to measure the stream flow in Richardson Creek when 7Q10 con—
ditions exist in the area. It was agreed that the existence of an
impoundment upstream make the usual methodology of estimating 7Q10 flow by
correlation to nearby gaging stations under base flow conditions
inappropriate.
The agreed upon methodology described above was determined to be the most
reasonable method given the site conditions.
As was noted during the meeting, it should be understood that the ability to
conduct these measurements is dependent upon the occurrence of 7Q10
conditions. Teledyne Allvac will proceed to order the current meter and
otherwise be prepared to conduct flow measurements when advised by USGS. We
will further initiate periodic contact with USGS to "keep in touch" and be
ready when the time occurs. 7Q10 conditions are most likely to occur during
the summer or early fall and we will be ready beforehand. However, as
discussed, of course, we have no control over the weather and can only get
ready and wait for the event to occur. I assure you that we will be ready
and that we very much want to get this study completed. Hopefully, 7Q10
conditions will occur this summer/fall but if it does not, you should under—
stand that it is no one's fault and that we will stand ready until the con—
ditions do occur, or we can discuss an alternate proposal.
I appreciate you assistance and cooperation in this matter. I recognize
your concern that the flow measurements be conducted and I assure you I want
to oblige and will oblige now that we have an agreed methodology and given
that 7Q10 conditions do occur. If I have misunderstood our agreed
methodology, please advise me as soon as possible.
By copy of this letter I wish to thank Mr. Gunter for the assistance
provided.
If you have any questions, comments, etc., please contact me (704/289-4511,
ext. 1822).
man Horne, .E.
Manager of Environmental Affairs
JTH/aa
c: Mr. Curtis Gunter, P.E.
Mr. Don M. Bailey, P.E.

To:
From:
File
Carla
DIVISION OF ENVIRONMENTAL MANAGEMENT
April 2, 1991
Subject: April 2 meeting with Teledyne Allvac & USGS
Thurman Horne, Curtis Gunther, Amy Fogelman, Rufus Allen, and myself met today
to discuss the flow study to be performed by Teledyne Allvac. Thurman Horne
submitted a low flow study plan to DEM (and USGS) in July, 1990 as part of the
Teledyne Allvac's permit requirement. Curtis Gunther reviewed the plan and sub-
mitted comments (see attached letter to Trevor Clements) to DEM with concerns
about using the correlation curve when the flow in the creek (Richardson Creek)
is essentially leakage from the dam and not natural flow. Iie suggested taking
flow measurements at a gaging station on a nearby creek during base flow condi-
tions (in this case the conditions need to be 7Q10), and then taking flow
measurements at the site on Richardson Creek near the location of the discharge.
This should show low flow statistics at the Richardson Creek location. This
procedure was not clear to Thurman Horne, therefore the meeting was called to
clear -up the requirements.
Thurman Horne said he would send a letter summarizing the meeting and Teledyne
Allvac's intentions for the low flow study.
Curtis Gunther recommended Thurman to be in touch with Harold Eddins to let him
know when we are approaching 7Q10 conditions. phone: [phone]

State of North Carolina
Department of Environment, Health, and Natural Resources
Division of Environmental Management
512 North Salisbury Street • Raleigh. North Carolina 27611
James G. Martin, Govemor George T. Everett, Ph.D.
Wiliam W. Cobey, Jr., Secretary
Mr. Thurman Horne, P.E.
Manager of Environmental
Teledyne Allvac - Monroe
P.O. Box 5030
Monroe, North Carolina
Mr. Horne,
February 21, 1991
Affairs
Plant
28110-0531
Director
Attached you will find the letter from Mr. Curtis Gunther sent to Mr. Trevor
Clements dated August 2, 1990. I am looking forward to the meeting scheduled
April 2, 1991 with Curtis Gunther in order to resolve this issue.
Please let me know if you need any further information.
Attachment
Sincerely,
.24,A'
Carla Sanderson
Environmental Modeler
Poiodon Prevention Pays
P.O. Box 27687. Raleigh. North Carolina 27611-7687 Telephone [phone]
c',-,„Ai (lnrv»^rain• 4fnnAriv., Action Fmnleve,

TAKE
United States Department of the Interior MEM
GEOLOGICAL SURVEY
Water Resources Division
Post Office Box 2857
Raleigh, North Carolina 27602
Mr. Trevor Clements
Division of Environmental Management
North Carolina Department of Environment,
Health, and Natural Resources
Post Office Box 27687
Raleigh, •North Carolina 27611-7687
Dear Trevor,
•
August 2, 1990
. , 1990
oft ..sire.;
As you requested, I have reviewed the proposed plan submitted by
Teledyne Allvcor to make base -flow measurements at a site on Richardson
Creek in Union County. This site is located downstream of Lake Lee and, as
is stated in the report, the flow is derived from ground water and leakage
from Lake Lee. Flow measurements will be made by a pygmy current meter in
11 circular culverts. The results of at least 5 flow measurements made
during base -flow periods will be used to correlate with flows at Twelve Mile
Creek at Waxhaw (02146900) to estimate 7Q10 for Richardson Creek.
One concern with this plan is that the usual correlation procedure with
nearby index stations is inappropriate for the site on Richardson Creek.
The reservoir upstream from the site has an unknown effect on the natural
flow of the stream, and leakage from that reservoir artificially augments
the flow.
The photographs submitted with the report show the 11 culverts from
which flow measurements will be made. The stream appears to be pooled
upstream and downstream, creating slow velocity conditions. Current meters
are not recommended by the U.S. Geological Survey for use when velocities
are less than 0.2 foot per second. and pygmy meters should be used only when
depths are less than 1.5 feet. The method used to determine the cross -
sectional area of the pipes is acceptable; however, the method to determine
the average velocity in each pipe is not stated. One point velocity in each
pipe would not be recommended.
Please contact me if you have any questions.
Sincerely,
H. Curtis Gunter
Hydrologist
HCG(keh)