virginia deq nontidal monitoring qa project plan and sop, 2015
TRANSCRIPT
VIRGINIA CBP NON-TIDAL NETWORK MONITORING PROGRAM
QUALITY ASSURANCE/QUALITY CONTROL PROJECT PLAN
Chesapeake Bay Program
Department of Environmental Quality
629 East Main Street
Richmond, VA. 23219
Revised July 1, 2015
Concurrence:
Signature: __________________________________________________________ Date: __________________
Cindy Johnson, Chesapeake Bay Program Coordinator, VA DEQ
Signature: ___________________________________________________________ Date: __________________
Chesapeake Bay Program Project Officer, EPA
Signature: ___________________________________________________________ Date: __________________
Chesapeake Bay Program Quality Assurance Officer, EPA
Signature: ___________________________________________________________ Date: __________________
Matt Carter, Chesapeake Bay Program QA Officer, VA DEQ
Laboratory Review:
Signature:____________________________________________________________Date:___________________
Quality Assurance Manager, DCLS
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A2 TABLE OF CONTENTS
PROJECT MANAGEMENT ................................................................................................................................................... 1
A4 PROJECT/TASK ORGANIZATION......................................................................................................................................... 1 A4.1 Roles and Responsibilities ....................................................................................................................................... 1
A5 PROBLEM DEFINITION/BACKGROUND ............................................................................................................................... 4 A6 PROJECT/TASK DESCRIPTION ............................................................................................................................................ 4 A7 QUALITY OBJECTIVES AND CRITERIA ............................................................................................................................... 8
A 7.1 Representativeness ................................................................................................................................................ 10 A7.2 Comparability ......................................................................................................................................................... 11 A7.3 Completeness .......................................................................................................................................................... 12 A7.4 Accuracy and Precision .......................................................................................................................................... 12
A8 SPECIAL TRAINING REQUIREMENTS/CERTIFICATION .................................................................................... 13 A9 DOCUMENTATION AND RECORDS ....................................................................................................................... 14
MEASUREMENT/DATA ACQUISITION ........................................................................................................................... 15
B1 PROGRAM DESIGN ........................................................................................................................................................... 15 B1.1 Stations .................................................................................................................................................................. 15 B1.2 Sampling Frequency .............................................................................................................................................. 15
B2 SAMPLING METHODS ...................................................................................................................................................... 16 B2.1 Field Measurements ............................................................................................................................................... 16 B2.2 Water Quality Samples ........................................................................................................................................... 16
B3 ANALYTICAL METHODS ................................................................................................................................................... 17 B4 QUALITY ASSURANCE OBJECTIVES .................................................................................................................................. 17
B4.1 Quality Assurance Definitions ............................................................................................................................... 17 B4.2 QA/QC Sampling Methods .................................................................................................................................... 18
B4.2.1 Field QA Procedures .......................................................................................................................................................... 18 B4.2.2 Laboratory QA Procedures ................................................................................................................................................. 19
B4.3 Preventive Maintenance ........................................................................................................................................ 20 B5 INSTRUMENT CALIBRATION AND FREQUENCY ................................................................................................................ 21 B6 SAMPLE CUSTODY AND HANDLING ................................................................................................................................. 21
B6.1 Requirements for Analyzing Samples: ................................................................................................................... 21 B7 DATA MANAGEMENT ....................................................................................................................................................... 22
B7.1 Data Recording ...................................................................................................................................................... 22 B7.2 Data Validation ..................................................................................................................................................... 23
B7.2.1 Corrective Action Plan ....................................................................................................................................................... 24 B7.3 Data Reduction ...................................................................................................................................................... 25 B7.4 Data Transmittal ................................................................................................................................................... 25 B7.5 Data Transformation ............................................................................................................................................. 26
ASSESSMENT PROCEDURES ............................................................................................................................................ 27
C1 LABORATORY AUDITS ..................................................................................................................................................... 27 C2 PROGRAM AUDITS ........................................................................................................................................................... 27 C3 FIELD SAMPLING AUDITS ................................................................................................................................................ 27 C4 VALIDATION AND REPORTING AUDITS ............................................................................................................................ 28
TABLES AND FIGURES
Table 1. Station Locations .......................................................................................................................................................... 5
Table 2. Parameters, detection limits and preservation requirements for the VNTMP. ............................................................. 8
Table 3. Quality Control Rejection Criteria for Field Parameters ............................................................................................ 13
Figure 1 Project Organization and Responsibility for VADEQ.................................................................................................. 2
Figure 2 Program Operating Procedures .................................................................................................................................... 3
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APPENDICES
Appendix A Virginia Chesapeake Bay Non-tidal Network Water Quality Monitoring Program
Standard Operating Procedures Manual ...................................................................................................... A
Appendix B Quality Assurance Project Plan for the Virginia River Input Monitoring
Program ............ B
Appendix C Sample Container Information and Holding Times .............................................. C
Appendix D Chesapeake Bay Non-tidal Water Quality Work Group Sampling
Procedures and Protocols ...................................................................................................... ...................... D
Appendix E Log of Significant Changes ............................................................................. ....................... E
Appendix F Contact
information F
A3 Distribution List
P.Tango, EPA
R. Batiuk, EPA
M. Ley, USGS
C. Johnson, VADEQ/CBP
Matt Carter, VADEQ/CBP
J. Beckley, VADEQ/CBP
Bryant Thomas, VADEQ/NRO
Jeff Talbott, VADEQ/NRO
H.Deihls, VADEQ/PRO
G. Anderson, VADEQ/BRRO-L
D. Kain, VADEQ/ VRO
Ellen Basinger,VADCLS
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List of Acronyms
BMP Best Management Practices
BRRO-L VA Department of Environmental Quality – Lynchburg Office
CAR Corrective Action Request
CBM Chesapeake Bay Monitoring
CBMP Federal-Interstate Chesapeake Bay Monitoring Program
CBLO Chesapeake Bay Office of Virginia Dept. of Env. Quality
CBP Chesapeake Bay Program
CBPWQ Chesapeake Bay Water Quality
CIMS Chesapeake Bay Information Management System
CSSP Coordinated Split Sample Program
DCLS Division of Consolidated Laboratory Services
DI Deionized Water
DO Dissolved Oxygen
DUET Data Upload and Evaluation Tool
EDT Electronic Data Transfer
EPA-CBLO Chesapeake Bay Office in Annapolis Maryland
NRO Northern Regional Office
NTWG Non-Tidal Water Quality Workgroup of the Chesapeake Bay Monitoring and
Assessment Subcommittee
OIS Office of Information Systems
PMTF Procedure Modification Tracking Form
PRO Piedmont Regional Office
QA Quality Assurance
QAT Quality Assurance Tool - Software used to perform QC checks
QC Quality Control
RIM USGS River Input Monitoring Program
SOP Standard Operating Procedure
SSS Sample Support Services (the sample receiving section of DCLS)
STAC Scientific and Technical Advisory Committee
TKNW Total Kjeldahl Nitrogen (whole water)
TN Total Nitrogen
TP Total Phosphorus
VADEQ Virginia Department of Environmental Quality
VNTMP Virginia Non-tidal Network Tributary Monitoring Program
VTMP Virginia Tributary Monitoring Program
VRO Valley Regional Office
WQAP Water Quality Assessments & Planning
USGS U.S. Geological Survey
WQM Water Quality Monitoring portion of the CEDS2000 database program
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PROJECT MANAGEMENT
A4 Project/Task Organization
Four regional Department of Environmental Quality (VADEQ) offices supply the field
personnel and equipment necessary to sample all of the stations for the Virginia Chesapeake Bay
Non-tidal Network (VNTMP); the Northern Regional Office (NRO) in Woodbridge, Piedmont
Regional Office (PRO) in Glen Allen, Blue Ridge Regional Office in Lynchburg (BRRO-L) and the
Valley Regional Office in Harrisonburg (VRO). Additional sampling is provided during storm
events through a cooperative agreement with the United States Geological Survey (USGS). The
project is coordinated through the Central Office of the VADEQ in Richmond.
A4.1 Roles and Responsibilities
The organizational structure of VADEQ personnel involved in the VNTMP is depicted in
Figure 1 and major project operations are depicted in Figure 2. The associated responsibilities
for VADEQ personnel are as follows:
Principle Investigator: Responsible for the development and implementation of the program.
Program Coordinator: Responsible for the overall management of the program.
Regional Office Water Quality Monitoring and Compliance Manager: Manages day to day
operation of the Water Quality Monitoring Programs at the regional office. Supervises
regional conductance of the programs in accordance with the Quality Assurance Project Plans.
Environmental Specialist Senior and Field Staff: Conduct office and field-related duties
directly affecting sample collection and handling. Enter raw field data into the water quality
module (WQM) of VADEQ’s Oracle database after sample collection is completed such that
the information may be electronically transmitted to the lab.
Chesapeake Bay Quality Assurance Officer/Database manager: Reviews data, contacts labs
to verify suspect data and corrects data prior to submission to the Chesapeake Bay
Information Management System (CIMS) of the Chesapeake Bay Program Office (CBPO).
Ensures proper formatting of VADEQ data to meet CIMS database requirements. Reviews
and updates (if needed) project plans (QAPjP) and Standard operating procedure manual
(SOP) annually. Conducts annual field audits of regional field personnel. Reports QA/QC
findings to Program Coordinator and, where appropriate, makes a recommendation for
corrective action. Primary contact for laboratory in the event of sample related issues.
VADEQ Quality Assurance Coordinator: Conducts/coordinates laboratory portion of the
program. Coordinates agencies objectives with DCLS and provides feedback to the various
labs regarding QA/QC performance.
Office of Information Services Data Manager: Maintains VADEQ's Water Quality
Monitoring (WQM) module of the Oracle Database.
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Figure 1. Project Organization and Responsibility for VADEQ
VADEQ Central Office
VADEQ Regional Offices
VADEQ Regional Offices
Senior Environmental Field
Personnel:
NRO:
Justin Lloyd
PRO: Lou Seivard
BRRO-L: Scott Hasinger
VRO: Jared Purnhagen
Principle Investigators:
Cindy Johnson
(Program Coordinator)
VADEQ Quality
Assurance Coordinator
James Beckley
Office of Information
Services Data Manager
Hemant Desai
Chesapeake Bay Virginia
Tributary Quality
Assurance Officer
Matt Carter
VADEQ Regional Office Water
Quality Monitoring and
Compliance Managers:
NRO: Jeff Talbott
PRO:
Heather Deihls
BRRO-L: Greg Anderson
VRO: Don Kain
Laboratory Liaison
Cindy Johnson
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Figure 2. Program Operating Procedures
VADEQ requests annual
Monitoring Schedule
Prep.
VADEQ distributes
schedule to labs
Preparation for field
sampling
Regions draft sampling
schedules
Samples collected and
preserved. WQM field
parameters recorded.
Water quality samples delivered
to DCLS Sample Support
Services. DCLS accepts samples
for analysis or cancels lab
analysis. Samples analyzed,
logged and results FTP’d to
VADEQ.
Field staff log data into
WQM system. Data is
transferred electronically
to DCLS.
CBLO reviews data validation
reports and verifies data or
requests verification from
DCLS.
Data upload generates
validation report. Data
validation report and data
are stored in Oracle
database.
Data set utilized by state,
federal, research and
general public:
1) Bay water quality
reports
2) 305(b) reports
3) Tributary WQ reports
4) Water quality modeling
DUET generates error
report which is reviewed
by CBPO and CIMS
database managers
CBLO corrects data and
resubmits corrected data set.
CBPO makes data set
available on CIMS
CBLO processes data to
proper format submits
data files to CBP
computer via their Data
Upload and Evaluation
Tool (DUET)
No fatal
errors
errors
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It will be the shared responsibility of the Region's Environmental Managers and the VADEQ
CBP QA Officer (or a designated representative) to conduct Regional Field evaluations of the
Chesapeake Bay Non-tidal Network Program and, if necessary, make recommendations for
corrective action requested by Regional or Program personnel.
A5 Problem Definition/Background
In the Chesapeake 2000 Agreement, the Chesapeake Bay Program (CBP) committed to
correct the nutrient and sediment-related problems in the Bay and its tidal tributaries to remove them
from the impaired water list. To achieve improved water-quality in the Bay, nutrient and sediment
allocations have been developed for tributary basins in the Bay watershed. However, prior to 2004,
monitoring efforts within the tributary basins were primarily focused on the tidal portions of the
tributaries. The non-tidal network was established to provide additional information, including both
modeling predictions and monitoring assessments, needed by the jurisdictions in the non-tidal areas
such that State and local government could adequately assess progress in meeting nutrient and
sediment allocations for water-quality criteria in the Bay watershed.
The main objectives of this monitoring program are 1) to measure and assess the actual
nutrient and sediment concentration and load reductions in the tributary strategy basins, 2) to improve
watershed models and 3) to help assess the factors affecting nutrient and sediment distributions and
trends across the Bay watershed.
The specific objective of the non-tidal network is to measure and assess the concentration,
load, and trends of nutrients and sediment in the Bay watershed. The information will be analyzed to
help evaluate progress toward, and factors influencing, the reduction of nutrients and sediment to
attain the water-quality criteria in the Bay and progress toward two-year milestones required by the
Chesapeake Bay TMDL. The objective will be met through a network that provides data for: (a)
estimating nutrient and sediment loads, (b) computing trends in the loads, concentrations and stream
flow, (c) providing information to improve calibration and verification of the watershed model, and
(d) providing information that will be integrated with other data (such as changes in nutrient sources)
to determine the factors affecting the concentrations, loads, and trends.
A list of the VNTMP sites is given in Table 1. Sites have been classified as primary or
secondary based on their role in the VNTMP. Both the primary and secondary sites meet the criteria
to compute trends in concentration and flow. However, at a subset of these sites ("primary sites"),
additional data will be collected to meet the criteria for load computation. Site selections were
influenced by (a) the presence of an operating stream gage to measure flow, (b) some existing sample
collection (quarterly or monthly), and (c) the completeness of parameters currently being collected at
each site. All sites utilized for load estimates for the network have stream gages co-located with the
site. Stations were prioritized according to the following factors: 1) Sites located at the outlets of
rivers draining the Tributary Strategy Basins, 2) Sites at the outlet of basins that deliver the largest
amounts of nutrients and sediment to the Bay and 3) Sites of importance to watershed modeling
efforts especially in regards to areas of large data gaps such as sites in the Coastal Plain.
A6 Project/Task Description
Sample collection and analysis for the VNTMP began in July 2004 and is expected to
continue indefinitely assuming continued availability of federal and state resources. Sample
collection for both the primary and secondary sites will occur monthly and will include samples
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collected over a range of flow conditions. In Virginia there are 23 primary sites and 11 secondary
sites. At the primary sites USGS will collect targeted storm event samples (ideally one-two storms
per season) as a component of their River Input Monitoring (RIM) program. A complete list of the
non-tidal network stations is given in Table 1.
Table 1. Station Locations
STAID/
Gage
Operato
r
USGS
NAME
DEQSTAID/C
BP STA ID
DEQ
Descriptio
n
Lat
(NAD83)
Long
(NAD83) River
Network
Station
Type
0165400
0/
DEQ
Accotink Cr.
near
Annandale
1AACO014.57 Rt. 620 Br. 38.
81133333
-77.
23022222 Accotink Cr.
Primary6
(dropped by DEQ in
2012)
0163848
0/
DEQ
Catoctin
Creek at
Taylorstown
1ACAX004.57 Rt. 663 39.254583 -
77.5766667
Catoctin
Creek
Secondar
y7
(dropped by
DEQ in
2012)
0164600
0/
DEQ
Difficult Run
near Great
Falls, VA
1ADIF000.86 Rt. 193 38.975833 -77.246111 Difficult Run Primary3
0165850
0/
USGS
South Fork
Quantico Cr.
near
Independent
Hill, VA
1ASOQ006.73 Rt. 619 38.5872222
2
-
77.4288888
8
Quantico
Creek Primary3
0162105
0/
USGS
Muddy
Creek at
Mount
Clinton, VA
1BMDD005.81 Rt. 726
Bridge 38.4866666
-
78.9605555
5
Muddy
Creek Primary3
0163400
0/
USGS
North Fork
Shenandoah
River near
Strasburg
1BNFS010.34
Rt. 55 Br.
Warren/
Shenandoa
h County
38.9764444
4
-
78.3363333
3
Shenandoah
River Primary 3
0163290
0/
USGS
Smith Creek
near New
Market
1BSMT004.60 Rt. 620
Bridge
38.6933333
3
-
78.6430555
5
Smith Creek Primary3
0163100
0/
USGS
South Fork
Shenandoah
River at
Front Royal
1BSSF003.56
Luray Ave.
at water
intake at
G.S.
38.9137228
2
-
78.2097722
2
Shenandoah
River Primary 3
0162850
0/
DEQ
South Fork
Shenandoah
River
1BSSF100.10 Rt. 708 Br. 38.3130556
-
78.7710277
8
Shenandoah
River Primary1
0162600
0/
DEQ
South River
near
Waynesboro
1BSTH027.85
137 ft
downstrea
m of Rt.
664 Br.
City of
Waynesbor
o
38.0573584
5
-
78.9078017
1
South River Secondar
y
0203950
0/
DEQ
Appomattox
River at
Farmville
2-APP110.93
Rt.45 Br. at
Farmville
(Co. of
Prince
37.3074020
5
-
78.3889681
0
Appomattox
River Primary1
0201150
0/
Back Cr.
near 2-BCC004.71
Rt. 39 at
Gaging
Station
38.0698611
1
-
79.8976388
9
Back Creek Secondar
y
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STAID/
Gage
Operato
r
USGS
NAME
DEQSTAID/C
BP STA ID
DEQ
Descriptio
n
Lat
(NAD83)
Long
(NAD83) River
Network
Station
Type
Army
Corps of
Engineer
s
Mountain
Grove
0201570
0/
DEQ
Bullpasture
River at
Williamsville
2-BLP000.79
Rt. 614 Br.
at gaging
station
38.1952777
8
-
79.5707222
2
Bullpasture
River
Secondar
y
0204250
0/
USGS
Chicahominy
River near
Providence
Forge
2-CHK035.26
Rt. 618 at
gaging
station
37.4361111
1
-
77.0611111
1
Chickahomin
y River Primary3
0202050
0/
DEQ
Calfpasture
River above
Mill Cr. at
Goshen
2-CFP004.67
Downstrea
m of Rt. 42
Br.
37.9871666
6
-
79.4940833
3
Calfpasture
River
Secondar
y
0204100
0/
DEQ
Deep Cr.
near
Mannboro
2-DPC005.20 Rt. 153 Br. 37.2840392
8
-
77.8686109
2
Deep Cr. Secondar
y
0203761
8/
DEQ 4
James River
at Boulevard
Bridge
(Nickel
Bridge)
2-JMS113.20 Rt. 161 Br. 37.5314166
6
-
77.4836944
4
James River Primary 3
0202475
2/
DEQ5
James R. at
Blue Ridge
Pkwy
2-JMS279.41
Blue Ridge
Pkwy Br.
above Big
Isl.
37.5554624
6
-
79.3670102
0
James River Primary 1
0203100
0/
DEQ
Mechums
River near
White Hall
2-MCM005.12
Rt. 614
Bridge at
gaging
station
38.1026916
4
-
78.5929324
2
Mechums
River
Secondar
y
0202400
0/
USGS
Maury River
Near Buena
Vista
2-MRY014.78
Rt. 60 at
Ben Salem
Wayside
37.7522222
2
-
79.3919444
4
Maury River Secondar
y
0203400
0/
DEQ
Rivannah
River at
Palmyra
2-RVN015.97 Rt. 15
Bridge
37.8577777
7
-
78.2661111
1
Rivannah
River Primary1
0166750
0/
DEQ
Rapidan
River near
Culpeper
3-RAP030.21 Rt. 522 Br. 38.3590185
7
-
77.9733304
9
Rapidan
River Primary 3
0166550
0/
DEQ
Rapidan R.
Rt. 29 3-RAP066.54 Rt. 29
38.2798527
5
-
78.3408404
2
Rapidan
River
Secondar
y
0166650
0/
DEQ
Robinson
River near
Locust Dale
3-ROB001.90 Rt. 614 Br. 38.
32533333
-78.
09458333
Robinson
River
Secondar
y
0166400
0/
USGS
Rappahannoc
k River at
Remington
3-RPP147.49 Rt. 15/29
Br.
38.5301244
2
-
77.8136045
4
Rappahanno
ck River Primary1
0166952
0/
USGS
Dragon
Swamp at
Mascot, VA
7-DRN010.48 Rt. 603 Br. 37.6336111
1
-
76.6958333
3
Dragon
Swamp Primary3
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STAID/
Gage
Operato
r
USGS
NAME
DEQSTAID/C
BP STA ID
DEQ
Descriptio
n
Lat
(NAD83)
Long
(NAD83) River
Network
Station
Type
0167110
0/
DEQ
Little River
near Doswell 8-LTL009.54 Rt. 685 Br.
37.8729179
0
-
77.5133169
5
Little River Secondar
y
0167400
0/
USGS
Mattaponi
River near
Bowling
Green
8-MPN094.94 Rt. 605 Br. 38.0618333
3
-
77.3860000
0
Mattaponi
River Primary1
0167102
0/
DEQ
North Anna
River at Hart
Corner near
Doswell
8-NAR005.42
Rt. 30 Br.
(Morris
Br.)
37.85
-
77.4280555
6
North Anna
River Primary3
0167380
0/
DEQ
Po River near
Spotsylvania 8-POR008.97 Rt. 208 Br.
38.1713055
6
-
77.5945555
6
Po River Secondar
y
0204165
0/
DEQ
Appomattox
River at
Matoaca
2-APP016.38/
TF5.0A
Rt. 600 Br
(Chesterfiel
d County)
37.22543 -77.6428 Appomattox
River Primary 2
0167300
0/
USGS
Pamunkey
River near
Hanover
8-PMK082.34/
TF4.0P
Rt. 614
Bridge 37.76792 -77.3319
Pamunkey
River Primary 2
0203500
0/
USGS
James River
at
Cartersville
2-JMS157.28/
TF5.0J
Rt. 45
Bridge at
Cartersville
37.67111 -78.0858 James River Primary 2
0166800
0/
USGS
Rappahannoc
k River near
Fredericksbu
rg
3-RPP113.37/
TF3.0
USGS
cableway 38.32235 -77.5178
Rappahanno
ck River Primary 2
0167450
0/
USGS
Mattaponi
River near
Beulahville
8-MPN054.17/
TF4.0M Rt. 628 Br. 37.88403 -77.163
Mattaponi
River Primary 2
0167418
2
/USGS
Polecat
Creek 8-PCT000.76 Rt. 301 Br. 37.96025 -77.343556
Polecat
Creek Primary3
1 These sites will be sampled jointly by VADEQ and USGS. These sites have been added to the USGS River Input
Monitoring Program and may be referred to as “RIM ADD ON” Sites. 2 These Fall line sites have been sampled since 1984 by USGS in cooperation with the VA DEQ Chesapeake Bay Office
as Virginia River Input Monitoring Program sites. 3 These Fall line sites will be sampled for base flow (monthly routine sampling) and targeted storm events by USGS in
cooperation with the VA DEQ Chesapeake Bay Office as Virginia River Input Monitoring Program sites. 4 The site number is 02037618 however the gage number for this site is 02037500 former site location of 2-JMS117.35 at
Richmond. 5 Gauge 02024752 (Blue Ridge) was installed in 2006. Data from gauge 0205500 (Holcomb Rock) is utilized for status
and trends until a period of 5 years of data are available for the Blue Ridge site. 6 Routine monitoring of Accotink Creek was dropped by VA DEQ in October 2012. USGS-MD conducted ambient
monthly monitoring (CBP parameters) at the site using CBP protocols until January 2015, when USGS-VA began the
routine monitoring of Accotink Creek. USGS-VA continues to conduct storm sampling. 7 Routine monitoring of Catoctin Creek was dropped by VA DEQ in October 2012. USGS-MD conducts ambient
monthly monitoring (CBP parameters) at the site using CBP protocols.
Parameters: The analyses that will be performed for the VTNMP sites are listed in Table 2.
Compiling, managing, and submitting the data: Quality-control procedures currently in place for the
Chesapeake Bay water quality monitoring program will be utilized to evaluate the completeness and
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quality of the data (see program operating procedures, Figure 2). The data will be stored in the
VADEQ CEDS database as well as submitted to the CBP for inclusion in the Non-tidal Water-quality
database of the Chesapeake Information Management System (CIMS). The data will increase the
number of sites in the watershed for load and trend computations conducted by the USGS and other
investigators (CBP project: Long-term Analysis of Water Quality, Habitat, and Living Resource
Data). The data will also be used to improve the CBP environmental indicators for loads and trends
to help inform the jurisdictions and public about progress in reducing nutrients and sediment in the
Bay watershed.
Table 2. Parameters, detection limits and preservation requirements for the VNTMP.
PARAMETER STORET PARAMETER
/CIMS
PARAMETER
STATION TYPE
COLLECTION PROCEDURE
PRESER-VATION
METHOD REPORTIN
G
LIMITS
CBP (CIMS) METHOD
(unless noted
otherwise) Temperature 00010/WTEMP All Multiprobe F01
pH 00400/PH All Multiprobe F01
Dissolved Oxygen 00299/DO All Multiprobe F01/F04
Specific Conductance 00094/SPCOND All Multiprobe F01
Total Nitrogen 00600/TN All 1 Whole Water ICE 0.1 mg/L L01
Total Nitrate + Nitrite 00630/NO23W All 1 Whole water ICE .04 mg/L L01
Whole water Ammonium 00610/NH4W All 1 Whole Water ICE .04 mg/L L01
Total Phosphorus 00665/TP All 1 Whole Water ICE .01 mg/L L01
Orthophosphate (low level,
dissolved) OPWLF/PO4F All Whole water ICE .002 mg/L3 L01
Fixed Suspended Solids 00540/FSS All Whole water ICE 3 mg/L L01
Total Suspended Solids 00530/TSS All Whole water ICE 3 mg/L L01
Total Suspended Sediment2 SSC-TOTAL/
SSC_TOTAL Primary Sites Whole water ICE .0001 mg/L L01
Suspended Sediment >0.62
um2
SSC-COURSE/
SSC_COURSE Primary Sites Whole water ICE .0001 mg/L L01
Suspended Sediment <0.62
um2
SSC-FINE/
SSC_FINE Primary Sites Whole water ICE .0001 mg/L L01
Fecal Coliform (colonies) 31616/
FCOLI_C All Whole water ICE L01
1 Different components of these constituents (i.e. the dissolved and particulate components of nitrogen and phosphorus
and dissolved ammonia) and lower detection limits are reported for River Input Monitoring sites sampled since 1984
(refer to Table 3; in Heyer, K.E. and D.L. Moyer 2012. Quality Assurance Project Plan for the Virginia River Input
Monitoring Program.). The River Input Monitoring Program also collects some additional parameters such as
Chlorophyll a and Silica at those sites. 2 These parameters are collected by USGS monthly from sites where both routine sampling and targeted storm events are
conducted. Suspended sediment samples are only collected during selected high flow events (i.e. not during routine
scheduled sampling) for sites where USGS only monitors targeted storm events. 3 Method Detection Limit
A7 Quality Objectives and Criteria
The non-tidal monitoring network is conducted in cooperation with the Integrated Monitoring
Networks workgroup (IMW). The IMW is comprised of representatives from all the States in the
watershed, the River Basin Commissions, and the Federal Government. The workgroup developed
an initial list of candidate sites for the tributary strategy basins in consultation with State Tributary
Strategy Coordinators and watershed modeling staff. The approach for the objectives and design of
the non-tidal network was also presented to the Scientific and Technical Advisory Committee
(STAC), which provided a positive endorsement. The initial design will be assessed for how well the
sites represent conditions in the watershed and provide data for the watershed model. Modifications
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to the candidate sites will be made based on this assessment and any modifications to the sampling
design will be reviewed and approved by the IMW prior to implementation.
The objectives of the network are 1) to measure and assess the actual nutrient and sediment
concentration and load reductions in the tributary strategy basins across the watershed, 2) to improve
watershed models, and 3) to help assess the factors affecting nutrient and sediment distributions and
trends.
The objectives will be met by having a network producing data for:
a. Computing trend in concentrations and stream flow.
b. Estimating nutrient and sediment loads and computing trends in loads,
c. Providing information to improve calibration and verification of the watershed models.
d. Providing information that can be used with other data to determine the factors affecting
the trend in concentration and load.
e. Developing indicators that can be used to communicate progress for obtaining load
reductions for tributary strategies and other appropriate Chesapeake 2000 commitments of the
CBP.
The network is designed for all sites to meet the criteria to compute trends in concentration
and flow with additional data collected at a subset of sites to meet the criteria for load computations.
Data from both site types (particularly the primary sites) will be used to improve watershed models.
The trend data, along with data sets on nutrient sources, best management practices (BMP's), land-
use change, and watershed characteristics will be used to help assess the factors affecting nutrient
concentrations and loads in the watershed. This information will be used to develop indicators to
help assess progress of the tributary strategies in the watershed for attaining water-quality criteria in
the Bay. Other indicators to help assess watershed conditions will be developed to meet the needs of
the appropriate Chesapeake 2000 commitments.
The VNTMP is designed to provide field and laboratory measurements that will be utilized to
make characterizations throughout the watersheds of the major tributaries of the Chesapeake Bay
rather than to accept or reject a hypothesis. Therefore, the most effective means of assuring the data
quality objectives are met is to establish quality goals for the individual measurements that will be
utilized to meet those objectives. Measurement of the quality for the various measurements obtained
for the VNTMP in both the field and in the laboratory can be expressed in terms of
representativeness, completeness, comparability, accuracy and precision. Measurement quality
objectives may be set by instrument manufacturer's specifications, subcommittee actions, or by
historical data results.
Detailed descriptions of the quality assurance practices for each of the analytical procedures
conducted by the VA of Consolidated Laboratory Services for the VNTMP, can be found in the listed
SOPs and in the DCLS Quality Manual 2013 (available from DCLS upon request):
Primary and secondary sites:
Technical Procedure 2522 Determination of Ammonia Nitrogen by Automated
Colorimetry
Technical Procedure 2527 Determination of Nitrate-Nitrite Nitrogen by Automated
Colorimetry
Technical Procedure 2538 Phosphorus – Orthophosphate, Low level, Automated
Technical Procedure 2541 Low Level Total Phosphorous By Semi-Automated
Colorimetry
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Technical Procedure 2544 Total Suspended Solids.
Technical Procedure 2588 Total Nitrogen, Automated Colorimetric
Primary sites only:
Technical Procedure 2571 Determining Sediment Concentration in Water Samples
A 7.1 Representativeness
Representativeness is the degree to which sample data represent the actual conditions or
concentrations present in the sampled population or area. Experimental design; sample collection,
preservation and handling; and statistical sampling design for tributary monitoring are interactive
factors that directly affect field sample representativeness. The experimental design is described in
detail in the Project Description. Due to funding constraints relatively small sample sizes will be
collected each season (1 collection per month for secondary sites and 1 collection per month plus 8
storm events for primary sites). Therefore sites were chosen with as much background data available
as possible. Alden et. al found that in a long-term program sufficient data can be collected to
determine seasonal patterns in most water quality parameters at each site with high statistical
confidence (Alden, et al., 1994. An Assessment of the Power and Robustness of the Chesapeake Bay
Program Water Quality Monitoring Program: Phase II - Refinement Evaluations). Specifically, they
concluded a scenario of 12 collections per year was statistically less powerful than a scenario of 20
collections per year but the 12 collection scenario was adequate for capturing long-term annual
trends.
The Virginia CBP Non-tidal monitoring coordination effort involves joint data collection
by both VADEQ and USGS with both agencies using historically different field collection
methodologies. Prior to implementing the sampling design agreed upon by the NTWG (refer to
Sampling Procedures and Protocols for the Chesapeake Bay Nontidal Water Quality Network. June
1, 2007 in Appendix E), the sampling design for VA DEQ personnel consisted of obtaining a grab
sample from the stream surface at single site considered to be most representative of in-stream
conditions at the time of sample collection (usually mid-stream). However, physical characteristics of
some streams and flow conditions at the time of collection may preclude the use of a single sampling
location to adequately characterize in-stream conditions and may result in observable differences in
data between methods of collection. Data collections by the Department of Natural Resources
(MDDNR) in Maryland have undergone similar changes and are expected to demonstrate a similar
pattern. Virginia expects that observed differences in data due to method changes will probably be
site and flow specific however the effects of the method changes on trend analyses may be
unavoidable at some sites.
The sampling protocol at the primary sites is based on USGS River Input Monitoring (RIM)
field collection methods (Heyer, K. E. and D. L. Moyer, 2012. Quality Assurance Project Plan for
the Virginia River Input Monitoring Program. U.S. Geological Survey) and consists of using an
isokinetic sampler (USGS sampler DH- 95 or DH-81) or a weighted bottle sampler (USGS weighted
bottle sampler WBH-96) to collect a depth-integrated sample from up to 9 sampling points across the
river channel. The type of sampler utilized is dependent upon stream flow and the number of
sampling points is determined from the stream width at the time of sampling. The samples from each
section are composited (width integrated) within a sample churn. Laboratory sample bottles are then
filled using the sample churn. Initially VA DEQ’s sample collection methods differed for primary
sites and secondary sites and consisted of a single vertically integrated sample from center of flow.
However, in 2010 VA DEQ phased in equal width and depth integrated sampling at most of its
secondary sites.
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In the sampling phase, the staff utilizes reliable QA procedures (field blanks, field
duplicates, and standard operating procedures) to ensure representative data. These techniques
combined with sample container requirements, sample preservation, and sample holding times will
assure required data confidence level achievement (see Virginia Chesapeake Bay Non-tidal Network
Water Quality Monitoring Program Standard Operating Procedures,2015). Standard Operating
Procedures utilized by the field personnel define sample collection, preservation and handling and
statistical sampling techniques. Following the procedures stipulated in the SOPs allows minimum
standards of field representativeness. Although SOPs detail specific field sampling operations and
handling, the SOPs also provide a mechanism for including the judgment of field personnel. If
abnormal circumstances do occur relative to the sampling and/or site selection, a Corrective Action
Form is available to field personnel to document the circumstances and take appropriate action.
A7.2 Comparability
Comparability expresses the confidence with which one data set can be compared with
another. There are several components to data comparability for the VNTMP. Data collected must be
comparable within and between regions. That is, the results for a station in an individual region must
be of comparable quality to other stations within that region as well as those obtained by field
personnel from the other regions. Additionally, the data generated by the VNTMP must also be
comparable to the data generated by other states and laboratories participating in the program.
Data generated within VA DEQ are ensured to be comparable via a system of written
documentation, field audits and the collection of quality assurance and quality control samples. An
agency Standard Operating Procedure (SOP) is provided to all the field specialists in each region
detailing agency protocols for sample method collections and preservation. Additionally, a program
specific SOP has been developed and provided to field personnel responsible for the collection of
samples for the VNTMP. Field personnel are observed in the field by the agency QA officer to ensure
the collection techniques detailed in the SOP are followed by each field specialist including the
collection of field replicates and equipment blanks such that the data generated are repeatable,
comparable and where applicable defensible.
The non-tidal water quality work group (NTWG) has developed a set of protocols to be
utilized by all the states currently monitoring water quality for the non-tidal network (see Appendix
E). The protocols outlined in the NTWG document are based upon the protocols specified in the
USGS National Field Manual and were developed to ensure comparable methods for all participating
agencies. Additionally, training of VADEQ field personnel was provided by USGS and USGS
continues to provide support to field personnel as needed.
The Division of Consolidated Laboratory Services (DCLS) is accredited by the National
Environmental Accreditation Program (NELAP) and has clear and precise SOPs for their analyses. A
high confidence level of data is maintained by the consistent integrity of VADEQ sampling
procedures and lab analysis. This allows comparisons of data within this program and similar water
quality data sets.
The VNTMP is being conducted as a component of the Federal-Interstate Chesapeake Bay
Program (CBP) and as such will adhere to the CBP data reporting requirements and practices.
Representatives of the VNTMP participate in quarterly Data Integrity Workgroup (DIW) meetings
ensuring the comparability of laboratories analyzing data for the Chesapeake Bay Program with the
use of field splits and blind audit samples (refer to section B4 or Chesapeake Bay Coordinated Split
Sample Program Implementation Guidelines, Revision 4 (CBP, 1989) for further details).
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Additionally data submitted to the Chesapeake Bay Information System (CIMS) are required to be
formatted according to the database design developed by the database manager.
Comparability of monitoring data is achieved as a result of quality products at each phase
of the data gathering process. It includes representative sampling and sample handling procedures,
uniform laboratory methods and validation of laboratory data, and procedures for reduction,
validation, and reporting of environmental data.
A7.3 Completeness
Completeness is a measure of the amount of valid data obtained compared to the amount
that was expected under correct normal conditions. Completeness is a condition to be achieved in
order to meet the data requirements of the program. Estimates of completeness for the monitoring
parameters of the VNTMP should exceed 95% for all its monitoring parameters. Because the data
quality objectives of the VNTMP are based on long-term monitoring results, occasional failure to
achieve this goal does not preclude the data's utility for model calibrations nor does it result in an
inability to determine long-term status and trends in the tributaries being monitored. In general, any
variation from this goal is usually due to problems encountered by the field crews such as prolonged
adverse weather conditions or equipment failure. Other factors that occasionally invalidate samples
include errors and problems due to: sample preservation, holding times, sample storage, sample
identification, sample volumes, loss and breakage. In addition, sample characteristics (very high
concentrations or very low concentrations) can compromise the accuracy of the method and thus limit
the completeness of the data.
To minimize sample losses due to adverse weather conditions or equipment failure, field
personnel are requested to reschedule as often as necessary to minimize loss of data (refer to Section
1.3 Scheduling and Rescheduling of Runs, Virginia Chesapeake Bay Non-tidal Network Water
Quality Monitoring Program Standard Operating Procedures Manual for further details).
A7.4 Accuracy and Precision
Accuracy refers to the degree to which measurements approach the true or accepted value
while precision measures the proximity or closeness of values for a parameter within a data set.
Precision may be expressed in terms of standard deviations with appropriate units of measurement, or
as percent.
Analytical accuracy and precision are the responsibility of the laboratories conducting the
analyses. Quality control samples along with appropriate statistical techniques are utilized to ensure
accuracy and precision in the production of laboratory data. The sensitivity of an analytical method
to detect an analyte at low levels can vary depending the combined factors of the instrument utilized,
sample size and the sample processing steps. Therefore Method Detection Limits (MDLs) are
established by the laboratory for each parameter and reported to VADEQ with their analytical results.
MDLs represent the minimum concentration of an analyte that the lab can see and qualitatively state
that the analyte is present with 95% confidence the signal is caused by the analyte. Current MDLs
for parameters analyzed for the VNTMP by DCLS are given in Table 2.
To assure the multi-parameter field instruments utilized by field personnel are accurate,
the instruments are calibrated prior to each use in the field following the instructions in the
manufacturer's manuals.
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Prior to sampling at each station, field personnel visually inspect the instrument for
indications of drift greater than 5% percent saturation for dissolved oxygen and upon returning to
the regional office conduct a calibration check for drift against known standards. Also annual checks
are conducted for temperature calibration at 0-4 C and 25-30 C during site visits. Field parameters
will be rejected for Quality Assurance reasons if the following criteria are exceeded:
Table 3. Quality Control Rejection Criteria for Field Parameters
FIELD PARAMETER CRITERIA 1 Dissolved
Oxygen
Clark Cell 0.49 mg/L
Optical Probe 0.3 mg/L 1 Specific
Conductance 0.147
10%
mmhos/cm
All other
conductance
standards
5%
mmhos/cm
1 pH 0.2 SU 2 Temperature Probe 1 C NIST certified
thermistor 0.5 C 3Depth 0.2 m
1 Calibration check conducted after each sampling run. 2 Accuracy check conducted once per year via a comparison of two multi-parameter
instruments. Also annual check conducted against an NIST certified thermistor during site
visits (refer Temperature Calibration Check sections for the individual multiparameter
water quality instruments in Standard Operating Procedures Manual for the Department of
Environmental Quality Office of Water Quality Monitoring and Assessment (VA DEQ
2014) for further details). 3 Accuracy checked monthly against a known depth (refer to Standard Operating
Procedures Manual for the Department of Environmental Quality Office of Water Quality
Monitoring and Assessment. Department of Environmental Quality. 2014. for further
details).
A8. Special Training Requirements/Certification
Regional field personnel at VADEQ are required to demonstrate proficiency in all sampling
methods utilized for sample collection of samples to the VA DEQ Quality Assurance Coordinator.
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Both the QA coordinator and experienced regional field personnel provide training to new personnel.
Additional training was provided to field personnel by the Richmond USGS office for sampling
protocols that are utilized exclusively for the non-tidal water quality monitoring network. Training
takes place both in the regional offices and in the field. Annual site visits are conducted by the
VADEQ CBP QA Officer to assure the continued proficiency of field personal and adherence to the
procedures specified in the agency's SOP. Additionally, USGS has agreed to conduct site visits of the
regional personnel every 1-2 years to ensure reasonable consistency with the RIM program protocols.
A9. Documentation and Records
Complete documentation of the sampling runs is an important part of the monitoring program.
Field crews document all data obtained in the field on field sheets and key the water quality data into
Water Quality Monitoring (WQM) component of VA DEQ’s Comprehensive Environmental Data
System (CEDS2000) by 9:00 am of the morning following the run. Since the data generated by this
program are not used for legal purposes, a formal chain of custody sheet is not required. Field sheets
and any information concerned with specific problems and/or events during a sampling run, as well
as comments on general trends and modifications to the sampling program will be maintained and
kept at VADEQ’s central office. The following forms will be used to document this type of
information:
1) A WQM Field Data Sheet is completed upon arrival at each station. This form is used to
record sample collection depth, weather, tidal flow, field measurements (e.g. pH, salinity,
water temperature, DO, and conductivity) and data pertinent to the collection of samples
such as type of sample and date and time of collection.
2) The Procedure Modification Tracking Form (PMTF) is completed only if a major
change in the SOP has occurred. Examples of this type of situation would be station
relocation, or a change in sample collection methodology. In cases such as this, the
PMTF would be sent to CBO at the end of each sampling period. The originals of each
report will be kept on file with each regional office, and the originals should be scanned
and emailed to CBO within two working days of completion of the fieldwork for that
period (i.e. each region does one report per month).
3) A Laboratory Notebook is to be maintained by each region.
This notebook is used to record instrument calibration data, notes on instrument testing
and/or modifications, and notes on instrument performance, problems, repair, etc.
Equipment inventories and field checklists can also be kept in this notebook, as well as
miscellaneous data not originally recorded on the WQM data sheets (Winkler DO, etc).
4) A Corrective Action Request Form (CAR) is used to document problems and steps
needed, or taken, for correction. CAR forms may originate in regions, headquarters, or the
labs. The main reason to use a CAR is the need to permanently change any procedure.
5) A Site Visit Form is utilized to document audits performed by the CBP staff annually. This
ensures field-sampling procedures are followed according to SOP.
While these resources are primarily for documentation and review purposes, they may be
important components in the overall analysis of the Monitoring Program, and each region's role in
meeting program objectives. However, resolution of problems or disruptions in sampling that may
lead to missing or compromised data require immediate communication and action, and take the
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highest priority with regard to effort. Central office will retain hard copies of documentation
received from the regional offices for a minimum of 5 years and electronic formats for 20 years.
Every spring the Project Plan and SOP for the VNTMP will be reviewed and updated on an as
needed basis. If no changes are needed, a statement verifying that the Project Plan and SOP has been
reviewed and is up-to-date will be submitted to the CBP. Any modifications to the documents will be
reviewed and approved by the regional personnel conducting the sampling, the principal investigators
and VA DEQ's Quality Assurance Coordinator. Once approved, final versions will be made available
to all interested parties by placing downloadable copies in the CIMS and VADEQ websites.
Analytical results are reported to VADEQ in electronic format by data upload into the
analytical table of the CEDS2000 database. . The laboratory must retain all bench sheets and
QA/QC information for at least 3 years. The analytical data are submitted to CIMS through the Data
Upload and Evaluation Tool (DUET) where they are made available to researchers and the general
public. Also a metadata record is available on the CIMS website completely documenting the
procedures that are utilized by the VNTMP.
MEASUREMENT/DATA ACQUISITION
B1 Program Design
B1.1 Stations
The sampling location descriptions for the Virginia Non-tidal Tributary Monitoring Program
(VNTMP) stations are listed in Table 1. Water quality data are collected over select sites in
tributaries of the Potomac, James, York, and Rappahannock Rivers. Potential site selection was
based on 1) the presence of an operating stream gage to measure flow 2) some existing sample
collection (quarterly or monthly) and 3) the completeness of parameters being collected at each site.
The final site selection was based on 1) location to the outlet of a rivers draining the Tributary
Strategy Basin 2) locations delivering the largest amounts of nutrients and sediment to the
Chesapeake Bay or its tributaries and 3) importance to watershed modeling efforts for closing areas
of large data gaps such as in the area of the Coastal Plain.
B1.2 Sampling Frequency
VA DEQ sampling schedules are the responsibility of each region conducting water quality
monitoring. Schedules are entered into the Monthly Field Monitoring Screen of the WQM module of
the CEDS2000 database by the 25th day of the month proceeding sample collections. Scheduling of
routine sampling events should occur as closely as possible to the beginning of each month to allow
for rescheduling due to inclement weather or other factors that may disrupt the initial sampling
schedule.
B.1.2.1 Primary Sites
There are three types of primary sites for the VNTMP: 1) those sampled monthly for base
flow by VA DEQ personnel and by USGS during storm events, 2) 6 RIM sites sampled exclusively
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by USGS for base flow and storm events since 1988 and 3) 11 RIM add-on sites that are sampled
exclusively by USGS for base flow and storm events but with a reduced set of parameters. In all
cases sites are sampled monthly for base flow. USGS targets 8 storm events per year at add-on and
cooperatively sampled sites and 8-15 total storm events at the traditional RIM sites (refer to Table1).
B.1.2.2 Secondary Sites
Samples are collected monthly from secondary sites by VA DEQ for base flow.
B2 Sampling Methods
Sampling protocols utilized by the VNTMP can be found in the Virginia Chesapeake Bay Non-tidal
Water Quality Monitoring Program Standard Operating Procedures Manual (Appendix A) and in
the USGS Quality Assurance Project Plan for the Virginia River Input Monitoring Program
(Appendix B). VA DEQ will obtain field data and water quality samples from an odd number of
equal width increments (up to 9) across the bridge. The number of increments will be determined by
the total width of the stream at the time of sampling. Field parameters will be obtained from the
surface water at approximately 0.3 meters depth and from the center of each increment. The median
value for each parameter will be entered into the database. Water quality samples at all sites will
consist of a composite of integrated samples from each of the equal width increments. Field data for
USGS will consist of the median of the data collected from each of 10 evenly spaced sites across the
span of the tributary and water quality samples will consist of a composite of integrated samples from
each of the 10 sites. If the total stream width is less than 100 feet, then 5 cross sections will be used
as sampling points.When stream velocity is greater than 1.5 ft/s and does not exceed the constraints
of sampling with the isokinetic nozzles samples obtained will be isokinetic.
B2.1 Field Measurements
Both VA DEQ and USGS will obtain field data from bridges utilizing multi-parameter
water quality monitoring instruments (such as a Hydrolab minisonde, YSI or an InSitu
instrument). Operation and calibration protocols for the multi-parameter instruments utilized
by VA DEQ personnel can be found in the) Standard Operating Procedures Manual for the
Department of Environmental Quality Office of Water Quality Monitoring and Assessment
(VADEQ 2014).
and those of USGS in Quality Assurance Project Plan for the Virginia River Input
Monitoring Program (see Appendix B). Maintenance of the multi-parameter instruments is
performed as recommended in the Operating Manuals for the individual instruments. Field
measurements recorded will include pH, specific conductance, water temperature and dissolved
oxygen.
B2.2 Water Quality Samples
Water quality samples collected by USGS and VA DEQ are obtained via methods that are
dependent upon the gage height of the tributary at the time of sampling (for USGS methods refer to
Quality Assurance Project Plan for the Virginia River Input Monitoring Program (Appendix B); for
VA DEQ’s methods refer to Appendix A, Virginia Chesapeake Bay Non-tidal Water Quality
Monitoring Program Standard Operating Procedures Manual). A complete list of the physical and
analytical parameters to be obtained by both agencies is provided in Table 2 and a list of the
Laboratory analytical methods and procedures is given in Section A.7. Sample preservations and
holding times may be found in Appendix D.
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B3 Analytical Methods
A list of analytical methods to be utilized for Virginia’s non-tidal network is provided in
Section A.7 and the corresponding CIMS parameter names and method codes are provided in Table
2. All analyses will be conducted by DCLS except for the suspended sediment analysis collected at
the USGS RIM sites (see primary2 sites in Table 1). Those analyses are conducted by the USGS
Kentucky sediment lab. Analytical methods utilized for the VNTMP will be Standard Methods or
approved EPA methods. Analytical practices are documented in the Virginia Division of
Consolidated Laboratory Services Quality Manual, 1-500, and individual SOPs (available from
DCLS upon request).
B4 Quality Assurance Objectives
Because the data generated in this program are going to be used to assist critical decisions that
affect tributary waters, it is essential that high QA/QC be maintained. Field, laboratory and data
management personnel should utilize established procedures to ensure data accuracy, precision,
representativeness, comparability and completeness necessary for a successful program.
B4.1 Quality Assurance Definitions
Accuracy - Refers to the degree that measurements approach the true or accepted value.
Accuracy may be expressed as the difference between the result and the true value, i.e., percent
difference.
Comparability - Expresses the confidence with which one data set can be compared with
another. Comparability is achieved by assuring a given confidence level for data.
Completeness - A measure of the amount of valid data obtained from a measurement system
compared to the amount expected under correct normal conditions.
Data Reduction - Procedures used in the analysis of samples to calculate the concentration of
the measured parameter in appropriate concentration units.
Data Validation - Procedures used to review data in order to identify outliers, errors, and
quality control problems that may result in the rejection or qualification of sample data.
Detection Limit - The lowest concentration or amount of the target analyte that can be
determined to be different from zero by a single measurement at a stated degree of confidence.
Equipment Blank - Measures the contamination occurring during the field sampling phase of
the measurement process. At random sampling sites the blank sample (deionized water) is poured
into containers and preserved in a similar manner to the field samples being collected. Referred to
as “Field Blank” by the CBP.
Field Duplicate - Refers to duplicate samples taken in the field and analyzed as discrete
samples.
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Lab Duplicate - Refers to laboratory replicate analyses performed on the same sample.
Method Blank - A reagent blank prepared in the lab using all the reagents used in the analysis
in order to evaluate interference and/or carry over contamination occurring during the analytical
procedure. A reagent blank is treated identically to an actual sample.
Outliers - Data values that lie outside the statistically defined parameter limits. Apparent
outliers may be invalid, qualified, or accepted based on quality assurance data for blanks and
duplicates.
Performance Audit - Utilizes test samples of known composition to evaluate laboratory
accuracy. Generally performance audits are included as a part of more general systems audits.
Precision - Measures the proximity or closeness of values for a parameter within a data set.
Precision may be expressed in terms of standard deviations with appropriate units of
measurement, or as percent.
Quality Assurance - A system of activities whose purpose is to provide the user with assurance
that the product meets defined standards of quality.
Quality Control - Those procedures or activities whose purpose is to control the quality of the
product so that it meets the needs of a user.
Standard Operating Procedure - A written, approved procedure for routine use which
describes in detail the steps necessary for performing repetitive tasks.
Spiked Sample - Refers to samples to which a known amount of analyte is added to evaluate
recoveries from the sample matrix. Also called matrix spikes. Spikes are usually prepared in the
laboratory.
Standard Reference Materials - Samples that are certified to contain a specified quantity of
analyte are purchased from a national supply company and given to the laboratory for analysis.
The laboratory result is compared with the certified quantity as a measurement of laboratory
precision.
System Audit - Systematic and spot checks of equipment, facilities and procedures for
compliance with the quality assurance plan.
B4.2 QA/QC Sampling Methods
B4.2.1 Field QA Procedures
The primary QA\QC mechanism that will be utilized in the VNTMP monitoring effort is
the use of equipment blanks, field duplicates, source blanks and a CBP Coordinated Split
Sample Program (CSSP).
Equipment blanks are considered representative of the usual procedures involved in field
sampling, sample handling and sample transport. The VNTMP collects one equipment blank
per station per year. Determining the level of equipment blank contamination provides
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indication of the possible level of sample contamination. The equipment blank contamination
that is detected should not exceed 20 percent of the expected concentration range for each
sample parameter. Higher levels of contamination may render the data unreliable. Note,
equipment blanks are commonly referred to as “field blanks” by the CBP.
Duplicate samples are submitted to DCLS for field quality control samples. Two
duplicate samples are collected per year for every primary station. One duplicate per year is
collected at every secondary station. The quality control samples are prepared and analyzed
for all parameters of interest and in some instances for a sample matrix. The field duplicate
data are used to determine the overall precision of the field and laboratory procedures.
A quarterly sample will also be obtained from the DI water source and sent to the
laboratory for analysis. This will test the purity of the DI water which is utilized for
equipment blanks. A DI water source blank will also be obtained in cases where the
equipment blanks indicate a possible source of contamination and a reagent blank will be
collected whenever a new bottle of acid preservative is utilized.
Standard operating procedures for preparation and handling of equipment blanks and field
duplicate samples are contained the Virginia Chesapeake Bay Non-tidal Water Quality
Monitoring Program Standard Operating Procedures Manual (Appendix A). The equipment
blanks and duplicate results will be entered into a database and will be used to empirically
establish an expected range for each parameter. Once these expected ranges have been
established they will be used to identify possible problems with field operations and as a basis
for accepting, qualifying or rejecting data obtained from field samples.
All quality control samples will be collected, preserved, and handled using the same
protocols for routine samples described herein. The SOP identifies the specific procedures to
be followed for the collection and identification of duplicate and blank samples.
Internal QA/QC assurance also includes protocols for ensuring proper field instrument and
equipment performance. These QA/QC procedures are accomplished by use of recommended
calibration, operational checks and maintenance procedures to field instruments at period-
specific intervals.
B4.2.2 Laboratory QA Procedures
The procedures to measure accuracy and precision vary with each laboratory. This is due
to differences in sample matrices, the level of instrument automation and analytical
techniques (i.e. calorimetric, gravimetric, etc.). Laboratory quality control samples that are
used to determine accuracy and precision should make up approximately 10% of the total
number of samples analyzed. Accuracy is generally determined by recoveries from laboratory
spike samples, blanks, or by using reference samples. Quality control samples for accuracy
determinations should make up 5% of the total number of samples analyzed. Laboratory
duplicate samples are used to measure precision and generally make up 5% of the samples
analyzed.
Using accuracy and precision data, standard deviations are calculated and used to prepare
control charts. Control charts are drawn with "warning" and "out of control" limits which the
laboratory uses to plot and visually assess accuracy and precision data in each sample run.
Warning limits (corresponding to 95% confidence levels) are two standard deviations from
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the mean. Out of control limits (corresponding to 99% confidence levels) are three standard
deviations from the mean. In the event of an "out of control" situation, the laboratory initiates
appropriate corrective action. Detailed information about the corrective action procedures
utilized by DCLS can be found in the VA DCLS Quality Manual, 1820, available from DCLS
upon request).
Table 2 contains reporting limits for the laboratory-analyzed parameters. These values are
an indication of the lowest level of reliable analytical accuracy that may be expected for the
method identified in the table for each parameter. VADEQ staff utilizes these values on a
routine basis to interpret water quality condition data. In instances where actual information
about accuracy, precision, and detection limits is needed for a particular data set, the VADEQ
Laboratory Liaison Officer obtains this information from the laboratory.
-
In addition to obtaining internal QA samples, laboratories participating in Chesapeake
Bay Monitoring programs participate in the Chesapeake Bay Coordinated Split Sample
Program (CSSP). The Monitoring Subcommittee of the Chesapeake Bay Program introduced
the CSSP in 1988 to assess the comparability of water quality results from participating
laboratories. The CSSP consists of two components based on sample salinity regimes and
concentration ranges: a mainstem component and a tributary component. Samples from the
mainstem component are obtained from a Chesapeake Bay mainstem station (MCB4.4)
following CSSP Procedural Guidelines (CBP 1991) and tributary samples are obtained from
station PMS10 on the Potomac River. For each component split samples are obtained for
between 3-5 laboratories and the analysis results are compared for agreement.
When inter-laboratory agreement is low the labs and organizations investigate their
methodologies for significant differences and then take action to make the results more
comparable. Because split sample variability can be introduced in the field or laboratory
setting, the CSSP was designed to include all elements of the measurement system: field
sampling, sample handling, laboratory analysis, data handling and the state or municipal
agency that supervise the water quality monitoring program. Thus corrective steps may
include changing field methods, laboratory methods or both.
DCLS and USGS laboratories also participate in a nation-wide Standard-Reference
Sample (SRS) quality-assurance program conducted through the USGS Branch of Quality
Assurance of the National Water Quality Laboratory. The SRS is designed to evaluate both
laboratory performance and to monitor results for long-term trends in bias and accuracy of the
analytical methodologies. In addition, statute 2.2-1105 of the Code of Virginia requires that
all data submitted to VADEQ come from a certified environmental laboratory through the
Virginia Environmental Laboratory Accreditation Program (VELAP).
B4.3 Preventive Maintenance
To ensure proper instrument performance preventive maintenance is scheduled at specific
time intervals. It is necessary to maintain analytical and field instrument and ancillary equipment
in good operating condition in order to minimize major repairs, down time, and inaccurate
observations.
Laboratory instrument Standard Operating Procedures includes preventive maintenance
procedures as well as performance checks and calibration procedures. Appropriate maintenance
is scheduled based on the results of performance checks or after a specified number of hours of
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operation. Specific procedures for laboratory instruments will be included in the individual
Laboratory Project Plans.
For the VNTMP, preventive maintenance schedules are established for all equipment utilized
in the field. If performance checks or calibration procedures indicate a problem, appropriate
maintenance is conducted immediately or the equipment is returned to the manufacturer for
service. Defective equipment will not be used until repaired and satisfactory performance results
are achieved.
Each Regional Office is responsible for ensuring that the preventive maintenance schedule is
followed. Maintenance performed for each instrument is documented in a logbook maintained by
the regions. The logbook is reviewed by the Environmental Specialist Senior periodically to
identify equipment that has a high repair record and to determine which specific items require
more frequent repairs. Depending on replacement difficulty these items may be added to a list of
critical spare parts maintained at each Regional Office.
B5 Instrument Calibration and Frequency
Specific procedures for the calibration of field instruments may be found in Standard
Operating Procedures Manual for the Department of Environmental Quality Office of Water Quality
Monitoring and Assessment. (VADEQ 2014).
B6 Sample Custody and Handling
Sample custody procedures are an integral part of laboratory and field operations. Since the
data generated by this program are not used for legal purposes, formal chain of custody procedures
are not required. Sample custody procedures are contained in the SOP Manual and ensure the
integrity of the samples received at the labs. Field sampling operations include:
- Procedures for filling out WQM scheduling, WQM sheets and sample label tags,
- Procedures for preparing samples for shipment and WQM, and
- Documentation of sample custody in the field.
Upon completion of a sampling run, the coolers containing the iced water samples should be
delivered to the laboratories as soon as possible. Water quality samples are delivered to DCLS by
7:00 am by DCLS selected courier. Once samples have been received in Sample Support Services
(SSS), DCLS will have sample custody responsibility. Every cooler utilized by VADEQ will contain
a colored water sample to be utilized by DCLS to confirm the temperature of water samples at the
time of their arrival. The solution color is usually red and the samples must be at the appropriate
temperature when DCLS receives the samples. These procedures are described in detail in the
individual laboratory accessioning SOP.
B6.1 Requirements for Analyzing Samples:
Sample tags must be attached to every water sample collected and sent to DCLS for analysis.
Refer to Standard Operating Procedures Manual for the Department of Environmental Quality
Office of Water Quality Monitoring and Assessment (VADEQ 2014) for the correct procedures
for filling out sample tags.
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DIS/CBM EDT sheets are used for water samples collected by the Non-tidal network Water
Quality Monitoring Program to DCLS for analysis in the event scheduling is not possible through
WQM. Procedures for filling out EDT sheets are described in Section 3.1.2 of the Standard
Operating Procedures Manual for the Department of Environmental Quality Office of Water
Quality Monitoring and Assessment (VADEQ 2014).
DCLS may cancel the analysis of any sample under the following conditions:
o No sample tag attached.
o No WQM information accompanying the samples.
o Sample tag and WQM information do not match exactly.
o Temperature of samples exceeds 4 o +/-2 o Celsius.
o Holding time requirements for water samples have been exceeded (>48 hrs. for
nutrients, >7 days for solids), unless otherwise noted on the lab sheets (USGS
daily solids only).
Coolers and reusable sample bottles are returned to the regions by the courier on a regular basis.
B7 Data Management
B7.1 Data Recording
The operating procedures for sample collection and data management for Virginia’s non-
tidal network program are depicted in Figure 2. Samples are collected, preserved and transported
according to accepted SOP methods to DCLS SSS by a DCLS selected courier. SSS (DCLS)
personnel log in samples and distribute them to the appropriate laboratory for analysis. After
analysis, the data results are transformed into the correct concentration units, keyed into the LIMS
system (Laboratory Information Management System) by the chemist completing the analysis and
reviewed by the appropriate laboratory personnel. Upon approval the results are shipped back to
VADEQ via FDT transfer and uploaded into the CEDS2000 database. In the event data sheets
are utilized to submit the samples to DCLS (e.g. due to a CEDS/WQM system failure) the results
are printed out onto laboratory sheets and given to the VADEQ Laboratory Liaison. Results
returned on paper are keyed into the CEDS2000 system by personnel in the Office of Water
Monitoring and Assessment and forwarded to the appropriate region or the Central office project
manager.
Data go through a series of screens and reviews to identify invalid, qualified or QA
supported data. The qualified and QA supported data are then entered into the EPA-CBLO
(Annapolis, MD) Data Bases for access to users. The data flow path for the reporting scheme is
illustrated below.
Data Collection and Reporting Pathway
A) Sample Collection
(Regional Office Sampling Crew)
B) DCLS/Sample Support Services
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(Sample log in and distribution)
C) Laboratory analysis
D) DCLS/Sample Support Services
Sample records and log out
E) VADEQ Validation
(CBO and OIS)
F) Chesapeake Bay Data Base
(CIMS Annapolis)
G) Users
B7.2 Data Validation
Reduction, Validation and Reporting procedures for environmental data are necessary to
ensure that accurate information is recorded. Data reduction occurs in the laboratory and is the
responsibility of the lab. VADEQ is accountable for data validation.
Presently, monthly field duplicate or split samples are collected and processed as described in
the previous section. With the VNTMP program, quality control samples submitted to the labs
will consist of equipment blanks and field duplicates. Results from these quality control samples
will be used to establish control limits for the validation system. Because of the volume of data
generated and the complexity of the validation process, it is important that an appropriate
computer system and software be utilized which will allow for the implementation of the data
validation system.
Data are validated through a series of quality control checks, screens, audits, qualifications,
verifications and reviews. These procedures compare the generated data with established criteria
to assure that the data are adequate for their intended uses.
Criteria established from historical parameter values will be used to identify both outliers and
data within the established ranges for each parameter. Comparing quality control sample results
with established parameter ranges for field blanks and field duplicates will further validate data
within the control limits for this initial screen. A review of field documentation will be conducted
for data whose quality control samples fall outside the control limits. This review will be used to
determine if the staff noted any irregular conditions during sample collection and handling which
might have affected the data. Results from the quality control screen and documentation review
will be used to accept, qualify or reject data for inclusion in the EPA-CBLO and VADEQ
databases.
Outliers that occur during the initial historical screening will go through a similar evaluation
sequence in order to validate the data. In cases where quality control samples and field
documentation provide evidence of questionable data, these outliers will be rejected or confirmed
for inclusion into the EPA-CBLO and VADEQ databases as qualified data. Data will not be
discarded solely because the values lie outside the acceptable range for a parameter. Where there
are no QA/QC problems, apparent outliers will be entered into the databases and eventually
become part of the historical database. Figure 2 illustrates the flow diagram for data validation
prior to data entry into the EPA-CBLO and VADEQ databases.
Rejected data will be retained but not entered into the EPA-CBLO and VADEQ databases.
Where possible, the Chesapeake Bay Office or a Regional Office will initiate corrective action to
address the reason for rejection. Quality assurance audits are used to assess and approve sample
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collection, handling, preservation and field measurement procedures. Labs must utilize spikes,
quality check samples, duplicates, EPA reference materials and EPA performance audits for each
laboratory to ensure data validity.
For the initial screening, parameter limits will be developed using historical monitoring data.
These ranges of data variation will be established using relevant geographic and environmental
considerations and appropriate statistical analysis.
For the quality control screen, equipment blanks and field duplicate data will be collected in
order to develop background information. Appropriate statistical analysis will then be used to
develop an acceptable range of parameter variation for blank samples and field duplicates. For
duplicate samples the precision can be expected to vary with concentration.
Quality control samples will be evaluated following the guidelines in the Chesapeake Bay
Program publication Recommended Guidelines for Sampling and Analyses in the Chesapeake Bay
Monitoring Program (Chesapeake Bay Program, under revision in 2013) to identify compromised
samples Field documentation associated with outliers will be subjected to a retrospective review
to determine if reasons exist to invalidate the data. In cases where QC limits are exceeded,
VADEQ personnel will review sampling documentation and procedures to identify appropriate
corrective action.
B7.2.1 Corrective Action Plan
The corrective action plan is a closed-loop system for correcting problems that affect data
validity and requires participation.
This action plan provides a mechanism for reporting problems, recommending corrective
action and implementing the approved corrective action. It also identifies responsible
personnel, establishes normal pathways for corrective action and is designed to encourage
problem reporting and operating-level problem solving. Specific procedures for the
corrective action plan are contained in Standard Operating Procedures Manual for the
Department of Environmental Quality Office of Water Quality Monitoring and Assessment
(VA DEQ 2014).
The corrective action request procedure is primarily utilized to document and implement
procedural changes. The main reason to implement the corrective action process would be the
need to permanently change a procedure. This may be due to:
o The procedure causing possible contamination to samples.
o The need to clarify a procedure.
o A methodology is inconsistent with new analysis/studies.
In order for the corrective action plan to work, all personnel associated with the program
must report all suspected abnormalities. This is especially important to field personnel
because identification and correction of problems in sample collection and handling is
essential for an effective program.
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CAR forms that originate in the regions are forwarded to the VADEQ QA officer for
review and recommendations. The VADEQ QA officer reviews and recommends an
appropriate corrective action. The recommended corrective action will be discussed with the
program manager, the regional office monitoring and compliance manager and the field
specialists involved in sample collection. After resolution of the problem, the VADEQ QA
officer provides copies of the completed form to appropriate regional personnel. The regional
office monitoring and compliance manager has the responsibility for implementation of the
corrective action at the regional level. Whenever possible, modifications to the VNTMP will
be documented in the project plan in a Log of Significant Changes. A copy of the Corrective
Action Request Form can be found in Standard Operating Procedures Manual for the
Department of Environmental Quality Office of Water Quality Monitoring and Assessment
(VA DEQ 2014).
CAR forms that originate in DCLS or VADEQ headquarters are forwarded to the QA/QC
officer for review, recommendations, or concurrence. Then, if appropriate, these forms are
forwarded to the regional office monitoring and compliance manager for a final decision and
subsequent implementation.
It is the responsibility of the originator to notify management in the regions, and the
QA/QC officer in headquarters, if the corrective action system is not operating effectively. In
this situation, the originator may elect to call or send a CAR form directly to the VADEQ QA
officer.
Although problems may require long term action to correct, the CAR originator will
normally receive notification of the disposition of the problem within ten (10) workdays. If
the originator has not received a copy of the completed CAR form within 14 working days,
the originator will send a copy of the initial request directly to the VADEQ QA/QC officer.
B7.3 Data Reduction
Data reduction is the process of calculating the actual concentration of an analyte from the
results of a laboratory analysis. The laboratories have established procedures for cross
checking calculations and checking for transmittal errors. For documentation of data
reduction procedures, each lab should maintain laboratory records and bench sheets.
Laboratory operating procedures describing data reduction are referenced in the individual
laboratory Project Plans.
B7.4 Data Transmittal
Scheduling of all sample runs and cancellations will be reported via WQM. Each
Regional Office will also record samples collected and field data in WQM for each sampling
run. Following is a brief outline of the procedure. For the complete method see the WQM
Manual written by OIS.
o Collect samples and profile at a station, record on WQM field sheet
o Process samples
o Deliver all samples to regional offices for courier delivery to lab or, in cases when
a courier is unavailable, deliver the samples to the lab.
o Return to office enter all data into WQM (this must be done prior to 9:00 am the
following morning)
o In WQM, record each sample sent to DCLS at each station and field data profile
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o Check data
o Ship data to OIS (occurs automatically)
o Scan the WQM field sheets and email them along with the Li-Cor sheets to CBLO
(CBLO will be doing QC on the data entry).
Data is automatically shipped to the DCLS FTP site at 10:00 pm and 9:00 am. If technical
problems arise during insertion of data into WQM and the 9:00 am deadline will not be met;
the regions have a call list of DCLS personnel to contact based on specific problems that may
be encountered. If the problem cannot be resolved, the WQM field sheets are faxed to DCLS
SSS (804-648-4480). Also, the regions may call Cindy Johnson (804-698-4385) or Matt
Carter (804-698-4006) at CBLO to assist with any problems that may arise.
Once the analyses are performed by DCLS, the data is shipped electronically from the
LIMS database at DCLS to the Oracle database managed by the Office of Information
Systems at VADEQ who uploads the data daily into the agency's CEDS2000 database. The
data is then electronically downloaded by the VNTMP Database manager who performs
additional QA analyses on the data through a series of Microsoft ACCESS queries that verify
the data integrity and mimic the checks that are performed by the DUET tool. The raw data is
then processed through additional ACCESS queries to convert field headings and data into
CIMS format (see the Water Quality Database/Database Design and Data Dictionary on the
Chesapeake Bay Program's website). Once the dataset is correctly formatted, the file is
uploaded to the EPA-CBLO via DUET. DUET produces an error report that is reviewed by
the VNTMP Database Manager (Matt Carter) and the CIMS database manager (Mike
Mallonee) prior to electronic import into the CIMS database.
Once the data has undergone the QA process, the data is imported via the FTP process to
the CIMS database in Annapolis, MD. Whenever possible, data shipments to CIMS will
occur quarterly. However, in the absence of quarterly submittal, data will be submitted in
accordance with the deliverable deadlines laid out in the active VNTMP grant.
B7.5 Data Transformation
Personnel at the Chesapeake Bay Program data center conduct further QA/QC checks.
Data believed to be questionable is verified with field sheets or by DCLS personnel and then
the data is made available to the public on the Chesapeake Bay Internet site.
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ASSESSMENT PROCEDURES
Program and Performance Audits verify that procedures specified in this Project Plan are being
utilized. These audits ensure the integrity of the reported data. For this program, audits are divided
into four major topic areas:
- Laboratory (System and Performance)
- Program (System)
- Field Sampling (System and Performance)
- Validation and Reporting (System)
C1 Laboratory Audits
The internal audits used to evaluate the laboratory will examine:
o Sample blanks
o Procedures
o Quality assurance
o Data reduction and reporting
The specific make-up of the audit team and procedures to conduct laboratory audits are
contained in the individual laboratory project plans. In addition, external audits are conducted by the
EPA and VADEQ and may include laboratory systems and performance audits.
C2 Program Audits
Program audits evaluate the VNTMP to determine whether the overall network has a sound
technical basis and that data produced meet program objectives. The Agency management will
identify when these program audits will be conducted. Following the completion of the evaluation a
report with recommendations will be prepared for Agency management.
C3 Field Sampling Audits
Standard field sampling, operating techniques and other requirements as established in the
project plan and procedures manual are evaluated through field sampling audits. The primary audit
elements for the VNTMP are (see site visit summary form in Appendix A of Virginia Chesapeake
Bay Non-tidal Water Quality Monitoring Program Standard Operating Procedures Manual for
further details):
o Key personnel and responsibilities
o Sampling methodology and handling procedures
o Field instrument performance
o Field documentation procedures
o QA procedures
o Problem identification
o Previous recommendation follow ups
The audit team will usually be comprised of one or more Central Office staff and are conducted
annually. Central Office staff prepares the final audit report consisting of the site visit summary and
recommendations for corrective action when problems are identified. The report will be forwarded to
the field personnel, the regional office monitoring and compliance manager, and the VNTMP
program coordinator.
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The Regional Environmental Field Manager also has the choice of conducting internal regional
audits on a periodic basis. These audits may review staff operations with requirements established in
the project plan and the field procedure manual.
C4 Validation and Reporting Audits
Audit procedures for data validation and reporting will be developed in conjunction with CBP data
validation system. Such procedures that are developed will undergo periodic review and update by
VADEQ and CBP staff.
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Appendix A
Virginia Chesapeake Bay Non-tidal Network
Monitoring Program
Standard Operating Procedures Manual
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Appendix B
Quality Assurance Project Plan
For the
Virginia River Input Monitoring Program
Effective August 2012
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Heyer, Kenneth E. and Doug L. Moyer, Quality Assurance Project Plan for the River Input
Monitoring Program, U.S. Geological Survey. 2012.
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Appendix C
Sample Container Information
and Holding Times for DCLS Analyses
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Collecting
Agency ID Description
Container
size
Sample
size Preservation Analytes
Holding
Time
DEQ
&
USGS at
RIM II 1
BAYT3-2 Dissolved Nutrients
and suspended
solids
Half gallon
Cubitainer
2 liters On ice to 4C Total Suspended Solids 7 days
Fixed Suspended Solids 7 days
Total Nitrate + Nitrite 48 hr.
Total Nitrogen Ammonia 48 hr.
Total Nitrogen 28 days
Ortho phosphate as P 28 days
frozen
USGS DOCFF Dissolved Organic
Carbon, Field
filtered
2-40 ml
clear vials
with Teflon
faced
silicone
septa
80 ml Sulfuric acid
to pH <2; On
ice to 4C
Dissolved Organic Carbon 28 days
USGS FCHLR Field Filtered
Chlorophyll
Glass Fiber
Filter pad
Determin
ed in
Field
On ice to 4C;
Frozen if kept
longer than 24
hr.
630B (before HCL) 28 days
647B (before HCL)
664B (before HCL)
665A (after HCL)
750A (after HCL)
750B (before HCL)
Aliquot
B/A ratio (Monochromatic
determination)
Cell Path
Chlorophyll A (Monochromatic
determination)
Chlorophyll A (Trichromatic
determination)
Chlorophyll B (Monochromatic
determination)
Chlorophyll C (Monochromatic
determination)
Extract volume
Pheophytin A (Monochromatic
determination)
Volume filtered
DEQ FC4MFEC
Q10
Fecal Coliform,
MPN and E. coli
Sterile
plastic
bottle with
125 ml
125 ml On ice to 4C Fecal Coliform, MPN 24 hr.
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Collecting
Agency ID Description
Container
size
Sample
size Preservation Analytes
Holding
Time
line,
containing
Sodium
Thiosulfate
E.coli 24 hr.
DEQ &
USGS
RIM and
RIM II
sites
TPLL
Total Low Level
Phosphorus
250 ml
HDPE
bottle
250 ml Sulfuric acid
to pH <2; On
ice to 4C
Total Phosphorus 28 days
USGS
RIM sites
BAYR2 Chesapeake Bay
River Input
Monitoring Program
Nutrients
1 gallon
cubitainer
4 liters On ice to 4C Total Suspended Solids 7 days
Fixed Suspended Solids 7 days
Volatile Suspended Solids 7 days
Turbidity 48 hours
Suspended Inorganic Carbon 28 days
Suspended Inorganic
phosphorus – Lab filtered
28 days
Particulate Nitrogen – Lab
filtered
28 days
Particulate Carbon – Lab
filtered
28 days
Particulate Phosphorus – Lab
filtered
28 days
Total Dissolved Nitrogen – Lab
filtered
28 days
Total Dissolved Phosphorus –
Lab filtered
28 days
Total Nitrogen 28 days
DEQ &
USGS
RIM II
sites
BAYT3-2 Chesapeake Bay
River Input
Monitoring Program
Nutrients
1 gallon
cubitainer
4 liters On ice to 4C Total Suspended Solids 7 days
Fixed Suspended Solids 7 days
Total Nitrite Plus Nitrate (mg/l
as N)
2 days
Whole water Ammonia (mg/l
as N)
2 days
Dissolved Orthophosphate –
Lab filtered
28 days
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Collecting
Agency ID Description
Container
size
Sample
size Preservation Analytes
Holding
Time
Total Nitrogen (mg/l as N) 28 days
USGS
RIM sites
CNTF-4 Dissolved nutrients 1 qt
cubitainer
1 qt. Filter
immediately;
On ice to 4C
Ammonia (frozen) 28 days
Dissolved NO2 + NO3 (frozen) 28 days
Nitrate (frozen) 28 days
Nitrite (frozen) 28 days
Ortho Phosphate as P (frozen) 28 days
Silica (not frozen) 28 days
USGS
RIM II
SSC-C2 2 Suspended Sediment
Concentration
1 qt
cubitainer
(filled only
half way;
500mL
sample
needed
only)
1 qt. On ice to 4C % Sediment Finer than .062
mm
120 days
Suspended Sediment
Concentration >62 um
120 days
Suspended Sediment
Concentration <62 um
120 days
Total Suspended Concentration 120 days
1 RIM sites are 5 stations sampled by USGS since 1988 (TF3.0, TF4.0M, TF4.0P, TF5.0, TF5.0A). RIM II sites
(also referred to as Add-on sites) are sites added to the non-tidal network since its inception in 2003 and
sampled for a reduced number of parameters (e.g. total nitrogen rather than the total nitrogen components of
particulate nitrogen and total dissolved nitrogen). 2Suspended Sediment Concentration is also analyzed at the RIM sites but by the USGS Kentucky Lab.
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Appendix D
Chesapeake Bay
Non-tidal Water Quality Monitoring Work Group
Sampling Procedures and Protocols
Revised 11/18/2008
38
Non-Tidal Water Quality Monitoring- Chapter V
Field Procedures November 18, 2008
Refer to the following link for a copy of the above referenced document:
http://archive.chesapeakebay.net/pubs/subcommittee/msc/amqawg/Chapter%205%20Nov%2008
%20Final.pdf (accessed 3/31/2015)
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Appendix E
Virginia Non-tidal Network
Log of Significant Changes
Revised 3/31/2015
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Please Also refer to Appendix B of the Virginia Tributary Monitoring Program
Quality Assurance/Quality Control Project Plan for additional information regarding
significant changes specific to the River Input Monitoring Program (RIM) conducted by
the USGS under a cooperative agreement with VADEQ.
July 1, 2005 TKN is added to the list of parameters collected at the non-tidal
monitoring sites. The parameter group code for TPLL is changed
to TNUTL.
July 13, 2005 VRO begins isokinetic sampling at all VNTMP sites.
September 29, 2005 SCRO begins isokinetic sampling at all VNTMP sites.
February 2006 NVRO moves station 3-RPP147.10 upstream approximately 2000
feet to the RT 29 Bridge and changes the site name to 3-
RPP147.49. Sampling previously occurred from the business RT.
29 bridge. The region switches from secondary site protocols to
primary site protocols (i.e. equal width increment sampling) as
Hubbard creek enters the Rappahannock on the left side of the
stream (upstream of the bridge) and region wants to ensure
sampling is representative. Station 8-MPN094.79 was also moved
upstream 0.2 mi for safety reasons and the site name was changed
to 8-MPN094.94.
March 1, 2006 The WQM database is modified to only accept field parameters to
the 10ths decimal place. Per conversations with the manufacturer
and based on the information provided to the agency QA
coordinator regions were instructed to truncate field parameters
rather than round based on the hundredths decimal place.
March 1, 2007 USGS implements sample collections at two add-on sites: station
2-CHK035.26 on the Chickahominy River and station 8-
NAR005.42 on the North Anna River.
July 1, 2007 USGS begins conducting base flow sampling on the James River at
the Nickle Bridge (also referred to as the Boulevard Bridge/station
2-JMS113.20).
October 1, 2008 NRO implements Equal Width and Depth Integrated Sampling at
stations 1AACO014.57 and 1ACAX004.57.
October 23, 2008 NRO implements Equal Width and Depth Integrated Sampling at
Stations 8-MPN094.94 and 8-POR008.97.
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42
November 06, 2008 VRO implements Equal Width and Depth Integrated Sampling at
stations 1BSTH027.85 and 2-MCM005.12.
November 12, 2008 VRO implements Equal Width and Depth Integrated Sampling at
stations 2-BCC004.71 and 2-BLP000.79 and NRO at stations 3-
RAP066.54 and 3-ROB001.90.
January 13, 2009 VRO implemented Equal Width and Depth Integrated Sampling at
2-CFP004.67.
February 09, 2009 VRO implemented Equal Width and Depth Integrated Sampling at
1BSSF100.10.
Inaccuracies in gage height measurements were noted at the Blue
Ridge Parkway site (2-JMS279.41/02025500). The type of gage
installed at the site was believed to be the cause of the
inaccuracies. Therefore a new gage was installed in February 2009.
September 2009 Sampling location on Accotink Creek had to be moved 150-200
feet upstream from original sampling location due to accumulation
of debris that altered stream flow. For details refer to
Accotink_Cr_movement.doc (email from Phil Hurst dated Dec 02,
2009).
January 20, 2010 Completion of new Bridge on Rt. 15 allows VRO to begin
sampling the Rivannah River using equal width and depth
integrated sampling protocols for the non-tidal network. Site was
dropped from the network in 2004 due to safety issues prior to
bridge construction. VRO also drops Piney River as a non-tidal
network site (2-PNY005.29).
April 15, 2010 USGS implements sampling at the Smith Creek site using add-on
station parameters (eg. No dissolved nutrients except for
Orthophosphate, total N, total P, total NH3 and total NO23).
July 11, 2010 A large tree fell on the gage house at Accotink Creek destroying it
(refer to Jeff Talbott email dated 7/22/2010). Gage replacement
was completed 08/10/2010.
January 28,2011 USGS implements storm targeted sampling on the Rivannah River.
September 09, 2011 USGS implements storm targeted sampling on the Accotink River.
October 2011 USGS implements storm targeted sampling on Quantico Creek
(12th) and Muddy Creek (20th).
VNTMP PjP
Appendix E Revision 11
3/31/2015
43
July 13, 2011 USGS implements storm targeted sampling on Difficult Run.
July 2012 The South Fork of the Shenandoah at Lynnwood (1BSSF100.10),
Rappahannock River at Remington (3-RPP147.49), Mattaponi
River near Bowling Green (8-MPN094.94) and the Appomattox
River at Farmville (2-APP110.93) are upgraded to primary sites
and a primary site is implemented on Pole Cat Creek.
DLCS implements the use of a new Lachat system (analytical
instrument used to analyze ammonia) to replace the Skalar system
purchased in 1996. The ammonia analysis was immediately
switched to the Lachat system due to interference issues on the
Skalar. The analytical parameters that are affected by this change
are: ammonia, nitrite, nitrate plus nitrite, orthophosphate, PP/PIP,
and nitrate plus nitrite (whole water).
October 2012 Accotink Creek (1AACO014.57) and Catoctin Creek
(1ACAX004.57) were dropped from VA DEQ’s monitoring
network in October of 2012. Catoctin Creek is monitored by
Maryland DNR as a primary site, so VA DEQ dropped it as a
secondary site. Baseflow on Accotink Creek is monitored by
USGS-Maryland for a non-RIM project, however CBP protocols
are used and CBP parameters are collected, so VA DEQ dropped
baseflow monitoring of the station. USGS-Virginia continues to
monitor this site for storm events.
January 2015 USGS-Virginia took over routine sampling of Accotink Creek
(1AACO014.57) from USGS-Maryland. USGS-Virginia will also
continue to monitor this site for storm events.
DCLS implements the use of a new Ion Chromatograph (ICS2100)
system on January 8th, 2015. There are no changes to the methods,
MDLs, Storet codes, submissions, or data recovery.
VNTMP PjP
Appendix F Revision 12
7/1/2015
44
Appendix F
Virginia Non-tidal Network
Regional Contact Information
Region Name Primary contact
Phone number Fax extension E-mail address
VRO Jared Purnhagen y (540) 574-7839 (540) 574-7878 [email protected]
VRO Phillip Hurst (540) 578-7810 (540) 574-7878 [email protected]
BBRO-L Mike Shaver y (434) 582-6234 (434) 582-5125 [email protected]
BBRO-L Scott Hasinger (434) 582-6222 (434) 582-5125 [email protected]
BBRO-L Kelly Hazlegrove (434) 582-6242 (434) 582-5125 [email protected]
NRO Jeff Talbott y (703) 583-3092 (703)-583-3821 [email protected]
NRO JustinLloyd (703) 583-3827 (703)-583-3821 [email protected]
PRO Lou Seivard y (804) 527-5065 (804) 527-5106 [email protected]
PRO Garth Jenkins
(804) 527 -5007 (804) 527-5106 [email protected]
CO Cindy Johnson (804) 698-4385 (804)698-4116 [email protected]
CO Matt Carter (804) 698-4006 (804) 698-4032 [email protected]
i
VIRGINIA CHESAPEAKE BAY
NON-TIDAL NETWORK WATER QUALITY MONITORING PROGRAM
STANDARD OPERATING PROCEDURES MANUAL
July 1, 2015
Chesapeake Bay Program
Virginia Department of Environmental Quality
629 E. Main Street
Richmond, Virginia
i
Table of Contents
1.0 PROGRAM PLANNING AND REQUIREMENTS ..................................................................... 4
1.1 REFERENCE MATERIALS .............................................................................. 4 1.2 FREQUENCY OF SAMPLING .......................................................................... 5 1.3 SCHEDULING/RESCHEDULING OF RUNS .................................................. 5
1.4 PERTINENT TELEPHONE NUMBERS………………………………………3
1.5 STATION LOCATIONS .................................................................................... 4
2.0 PREPARATION FOR SAMPLING ............................................................................................... 8
2.1 CREATE SITE FILES: ....................................................................................... 8 2.2 CLEAN SAMPLING EQUIPMENT .................................................................. 8
2.2.1 Prior to Sampling ................................................................................................ 8
2.2.2 Biannual Acid Wash ............................................................................................ 7 2.3 EQUIPMENT LIST ............................................................................................ 9
2.4 SAMPLE TAGS AND FIELD SHEETS ........................................................... 10 2.5 MULTIPROBE INSTRUMENT CALIBRATION ........................................... 10 2.6 COOLERS AND TEMPERATURE TESTING BOTTLES ............................. 12 2.7 BACKUP SAMPLING EQUIPMENT ............................................................. 12
2.8 CHECK STREAM GAGE HEIGHT ................................................................. 13
3.0 FIELD PROCEDURES ................................................................................................................. 14
3.1 DEFINITIONS: ................................................................................................. 14 3.2 HEALTH AND SAFETY ................................................................................. 14 3.3 COLLECTION OF SAMPLES ......................................................................... 14
3.3.1 WBH-96 (weighted bottle sampler) ............................................................................ 16 3.3.2 DH-95 (Isokinetic sampler) ....................................................................................... 18
3.3.3 DH-81 (wadable isokinetic sampler) ......................................................................... 20
3.3.4 QA/QC Sampling ........................................................................................................ 22
A. Equipment Blanks .............................................................................................. 22 B. Field Duplicates .................................................................................................. 23
C. Reagent Blanks and DI water blanks ................................................................. 24 3.4 DOCUMENTATION ........................................................................................ 24
4.0 END OF THE DAY ACTIVITIES ............................................................................................... 28
4.1 SAMPLE CUSTODY AND HANDLING ......................................................................... 28 4.2 CALIBRATION CHECKS ................................................................................................ 28 4.3 WASH SAMPLING EQUIPMENT ................................................................................... 28 4.4 ELECTRONIC DATA TRANSFER (EDT) OF SAMPLE INFORMATION .................... 29
4.4.1 Regular run information ........................................................................................... 29
4.4.2 QA/QC run information ............................................................................................ 29
4.5 CORRECTIVE ACTION REQUEST ................................................................................ 29
APPENDIX A LAB SHEETS AND FORMS ....................................................................................... A
DEQ Non-tidal Network Monitoring Field Sheet ............................................................................... A-1
DCLS Laboratory Sheet ....................................................................................................................... A-3
Corrective Action Request Form (CAR) .............................................................................................. A-4
Logbook form for Calibration and calibration checks of Multiprobe Instruments .............................. A-6
ii
Logbook form for Maintenance of Multiprobe Instruments ................................................................ A-7
CBP Site Visit Summary ...................................................................................................................... A-8
Procedure Modification Tracking Form ............................................................................................. A-10
APPENDIX B USGS/DEQ SITE FILES AND SITE SPECIFIC SOPs ............................................ B
APPENDIX C ENTERING QA/QC INFORMATION INTO WQM ............................................... C
QA/QC Checklist for WQM ................................................................................................................. C-1
Call List for Sample Related Issues ...................................................................................................... C-2
APPENDIX D CBP NON-TIDAL MONITORING REQUIRED PARAMETER LIST ................. D
APPENDIX E Procedure for Randomly Selecting a Station for EB and duplicate QC Sampling..E
iii
List of Acronyms
CAR Corrective Action Request
CBM Chesapeake Bay Monitoring
CBLO Chesapeake Bay Office of the Virginia Dept. of Environmental Quality
CBP Chesapeake Bay Program
CBPWQ Chesapeake Bay Program Water Quality
CIMS Chesapeake Bay Information Management System
CSSP Coordinated Split Sample Program
DCLS Division of Consolidated Laboratory Services
DEQ Virginia Department of Environmental Quality
DI Deionized Water
DO Dissolved Oxygen
EDT Electronic Data Transfer
EWI Equal Width Increments
NRO Northern Regional Office in Woodbridge, VA
NTWQG Non-Tidal Water Quality Workgroup of the Chesapeake Bay Monitoring
and Assessment Subcommittee
OIS Office of Information Systems
PFD Personal Flotation Device
PRO Piedmont Regional Office in Glen Allen, VA
PMTF Procedure Modification Tracking Form
QA Quality Assurance
QC Quality Control
SOP Standard Operating Procedure
SCRO South Central Regional Office in Lynchburg, VA
VDEQ Virginia Department of Environmental Quality
VRO Valley Regional Office in Harrisonburg, VA
WQAP Water Quality Assessments & Planning
USGS U.S. Geological Survey
WQM Water Quality Monitoring portion of the CEDS2000 database program
VA Non-tidal Network SOP
Ch. 1, Version 11 Revised 7/1/2015
4
1.0 PROGRAM PLANNING AND REQUIREMENTS
1.1 REFERENCE MATERIALS
The sampling protocols in this document are those agreed upon by the Chesapeake Bay
Integrated Monitoring Networks workgroup (formally the Non-tidal Water Quality Workgroup
(NTWQG)). The workgroup is composed of representatives from each state participating in the
non-tidal network monitoring and representatives from USGS and the EPA Chesapeake Bay
Program Office (see Appendix D of the Virginia Chesapeake Bay Non-tidal Network Water
Quality Monitoring Program Quality Assurance Project Plan, for Sampling Procedures and
Protocols for the Chesapeake Bay Non-tidal Water Quality Network). The protocols are either
USGS protocols or slightly modified USGS protocols (as approved by the subcommittee and/or
DEQ CBP program manager) described in the US Geological National Field Manual for the
Collection of Water-Quality Data. The manual is divided into the following 9 chapters (chapters
A1-A9) and is at the following web address: http://water.usgs.gov/owq/FieldManual/
Wilde, F.D., 2005, Preparations for water sampling: U.S. Geological Survey Techniques of
Water-Resources Investigations, book 9, chap. A1, January 2005, accessed [03/20/2013],
at http://pubs.water.usgs.gov/twri9A/
Lane, S.L., Flanagan, Sarah, and Wilde, F.D., 2003, Selection of equipment for water sampling
(ver. 2.0): U.S. Geological Survey Techniques of Water-Resources Investigations, book
9, chap. A2, March 2003, accessed [03/20/2013], at http://pubs.water.usgs.gov/twri9A2/.
Wilde, F.D., ed., 2004, Cleaning of Equipment for water sampling (ver. 2.0): U.S. Geological
Survey Techniques of Water-Resources Investigations, book 9, chap. A3, April 2004,
accessed [03/20/2013], at http://pubs.water.usgs.gov/twri9A3/.
U.S. Geological Survey, 2006, Collection of water samples (ver. 2.0): U.S. Geological Survey
Techniques of Water-Resources Investigations, book 9, chap. A4, September 2006,
accessed [03/20/2013], at http://pubs.water.usgs.gov/twri9A4/.
Wilde, F.D., Radtke, D.B., Gibs, Jacob, and Iwatsubo, R.T., eds., 2004 with updates through
2009, Processing of water samples (ver. 2.2): U.S. Geological Survey Techniques of
Water-Resources Investigations, book 9, chap. A5, April 2004, accessed [03/20/2013], at
http://pubs.water.usgs.gov/twri9A5/.
Wilde, F.D., ed., variously dated, Field measurements: U.S. Geological Survey Techniques of
Water-Resources Investigations, book 9, chap. A6, with sec. 6.0–6.8, accessed
[03/20/2013], at http://pubs.water.usgs.gov/twri9A6/.
U.S. Geological Survey, variously dated, Biological indicators: U.S. Geological Survey
Techniques of Water-Resources Investigations, book 9, chap. A7, with sec. 7.0–7.5
accessed [03/20/2013], at http://pubs.water.usgs.gov/twri9A7/.
Radtke, D.B., 2005, Bottom-material samples (ver. 1.1): U.S. Geological Survey Techniques of
Water-Resources Investigations, book 9, chap. A8, June 2005, accessed [03/20/2013], at
http://pubs.water.usgs.gov/twri9A8/.
Lane, S.L., and Fay, R.G., 1997, Safety in field activities: U.S. Geological Survey Techniques of Water-
VA Non-tidal Network SOP
Ch. 1, Version 11 Revised 7/1/2015
5
Resources Investigations, book 9, chap. A9, October 1997, accessed [03/20/2013], at
http://pubs.water.usgs.gov/twri9A9/.
1.2 FREQUENCY OF SAMPLING
DEQ personnel will monitor each site monthly. DEQ sites designated as primary stations will be
sampled at minimum an additional eight times a year by USGS personnel during storm events. The eight
storm samples will be collected during no fewer than four independent storm flow periods. Refer to the
Scope of Work – Virginia River Input Monitoring Program for more details on the USGS storm
sampling.
1.3 SCHEDULING/RESCHEDULING OF RUNS
Sampling runs need to be scheduled into the Water Quality Monitoring Module of the
CEDS2000 database (WQM) by the 25th of the month prior to the sampling event (refer to the OIS
WQM operating manual for specific instructions). Once entered into WQM, the schedule may be
modified as needed to accommodate changes due to weather disturbances, equipment failure or other
problems that might arise. If necessary, runs may be rescheduled to within 2 weeks of the next
scheduled sampling date for the tributary run being rescheduled.
The lowest average streamflow expected to occur for seven consecutive days with an average
frequency of once in ten years is referred to as 7Q10 and for some streams the 7Q10 flow is zero. While
these data should not necessarily be utilized for assessment purposes, for the non-tidal network the
samples are important to obtain. If at all possible maintain the sample schedule under both high and low
stream flow conditions. The goal is to obtain representative water samples under the full range of stream
conditions.
1.4 PERTINENT TELEPHONE NUMBERS
USGS-VA (804) 261-2634 Doug Moyer (o)
261-2621 Jimmy Webber (o)
461-0812 Jimmy Webber (c)
PRO (804) 840-6740 cellular
840-9527 cellular
527-5065 Lou Seivard (o)
527-5007 Garth Jenkins (o)
NRO (703) 583-3902 Jeff Talbott (o)
846-3550 Jeff Talbott (c)
583-3827 Justin Loyd
BRRO_L (434) 582-6222 Scott Hasinger (o)
582-6242 Kelly Hazlegrove(o)
VRO- (540) 574-7839 Jared Purnhagen (o)
574-7810 Phil Hurst (o)
CBP (804) 698-4385 Cindy Johnson (o)
437-6185 Cindy Johnson (h)
698-4006 Matt Carter (o)
698-4429 Don Smith (o)
VA Non-tidal Network SOP
Ch. 1, Version 11 Revised 7/1/2015
6
DCLS (804)648-4480 –CBNUT-3, PNC and PP
ext.328 Jay Armstrong (o)
- SOLIDS and DOC
ext.327 Chris Morton (o)
-CHLOROPHYLL
ext. 329 Ryan Lloyd (o)
SAMPLE SUPPORT
SERVICESext.138 Elaine
Mason (o)
1.5 STATION LOCATIONS
The Non-tidal network site locations (in NAD83) and DEQ and USGS station IDs are listed in
Table 1.
Table 1. Non-tidal network sites.
Note: Station latitudes and longitudes listed in this table are those utilized by the regions for sample collections. Some
may differ from the legacy Storet database latitudes and longitudes.
Office USGS
STAID DEQSTAID DEQ Description
Lat
(NAD83)
Long
(NAD83) River
Network
Station Type
USGS 01654000 1AACO014.57 Rt. 620 Br. 38.81133333
-
77.23022222 Accotink Cr.
Primary4
(dropped by DEQ
in 2012)
NRO
01638480 1ACAX004.57 Rt. 663 39.255 -77.5766667 Catoctin Creek
Secondary5
(dropped by DEQ
in 2012)
USGS 01646000 1ADIF000.86 Rt. 193 38.97583333 -77.2461111 Difficult Run Primary3
USGS 01658500 1ASOQ006.73 Rt. 619 38.58722222 -
77.42888888 Quantico Creek Primary3
USGS 01621050 1BMDD005.81 Rt. 726 Bridge 38.4866666 -
78.96055555 Muddy Creek Primary3
USGS 01634000 1BNFS010.34 Rt. 55 Br. Warren/
Shenandoah County 38.97644444
-
78.33633333
Shenandoah
River Primary3
USGS 01631000 1BSSF003.56 Luray Ave. at water
intake at G.S. 38.91372282
-
78.20977222
Shenandoah
River Primary 3
VRO 01628500 1BSSF100.10 Rt. 708 Br. 38.3130556 -
78.77102778
Shenandoah
River Primary1
VRO 01626000 1BSTH027.85
137 ft downstream of
Rt 664 Br. City of
Waynesboro
38.05735845 -
78.90780171 South River Secondary
SCRO 02039500 2-APP110.93
Rt.45 Br. at Farmville
(Co. of Prince
Edward)
37.30740205 -
78.38896810
Appomattox
River Primary1
VRO 02011500 2-BCC004.71 Rt. 39 at Gaging
Station 38.06986111
-
79.89763889 Back Creek Secondary
VRO 02015700 2-BLP000.79 Rt. 614 Br. at gaging
station 38.19527778
-
79.57072222
Bullpasture
River Secondary
USGS 02042500 2-CHK035.26 Rt. 618 at gaging
station 37.43611111
-
77.06111111
Chickahominy
River Primary3
VRO 02020500 2-CFP004.67 Downstream of Rt. 42
Br. 37.98716666
-
79.49408333
Calfpasture
River Secondary
VA Non-tidal Network SOP
Ch. 1, Version 11 Revised 7/1/2015
7
Office USGS
STAID DEQSTAID DEQ Description
Lat
(NAD83)
Long
(NAD83) River
Network
Station Type
PRO 02041000 2-DPC005.20 Rt. 153 Br. 37.28403928 -
77.86861092 Deep Cr. Secondary
USGS 02037500 2-JMS113.20 Rt. 161 Br. 37.53141666 -
77.48369444 James River Primary3
SCRO 02024752 2-JMS279.41 Blue Ridge Pkwy Br.
above Big Island 37.55546246
-
79.36701020 James River Primary 1
VRO 02031000 2-MCM005.12 Rt. 614 Bridge at
gaging station 38.10269164
-
78.59293242 Mechums River Secondary
VRO 02024000 2-MRY014.78 Rt. 60 at Ben Salem
Wayside 37.75222222
-
79.39194444 Maury River Secondary
VRO 02034000 2-RVN015.97 Rt 15 Br. 37.85805556 -
78.26694444 Rivannah River Primary1
USGS 01667500 3-RAP030.21 Rt. 522 Br. 38.35901857 -
77.97333049 Rapidan River Primary 3
NRO 01665500 3-RAP066.54 Rt. 29 38.27985275 -
78.34084042 Rapidan River Secondary
NRO 01666500 3-ROB001.90 Rt. 614 Br. 38.32533333
-
78.09458333 Robinson River Secondary
NRO 01664000 3-RPP147.49 Rt. 15/29 Br. 38.53012442 -
77.81360454
Rappahannock
River Primary1
USGS 01669520 7-DRN010.48 Rt. 603 Br. 37.63361111 -
76.69583333 Dragon Swamp Primary3
PRO 01671100 8-LTL009.54 Rt. 685 Br. 37.87291790 -
77.51331695 Little River Secondary
NRO 01674000 8-MPN094.94 Rt. 605 Br. 38.06183333 -77.386 Mattaponi
River Primary1
USGS 01671020 8-NAR005.42 Rt. 30 Br. (Morris Br.) 37.85 -
77.42805556
North Anna
River Primary3
NRO 01673800 8-POR008.97 Rt. 208 Br. 38.17130556 -
77.59455556 Po River Secondary
USGS 01674182 8-PCT000.76 Rt. 301 Br. 37.96025 -77.343556 Polecat Creek Primary1
USGS 01632900 1BSMT004.60 Rt. 620 Br. 38.69345016 -
78.64279350 Smith Creek Primary1
USGS 02041650 2-APP016.38 Rt. 600 Br
(Chesterfield County) 37.22543 -77.6428
Appomattox
River Primary 2
USGS 02035000 2-JMS157.28 Rt. 45 Bridge at
Cartersville 37.67111 -78.0858 James River Primary 2
USGS 01668000 3-RPP113.37 USGS cableway 38.32235 -77.5178 Rappahannock
River Primary 2
USGS 01674500 8-MPN054.17 Rt. 628 Br. 37.88403 -77.163 Mattaponi
River Primary 2
USGS 01673000 8-PMK082.34 Rt. 614 Bridge 37.76792 -77.3319 Pamunkey
River Primary 2
1 These sites will be sampled jointly by VADEQ and USGS. These sites have been added to the USGS River Input Monitoring
Program and may be referred to as “RIM ADD ON” sites. 2 These Fall line sites have been sampled since 1984 by USGS in cooperation with the VA DEQ Chesapeake Bay Office as Virginia
River Input Monitoring Program sites. 3 These Fall line sites will be sampled for both base flow (monthly routine sampling) and targeted storm events by USGS in
cooperation with the VA DEQ Chesapeake Bay Office as Virginia River Input Monitoring Program sites. 4 Routine monitoring of Accotink Creek was dropped by DEQ in October 2012. USGS-MD conducted ambient monthly monitoring
(CBP parameters) at the site using CBP protocols until January 2015, when USGS-VA began the routine monitoring of Accotink
Creek. USGS-VA continues to conduct storm sampling. 5 Routine monitoring of Catoctin Creek was dropped by DEQ in October 2012. Maryland DNR conducts ambient monthly monitoring
(CBP parameters) at the site using CBP protocols.
VA Non-tidal Network SOP
Ch. 2, Version 10 Revised 7/1/2015
8
2.0 PREPARATION FOR SAMPLING
In preparation for a sampling run where field measurements are to be taken, be sure that
operating manual instructions have been followed concerning preventive maintenance and calibration
for all equipment to be used. Where possible, backup instruments and/or sample collection strategies
should also be prepared and taken in the field.
2.1 CREATE SITE FILES
Site files should consist of:
1. Site location coordinates (NAD 83) and map
2. Gage coordinates and description in relation to site location
3. Driving routes to sampling stations
4. Additional helpful information as needed such as directions to nearest hospital, site
photographs and traffic safety plans
2.2 CLEAN SAMPLING EQUIPMENT
2.2.1 Prior to Sampling
All Churn Splitters, funnels, 1L sample collection bottles, nozzles and reused
250mL TNUTL sample bottles must be cleaned using detergent and rinsed prior to
each field use. USGS cleaning protocols found in Wilde, F.D., ed., 2004, Cleaning
of Equipment for water sampling (ver. 2.0): U.S. Geological Survey Techniques of
Water-Resources Investigations, book 9, chap. A3, April 2004, accessed
[3/31/2015], at http://pubs.water.usgs.gov/twri9A3/, should be followed as closely
as possible.
1. Wash sink, counter and scrub brushes with non-phosphate, laboratory-grade
detergent such as Liquinox or Alconox, being sure to wipe the insides of the
sink with a sponge or soft scrub brush. Rinse all surfaces well with tap water.
2. Place nozzles, sample collection bottles, sample bottles, and funnels inside the
churn.
3. Use the non-phosphate, laboratory-grade detergent in a 0.2 to 2-percent
solution, volume-to-volume and fill the churn to the top with tap water. All
sample collection bottles, sample containers and nozzles should be completely
submerged.
4. Soak all items as close to 30 minutes as possible.
5. If needed, use a soft sponge or scrub brush to remove particulates. Check spigot
and funnel for particulates.
6. Wash and rinse the top of the churn. Open spigot to allow detergent solution to
drain through it.
7. Rinse all items thoroughly with tap water until no bubbles are formed when tap
water is added to the item. Open churn spigots to rinse them.
8. Rinse all items with DI water three (3) times.
9. Place items on drying rack and allow to air dry.
10. Replace the covers on sample bottles and the churn. Bag the churn to transport
VA Non-tidal Network SOP
Ch. 2, Version 10 Revised 7/1/2015
9
to the field.
2.2.2 Biannual Acid Wash
All churn splitters, funnels and 1L sample collection bottles need to be acid washed every
six (6) months and whenever equipment blanks indicate a contamination problem exists.
The USGS National Field Manual recommends acid rinsing with a 5% v/v HCl acid
solution but the DEQ Water Quality Monitoring SOP requires 10% v/v HCL be utilized for
field sample equipment cleaning. Regional offices may substitute the 10% v/v HCl for
sample equipment preparation if that is preferable.
1. Clean the equipment following the steps in section 2.2.1
2. Transport the equipment to the safety hood in the lab.
3. All applicable safety gear must be worn when working with acid, including
safety glasses or full face mask, lab coat and gloves.
Thoroughly rinse with 10% HCL solution the churn, funnel, 1L sample
collection bottles, any 250mL bottles that are being reused and their caps.
Do not acid wash any items containing metal.
Do not drain acid solution through the spigot of the churn as the spring of
the spigot is metal.
4. Rinse each item thoroughly three (3) times with tap water and follow with a
thorough rinse using DI water.
5. Place each item on drying rack and allow to air dry.
6. Replace covers on sample bottles and bag the churn to transport to the field.
2.3 EQUIPMENT LIST
All 250mL sample bottles (reused), 1-Liter sample collection bottles and churn splitters need
to be washed and rinsed with DI water prior to their use in the field (see section 2.2). New
bottles need only to be rinsed with sample prior to their use in the field.
1. Wading sampler DH-81 and nozzles
2. Weighted bottle sampler US WBH-96
3. Bridge sampler DH-95
4. Bridge board and reel
5. Pre-cleaned and bagged 4L Churn splitters (1 per station); 8L churn for QC site
6. Pre-cleaned, capped 1L sample collection Bottles (1 per station); 1-2 additional sets for
QC samples
7. Pre-cleaned or new capped sample bottles – 250 mL TNUTL; ½ gallon cubitainer for
BAYT3-2 and 125mL if an ambient bacterial sample (e.g. MFEE) will be collected. 1
quart cubitainer for SSC-C2 (to be half-filled)
8. Sulfuric acid
9. Wading rod
10. Tag-line
11. Rope
12. Wire cutters
13. Bucket with attachment for bacteria bottle
14. Calibrated multi-parameter instrument
15. Gloves – nitrile and leather
VA Non-tidal Network SOP
Ch. 2, Version 10 Revised 7/1/2015
10
16. Wagon
17. Sample labels
18. Field forms
19. Cell phone
20. Site Map
21. Safety equipment
22. Waders
23. Cooler with ice
When collecting QA/QC samples you will need the following additional bottles:
a. Equipment blanks:
1 – new or detergent washed and rinsed 250mL TNUTL bottle
1 – ½ gallon cubitainer
1- 125mL bacteria bottle (if required for other programs)
b. Duplicate samples:
1 – new or detergent washed and rinsed 250 ml TNUTL bottle
1 – ½ gallon cubitainer
2.4 SAMPLE TAGS AND FIELD SHEETS
Schedule the sample run in the Monthly Run Screen of the CEDS WQM module by the
25th day of the month prior to the month when the run is to be conducted. Samples should be
entered under special study code 045128 and program code of BN. Print out the sample labels
from the Monthly Run screen with the correct sample date on them for use in the field. If QA/QC
samples will be collected, be sure to schedule the QAQC run and print those labels as well.
Additional paperwork needed for field sampling includes the following:
o A WQM field data sheet
o Site specific SOPs, if desired (available in Appendix B)
o DCLS Sample sheets
o Corrective Action Request form, if required (available in Appendix A)
o Procedure Modification Tracking form, if required (available in Appendix A)
2.5 MULTIPROBE INSTRUMENT CALIBRATION
Instruments need to be calibrated on the morning of each run and checked for drift at the end
of each sampling day in accordance with the procedures in the DEQ Water Quality Monitoring
Standard Operating Procedures Manual (DEQ 2014). This manual is available to all DEQ
personnel at the following link:
http://deqnet/documents/index.asp?path=%2Fdocs%2Fwater%2FWater%5Fquality%2Fmonitorin
g%5Fand%5Fassessments%5Fprogram%2Fquality%5Fassurance/SOP
All information regarding calibration and calibration checks need to be documented in a
logbook in accordance to the DEQ Water Quality Monitoring Standard Operating Procedures
Manual (sample calibration sheet provided in Appendix A of this document).
NOTE: Be sure all components that will be used during field-testing are calibrated together.
The sonde, cable and display unit must remain as a “unit”. If any components are changed
after calibration, the system must be integrated by recalibrating before using.
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Multiprobes need to be calibrated (Clark cell types) or checked for drift (ROX/LDO) on the
morning of each run and checked for drift upon completion of each run following the
procedures outlined in the DEQ WQM SOP. Data entry into the CEDS WQM data base for
DO is technology dependent. Be sure Clark Cell DO is entered in the CEDS WQM field
labeled DO and the optical probe DO is entered into the CEDS WQM field labeled DO
Optical.
2.5.1 QA/QC Criterion
a. Specific Conductance
The reading for the 147 µs/cm standard must be within 10% mmhos/cm of the value of
the standard. All other specific conductance readings must be within 5%.
b. pH
Readings must be within + 0.2 SU of the standard.
c. Dissolved Oxygen 1. Compare the value of the chart DO in the Theoretical DO table (Appendix B) to the
Sonde value of DO. If the values differ by 0.3 mg/L or more, replace the membrane and
wait 24 hours to use the instrument.
2. Look at the previous post cruise calibration for the instrument. If the post cruise
calibration was out of range by 0.5 mg/L and maintenance was performed on the instrument
then the DO saturation check must be conducted in the field that day to ensure the
instrument problem was corrected and to confirm the instrument is performing properly.
(refer to step 6 in section 3.2.2 for vertical profile)
d. Depth
Note: The depth needs to be calibrated in the field just prior to sampling the first station.
See Chapter 3 of the DEQ Water Quality Monitoring Standard Operating Procedures
Manual (DEQ 2014) for details.
e. Temperature
Central office personnel will conduct temperature checks for multiprobes against an NIST
certified thermistor annually when conducting site visits.
Regions should check the temperature probe against another multiprobe instrument's
temperature probe semi-annually. If a discrepancy should occur (temperatures are not +/-1 oC) contact Central Office so that the probes can be checked against an NIST certified
thermistor as soon as possible. If there is good agreement between the instruments, then
Central Office personnel will check the instruments against an NIST certified thermistor as
planned.
1.The temperature check should be conducted in an ice/water mixture (approximately 0 - 4 oC) and at a warm water temperature that will best approximate the highest ambient
temperature expected to be sampled (e.g. 25-30 oC).The probe(s) and/or NIST certified
thermistor are lowered into the mixtures simultaneously and read.
2. Send the multiprobe unit back to the manufacturer for temperature calibration if the
thermistor and multiprobe readings differ more than 0.5 oC.
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f. Barometric Pressure
To check if the Minisonde or Datasonde Barometric Pressure (BP) should be calibrated
compare the instrument value to the barometric pressure in mm Hg read from a NIST
traceable barometer. If a NIST traceable barometer is not available, the nearest National
Weather Service or NOAA weather station barometric pressure readings may be used.
If the difference between the Surveyor reading and the traceable barometer is greater than
10 mmHg, the Surveyor needs to be calibrated to the traceable barometer.
For calibration, a corrected barometric pressure should be obtained from a barometer (mm
Hg) or from the local weather bureau (inches Hg). Inches of Hg are converted to mm Hg by
multiplying by 25.4. Plug the corrected barometric pressure from the barometer or local
weather bureau in mm Hg into the following formula to obtain the uncorrected BP that will
be used in the calibration:
uncorrected BP = corrected BP-2.5(Aft/100)
CALIBRATION: 1) Turn on the surveyor.
2) Select “setup/cal” 3) Select “calibration” 4) Select "BP Svr4: User cal" and press select 5) Using the arrow key, to enter the uncorrected BP in mm Hg calculated above and
press done
PREPARATION FOR USE
1) If the short calibration cable is used for calibration, switch the calibration cable to a
longer cable.
2) Remove the storage cup from the sonde and screw on the sensor guard.
2.6 COOLERS AND TEMPERATURE TESTING BOTTLES
Samples will need to be preserved in accordance with laboratory requirements and in a
manner consistent with the DEQ Water Quality Monitoring Standard Operating Procedures
Manual (cited in section 2.5). A temperature testing bottle containing solution that is usually red
in color must be included in every cooler to be delivered to DCLS to ensure samples are
adequately preserved to 4 +/-2 OC. Samples will be rejected if not delivered at the appropriate
temperature (4 +/-2 OC).
2.7 BACKUP SAMPLING EQUIPMENT
Whenever feasible, backup equipment should be taken in the field for use in the event of
problems with sampling gear, such as the multiprobe. The following is a list of suggested
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supplemental equipment that should be available if problems occur:
- Backup multiprobe field unit or individual units (if available)
- Thermometer (if backup multiprobe units are unavailable).
- A Winkler sampling kit (if backup multiprobe units are unavailable).
Each region must also make sure that there are adequate supplies of coolers, ice,
cubitainers, sample data sheets, sample tags, and indelible pens.
2.8 CHECK STREAM GAGE HEIGHT
Prior to leaving for the site, go to http://waterdata.usgs.gov/va/nwis/current/?type=flow
and get the current gage height for the site to be sampled. The gage height may be utilized to
determine the type of equipment that will be needed to sample the site. Check the gage height
against Table 2. When the gage height exceeds the stream height where velocity exceeds 1.5 ft/s
then a DH-95 or DH-81 with the appropriate isokinetic nozzle must be used. A DH-95 may not
be used when gage height exceeds 15 feet. Where velocity is under 1.5 ft/s or gage height exceeds
15 feet use the WBH-96. Both the DH-95 or DH-81 and the WBH-96 should be taken to all sites
to ensure that sampling can occur regardless of stream velocity.
Table 2. Gage height thresholds above which DH-95 or DH-81 sampler is required
USGS_STAID DEQ_STATION Gage height
threshold
(feet) where
velocity begins
to exceed 1.5
ft/sec
USGS_STAID DEQ_STATION Gage height
threshold
(feet) where
velocity begins
to exceed 1.5
ft/sec
01626000 1BSTH027.85 2.55 01673800 8-POR008.97 2.15
01628500 1BSSF100.10 2.8 01674000 8-MPN094.94 5.6
01631000 1BSSF003.56 2 02015700 2-BLP000.79 2
01634000 1BNFS010.34 2.65 02011500 2-BCC004.71 3.2
01638480 1ACAX004.57 3.1 02020500 2-CFP004.67 2.1
01654000 1AACO014.57 2.37 02024000 2-MRY014.78 2.05
01664000 3-RPP147.49 3.6 02031000 2-MCM005.12 5.25
01665500 3-RAP066.54 2.15 02037500 2-JMS113.20 4.3
01666500 3-ROB001.90 2.65 02039500 2-APP110.93 4.5
01667500 3-RAP030.21 1.5 02041000 2-DPC005.20 2.4
01671100 8-LTL009.54 2.7 02034000 2-RVN015.97 3.0
02024752 2-JMS279.41 5.7
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3.0 FIELD PROCEDURES
3.1 DEFINITIONS
Term Definition
Median The value in a set of measurements ordered from lowest to highest that has an equal number of
values below and above it.
DH-95 Isokinetic hand line/reel sampler that may be usedwhen stream flow exceeds 1.5 ft/s. Sampler is
isokinetic when used with a nozzle or a grab sample if used without nozzle.
DH-81 Sampler that is used to collect water quality samples while wading. Sampler is isokinetic when
used with a nozzle or a grab sample if used without nozzle.
EWI Equal-width-increment sampling method. A method of dividing a stream into several cross
sections. Sampling occurs at the mid-point of the cross sections.
Isokinetic
sampling
Using an appropriately sized nozzle and adequate transit rate to ensure a representative sample is
obtained from the stream by equilibrating the velocity of the water entering the sample bottle to
the velocity of the stream.
LEW Left edge of water (stream)
REW Right edge of water (stream)
Transit rate The speed at which a sampler is lowered and raised through the water column.
Vertical The process of lowering and raising the sampler through the water column or the location of the
equal width midpoint where the sampler is lowered and raised.
WBH-96 Weighted bottle sampler used with 1 Liter narrow mouth sample bottle. The WBH-96 may only
be used when flow is <1.5 ft/s or the depth of the stream exceeds 15 feet.
3.2 HEALTH AND SAFETY
All preparation and sampling must be done with safety in mind. When acid washing
equipment, utilize a safety hood and wear protective eyewear and clothing. On the bridges wear
personal flotation devices (PFDs) and gloves (if operating the reel) and keep wire cutters with you.
Use gloves when preserving samples with acid. When sampling from bridges ensure there is
adequate room away from traffic, closing the shoulder with cones and placing shoulder closed
signs as needed. Know where the nearest hospital is in relation to the sampling site.
3.3 COLLECTION OF SAMPLES
The streams must be sampled from several points across the stream using the equal width
interval sampling protocol. When stream flow >1.5 ft/s samples must be collected with the DH-95
or DH-81 samplers with nozzles and two people will be required. When stream flow is <1.5 ft/s the
WBH-96 or the DH-81 may be used to obtain grab samples from multiple verticals.
1. Set out safety cones and signs and put on safety vest and/or PFD as applicable.
2. Upon arrival at the site use the wire weighted gage to obtain the gage height or call the
USGS or the Regional office to obtain a gage height from the USGS Website. Check to
see if the gage height exceeds the station’s threshold value for 1.5 ft/s stream velocity
(Table 2 or site specific SOP from Appendix B).
3. Determine stream width:
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Use a tag line or range finder to measure the distance between the left and right edges
of the stream. Round numbers to nearest whole foot.
Or
Most bridges are marked by USGS so that stream width can easily be determined.
Markings consist of:
- A zero mark at left end of bridge (left stream channel)
- A total stream width mark and measurement at the right end of bridge (right
stream channel)
- Distance marks between the channel marks:
A single mark = 10 ft.
A double mark = 50 ft.
A triple mark = 100 ft.
Determine stream width by locating stream edges in relation to the zero and total
channel width marks. Subtract the left edge of the stream from the right edge of the
stream.
e.g. The left edge of the stream is 10 feet from the zero mark on the left end of bridge.
The total channel width mark bridge is 280 feet.
The right edge of the stream is 20 feet from the total stream width mark.
Left edge of stream = zero + distance from zero mark to left edge of water
Left edge of stream = 0 ft. + 10 ft. = 10 ft.
Right edge of stream = total channel width - distance to right edge of water
Right edge of stream = 280 feet - 20 feet = 260 feet
Stream width = right edge water – left edge water = 260 – 10 = 250 feet
a. Use Table 3 to determine the number of sampling verticals needed based on stream
width.
e.g. for stream width of 250 feet, 5 verticals are required.
Table 3. Number of verticals to sample based on stream width.
Width of Waterway (ft.) Minimum # of Verticals
0-25 1 26-100 3 101-250 5 251-500 7 >500 9
b. Determine the size of the equal width increment by dividing the stream width by
the number of verticals needed.
e.g. From Table 3 a stream 250 feet wide requires 5 verticals. 250/5= 50 feet
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c. To find the sampling locations, divide the equal width increment by 2 (since
sampling occurs in the middle of each increment) round to the nearest whole foot
and sample that distance from the left edge of the stream.
(if using bridge marks add the distance between the zero channel mark and the left
edge of the stream to the halved equal width increment and sample that distance
from the zero mark on the bridge)
e.g. 50/2 = 25 feet + 10 = 35 feet
The first sampling site will be 35 feet from the zero channel mark of channel.
- For subsequent sampling sites add the whole vertical width to the previously
determined location.
e.g. 35 + 50 = 85 and,
85 +50 = 135 and,
135 +50 = 185 and,
185 + 50 = 235
4. Lower the multiprobe instrument over the bridge until the sonde is submerged at 0.3
meters below the surface at the first sampling cross section. Allow the multiprobe
instrument to equilibrate.
5. Following the protocols in the DEQ Water Quality Monitoring Standard Operating
Procedures Manual, collect the field parameters in situ (water temperature, specific
conductance, pH and dissolved oxygen) from the center of each sampling location.
Record all field parameter values from each location on the field sheet. Fill in
information regarding sampling methods and station descriptions on the field sheet (i.e.
river especially muddy, meter calibration problems etc). The median value for each field
parameter will be recorded in CEDS. The median value has an equal number of values
higher and lower than it when the numbers are ordered from smallest to largest value.
6. Use the appropriate equipment to sample stream based on stream velocity.
3.3.1 WBH-96 (weighted bottle sampler)
Requirement: Stream velocity < 1.5 ft/s
a. Sample from the upstream side of the bridge whenever feasible. Check the stream for
sandbars, obstacles etc. If an obvious obstruction exists in the stream, adjust sampling
as necessary – i.e. if a sandbar exists at the site of a sampling cross section, move the
sampling point to obtain a representative sample in the cross section.
b. At the deepest cross section, determine the transit rate for sampling from the location
with the greatest discharge (depth x velocity).
1. Uncap and secure the narrow mouth sample bottle in the WBH-96 sampler
and lower the sampler until the bottom of the sampler touches the surface of
the water.
2. Submerge and raise the WBH-96 at a uniform rate to ensure that the sample
bottle is still filling when it breaks the surface.
You should be able to see bubbles exiting from the bottle the entire time of
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sampling. The bottle should be at least ½ filled but not fuller than to the
bottom of the neck of the sample bottle.
If the container is overfilled or under filled, use the sample as a rinse or,
pour out the container and refill.
c. Rinse Churn
Pour 0.5 -1 liter of sample in the churn splitter and thoroughly rinse churn. Be sure
sample water comes in contact with all the internal surfaces of the churn including
through the funnel and spigot. Pour the remaining sample out of the churn and
cover the churn.
d. Sample
1. Using a uniform sampling rate, obtain sample from each sampling location to
collect a total of at least 3.25 liters of sample in the churn (if using a 4 liter
churn; 5.25 for an 8 liter churn or 8.5 liters if collecting duplicates in a 14 liter
churn). Use a funnel to pour the samples into the churn.
2. Remove the funnel.
3. Thoroughly mix the sample by raising and lowering the wand at a constant
churn rate of at least 9 inches per second.
4. Raise and lower the wand approximately 10 times prior to pouring sample
into sample containers. Do not to break the surface of the water with the wand
while churning.
e. Rinse and fill containers
1. Rinse the sample containers thoroughly using some of the sample water.
2. Churn continuously without breaking the water surface while filling sample
containers.
3. Fill containers in order from largest to the smallest. The SSC-C2 1 quart
cubitainer should only be filled half way (approximately 500mL should be
collected).
Do not completely empty the churn when filling containers –
approximately three liters of water should remain in the 8 liter churn and 4
liters in the 14 liter churn upon completion of filling the sample bottles.
Preserve TNUTL sample with sulfuric acid to pH<2. Use gloves when handling
the acid.
4. Collect bacteria samples.
5. Do not fill bacteria samples from churn – collect discrete samples from site
most representative of stream flow using bucket with attachments for bacteria
bottles or using a “bird house” sample bottle holder.
f. Fill out sample labels and field sheet.
Affix labels to samples and place samples on ice in a cooler. Labels, field sheets and
CEDS information must match exactly.
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3.3.2 DH-95 (Isokinetic sampler) equipped with isokinetic nozzle
Use requirements: 2-3 people, stream velocity >1.5 ft/s and gage height less than 15 ft
A minimum of two people should be utilized for sampling using the DH-95. One
person will serve as a spotter for the sampler and the other person operates the reel. When using the “clean hands/dirty hands” sampling technique – the reel operator should be
dirty hands and the spotter should be clean hands.
a. Assemble the equipment.
1. Attach the crank arm to the reel and cable.
2. Attach the bridge board rollers underneath the center of the bridge board
platform and tighten the wing nut finger tight. The rollers should be attached so
that the roller wheels are positioned on the left and right sides of the platform.
3. Attach the reel and cable to the bridge board by placing the reel on the top of
the bridge board platform such that the bolts on the base of the reel go through
the holes of the platform. The reel should be positioned such that the counter
will face the person operating the reel. Place wing nuts on the bolts of the reel
and tighten until they are finger tight.
4. Once the bridge board is completely assembled and the reel operator has
secured the bridge board in place, attach the steel rod of the DH-95 sampling
device to cable clevis and secure using the cotter pin.
5. Place the DH- 95 cap on a 1 L wide mouth Nalgene sample bottle and then
insert the nozzle (usually 5/16”) into the cap. Slide the sample bottle into the
DH-95 sampler with the rectangle side up (air hole up) and lock the bottle in
place with the rubber tubing. Note: a nozzle must be utilized in order for the
sample to be isokinetic. Using this sampler without a nozzle results in a
grab sample. 6. Lean bridge board or boom out over the bridge, so that the sampler dangles
over the water away from the side of the bridge (if necessary, have the spotter
hold sampler away from the bridge until the sampler is lowered below the
bridge surface). Keep one foot on the base of the bridge board at all times to
keep it balanced. If the bridge board is difficult to balance with the sampler
attached, additional balance can be obtained by adjusting the rollers on the
boom to allow more or less of the boom to overhang on the bridge.
b. Determine transit rate and nozzle size needed.
1. Locate the site of the deepest/fastest sample location (will usually be the point
closest to the center of the bridge). This will be the location where you will
determine the sampler nozzle size and transit rate that will be utilized for all
subsequent samples across the bridge.
2. Lower the DH-95 sampler until the tail fin barely touches the surface of the
stream. Wait for the sampler to align itself to the direction of stream flow of
water.
3. Set the reel counter to zero by setting the pointer to the phi symbol.
Note: the reel counter can be disengaged by pulling the lever out from the reel.
The counter can be set to zero prior to lowering the DH-95 sampler; however,
be sure to push the lever in when sampler is at the water surface to start the reel
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counter.
4. Lower the sampler at a transit rate of approximately 1 ft/sec until you feel the
sampler touch bottom.
5. Immediately raise the sampler through the water column using the same transit
rate as was utilized when lowering the sampler through the water column.
6. Retrieve the sampler being sure to keep the sampler safely away from the
bridge surface. Check the volume in the sample bottle. The bottle should be ½
to ¾ full.
If the sample bottle is too full, pour out the sample and speed up your transit rate or
use a smaller nozzle or a combination of both until the sample bottle fills ½ - ¾ full
when the sampler is raised out of the water column. Likewise, if the sample is not full
enough, pour out the sample and/or use a larger nozzle or slow your transit rate to
increase sample volume. Additionally, if too much water is collected in the churn
when using equal width sampling, you will have to empty the churn and start the
sampling process again.
c. Sample
1. Rinse the churn splitter with the 0.5 - 1 liters of sample.
Making sure sample water comes in contact with all the internal surfaces of the
churn and through the spigot. Pour remaining rinse water from the churn splitter
and cover the churn.
2. Move to the 1st sampling location on the far left of the stream and obtain
sample. Using the transit rate established previously, lower and raise the DH-95
sampler to obtain sample from the first sampling location. Since the depth of
the stream at the edges is shallower than in the center cross-section you may
only have sufficient water to fill 1/8 or less of the bottle.
3. Repeat the process with equal numbers of depth integrated samples taken at the
midpoint of each transect until there is sufficient volume to fill the 4 liter churn
with at least 3.25 liters of sample (5.25 for an 8 liter churn or 8.5 liters if
collecting duplicates in a 14 liter churn).
4. Repeat steps 1-3 utilizing a slower transit rate if the churn over fills.
d. Fill sample containers
1. Remove the funnel from the top of the churn.
2. Using care not to break the surface of the water with the wand, thoroughly mix
the sample by raising and lowering the wand at a constant churn rate of at least
9 inches per second. Raise and lower the wand approximately 10 times prior to
pouring sample into sample containers.
3. Sample-rinse containers thoroughly.
4. Fill containers in order from largest to the smallest.
Churn continuously without breaking the water surface while filling. Do not
completely empty the churn when filling containers – approximately one
liter of water should remain in the 4 liter churn (three liters in an 8 liter churn
and 4 liters in the 14 liter churn) upon completion of filling the sample bottles.
5. Do not fill bacteria samples from churn – collect discrete samples from site
most representative of stream flow using bucket with attachments for bacteria
bottles or using sample bottle holder.
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e. Preserve TNUTL sample with Sulfuric acid to pH<2. Use gloves when handling
the acid.
f. Fill out sample labels and field sheets. Affix labels to samples and place samples
on ice in a cooler. Labels, field sheets and CEDS information must match exactly.
3.3.3 DH-81 (wadeable isokinetic sampler) equipped with nozzle:
Use requirements: 2 persons, stream flow >1.5 ft/s and gage height less than 15 ft
The DH-81 used as an isokinetic sampler, requires stream velocities >1.5 ft/s and stream
depths < 15 ft to use the sampler. If stream velocity is >1.5 ft/s and considered safely
wadable, you may use a DH-81. Otherwise use the DH-95 from the bridge.
a. Determine stream width.
Secure measuring tape across the stream to determine stream width.
b. Determine sampling points.
1. Use Table 3 to determine the number of verticals needed based on stream
width. Determine sampling increment size by dividing the actual stream width
by the number of verticals needed.
2. To find the sampling locations, divide the sampling increment size by 2 (since
sampling occurs in the middle of each equal width increment) round to the
nearest whole foot increment and sample that distance from the edge of the
stream.
3. For subsequent sampling sites add the equal width increment to the previously
determined sampling location.
e.g., a 250 ft wide stream requires 5 verticals (Table 3).
250/5 = 50; stream is divided in 5 equal 50 foot sampling increments
50/2 = 25 - that is the first sampling location (center of sampling increment)
Subsequent locations (from edge of stream):
25+50 = 75
75+50 = 125
125+50 = 175
175+50 = 225
c. Assemble equipment.
1. Screw the cap onto the sample bottle. Note: a nozzle must be utilized in order
for the sample to be isokinetic. Using this sampler without a nozzle results
in a grab sample.
2. Attach the nozzle (usually 5/16”) to the cap.
3. Place the DH-81A adapter over the cap and snap into place so that the air hole
(rectangle) points upward.
4. Attach the wading rod.
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d. Determine transit rate.
1. Enter the stream down river of the sampling location and walk up to the
sampling location with the deepest/fastest velocity. This location will be used to
determine the size of the sampler nozzle needed and transit rate that will be
utilized for all subsequent samples across the stream.
The biggest challenge with using the DH-81 is ensuring a constant transit rate
when lowering and raising the sampler. If necessary mark the wading rod in 0.5
ft increments so that you have a visual reference.
2. Raise and lower the sampler at the same transit rate such that the sample bottle
is ½ - ¾ full when breaking the surface.
If the sample bottle is too full pour out sample and speed up your transit
rate or use a smaller nozzle or a combination of both until the sample
bottle fills ½ - ¾ full when the sampler is raised out of the water column.
Likewise, if the sample is not full enough, pour out the sample and/or use a
larger nozzle or slow your transit rate to increase sample volume.
e. Sample
1. Place funnel on churn and rinse the churn splitter with the 0.5-1 liters of
sample. Make sure sample water comes in contact with all the internal surfaces
of the churn and through the funnel and spigot. Pour remaining rinse water
from the churn splitter and cover the churn.
2. Move to the 1st cross section on the far left of the stream and obtain sample.
Using the transit rate established previously, lower and raise the DH-81 sampler
to obtain sample from the first cross section. Since the depth of the stream at
the edges is shallower than in the center cross-section you may only have
sufficient water to fill 1/8 or less of the bottle.
3. Repeat the process with equal numbers of depth integrated samples taken at the
mid point of each transect until there is sufficient volume to fill the 4 Liter
churn with at least 3.25 liters of water (5.25 liters for an 8 liter churn and 8.5
liters for a 14 liter churn).
f. Fill sample containers
1. Remove the funnel from the top of the churn.
2. Using care not to break the surface of the water with the wand, thoroughly mix
the sample by raising and lowering the wand at a constant churn rate of at least
9 inches per second. Raise and lower the wand approximately 10 times prior to
pouring sample into sample containers.
3. Sample-rinse containers thoroughly.
4. Fill containers in order from largest to the smallest.
5. Churn continuously without breaking the water surface while filling. Do not
completely empty the churn when filling containers – approximately one
liter of water should remain in the 4 liter churn (three liters in an 8 liter churn
and four liters in the 14 liter churn) upon completion of filling the sample
bottles. Do not fill bacteria samples from churn.
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g. Collect bacteria sample as a discrete sample from site most representative of
stream flow.
h. Preserve TNUTL sample with Sulfuric acid to pH<2.
Use gloves when handling the acid.
i. Fill out sample labels and field sheets.
Affix labels to samples and place samples on ice in a cooler. Labels, field sheets
and CEDS information must match exactly.
j. Clean and store instruments and equipment.
k. Return samples to RO, conduct a calibration check of the multiprobe field
instrument, check sample labels against field data sheet and enter field data into
CEDS. Be sure to enter any field observations/problems in the Comment field of
CEDS.
3.3.4 QA/QC Sampling
QA/QC samples to be collected for the non-tidal network are:
Field samples and duplicates
Equipment Blanks
Reagent Blanks
DI-system Blanks
a. Equipment Blanks (classified as “Field Blanks” by the CBP and in CIMS)
Equipment blanks are used to (1) ensure the sampling device has been effectively
cleaned to prevent any carry-over from previous samples, (2) ensure sample collection and
processing have not resulted in contamination and (3) demonstrate that sample handling
and transportation have not introduced contamination. Equipment blanks are prepared by
thoroughly rinsing sampling equipment with DI water. Blank water is then poured into the
sample collection containers and transferred to the churn. This process is repeated to mimic
the number of sample collections routinely required to obtain the associated water quality
sample at the station. The composite sample is then sub-sampled and dispensed from the
churn as usual to obtain the equipment blank sample. Processing, preservation, and
transportation of the equipment blank should be identical to the handling of the water
quality samples. Equipment blanks shall be prepared at the sampling site prior to
collection of the water samples. See Item 3, below, for further details of the collection
procedure.
In Virginia we have taken several steps to minimize the likelihood of contamination
once the churns have been cleaned.
o Churns are cleaned at the regional office to prevent the possibility of inadequately
cleaning the churns in the field and the churns, sampling bottles and intake nozzles are
bagged to minimize the likelihood of contamination during transport to the site.
o A different churn is utilized at each site eliminating the possibility of cross-
contamination between stations and eliminating the need to clean the churns in the
field between sites.
VA Non-tidal Network SOP
Ch. 3, Version 10 Revised 7/1/2015
23
o The churns, funnels, sampling equipment and sample bottles are rinsed with sample
water prior to the collection of the samples to mitigate any contamination that might
occur in the bagging process.
These steps do not replace the need to collect equipment blanks in the field.
1) Equipment blank samples are to be collected for all normally collected parameters
(BAYT3-2, TNUTL, MFEE, and SSC-C2 etc.) using the dispensing methods described in
Sections 3.3.1e., 3.3.2.d., and, 3.3.3.f..
2) Frequency and Sites of Collection: One equipment blank per station per year shall be
collected in the field, prior to collection of the water samples. This applies to both
primary and secondary stations. Equipment blank collection should be random, both in
terms of the station and temporal distribution over the collection year. Refer to Appendix E
for the “Procedure for Randomly Selecting a Station for Equipment Blank and Duplicate
QC Sampling”.
3) Collection and Preservation Procedures:
a. Rinse the 1 Liter Nalgene sample collection bottle, nozzle, cap and funnel with deionized
water or analyte free water. Then thoroughly rinse the churn, being sure DI water rinses all
internal surfaces of the churn including the spigot.
b. Pour DI water into the 1 Liter Nalgene sample collection bottle, replace the cap and
nozzle and transfer a sufficient volume of DI water through the funnel into the churn to
ensure any contamination that might occur in the nozzle would be included in the
equipment blank. Remove the nozzle and cap and transfer the remainder of the DI water
through the funnel into the churn.
c. Repeat the transfer of DI water from the sample collection bottle to the churn the same
number of times that is routinely required to obtain the associated water sample from the
station (based on the number of verticals that are determined necessary for the specific site).
The 8 liter churn must be filled with at least 5.25 liters of water (8.5 liters of water for a 14
liter churn).
d. Rinse and fill sample containers from the composite sample contained in the churn.
e. Preserve and label samples following the procedures in DEQ Water Quality Monitoring
Standard Operating Procedures Manual and place in a cooler of ice to be sent to the
laboratory for analysis. Processing, preservation, and transportation of the equipment blank
should be identical to the handling of the water quality samples from the site.
b. Field Duplicates
A field duplicate sample set consists of two samples collected and processed as closely as
possible to the sample point in space and time so that the samples are essentially identical
in composition. They are two separate samples taken from the same source, stored in
separate containers, and analyzed independently. Field duplicate (split) samples are usually
taken in the field from a single container (churn) that contains a composite stream sample.
Duplicates are useful for documenting the precision of the sampling process, i.e. estimating
the reproducibility of the water-quality sample measurements.
1) Field duplicate samples are to be collected using the methods as outlined in Section 3.0
for all normally collected parameters (BAYT3-2, TNUTL, MFEE, SSC-C2 etc.).
VA Non-tidal Network SOP
Ch. 3, Version 10 Revised 7/1/2015
24
2) Frequency and Sites of Collection: Two duplicates are required per year for every
primary station. One duplicate per year is required for every secondary site. Refer to
Appendix E for the “Procedure for Randomly Selecting a Station for Equipment Blank and
Duplicate QC Sampling”.
3) Collection and preservation procedures: a. Using the appropriate sample collection procedures (Section 3.0) for the station
where the duplicate samples will be collected, rinse and fill the 8 liter churn with
least 5.25 Liters of water (if using a 14 liter churn use 8.5 liters of water).
b. If the churn has a funnel, remove the funnel from the top of the churn.
c. Using care not to break the surface of the water with the wand, thoroughly mix the
sample by raising and lowering the wand at a constant churn rate of at least 9
inches per second. Raise and lower the wand approximately 10 times prior to
pouring sample into sample containers.
d. Sample-rinse containers thoroughly.
e. While continuously churning the sample (without breaking the surface of the water)
fill all containers in order from largest to the smallest.
f. Do not completely empty the churn when filling containers – 4 liters should
remain in the 14 liter churn upon completion of filling the sample bottles.
g. Preserve and label samples following the procedures DEQ Water Quality
Monitoring Standard Operating Procedures Manual and place in a cooler of ice to
be sent to the laboratory for analysis.
Note: If the EWI volume required for the split duplicate sample set is too great (i.e.
churn is not large enough), the duplicate may consist of concurrently collected
interval samples, which are transferred into two separate containers (churns) and
then processed as individual samples. Sequentially collected and processed
duplicates are unacceptable.
c. Reagent Blanks and DI water blanks
1. Frequency and Sites of Collection: Collect at the regional office as specified in
DEQ Water Quality Monitoring Standard Operating Procedures Manual (DEQ
2014)
2. Collection and Preservation Procedures:
Follow the procedures specified in DEQ Water Quality Monitoring Standard
Operating Procedures Manual (DEQ 2014)
3.4 DOCUMENTATION
Examples of all required documentation are provided in Appendix A (lab sheets and forms). Field
sheets, corrective action request forms (CAR) and procedure modification tracking forms (PMTF)
should be sent to the CBP program at Central Office. All other documents should be maintained at
the regional office and made available to Central Office personnel during site visits.
3.4.1 Field Data Sheet
VA Non-tidal Network SOP
Ch. 3, Version 10 Revised 7/1/2015
25
Each station will require one “DEQ Non-tidal Network Monitoring Field Sheet.” All station
information, field measurements and water sample information are entered onto this sheet.
Field personnel must fill in the following items with indelible ink:
a. General Information: Be sure this matches sample tag! (See Appendix A for sample monitoring field sheet)
Station description - (DEQ Station ID, see Table 1)
Date (mm/dd/yyyy)
Time (24-hr military format)
Sampling personnel
Samples collected, sample type, and sample event
Note: Sample depth of sonde = 0.3 m but a depth 0 m must be entered on sample
tags and in CEDS.
Special Program Code (SPG code) of BN
b. Field Parameters:
Weather code: 1 = cloudy, 2 = precipitation, 3 = clear, 4 = fog
Gage height in feet at start of sampling (may be obtained from USGS website upon
returning to regional office)
Circle median to indicate the median value from EWI transects was utilized to
report
Water temperature (WTEMP), DO, pH and specific conductance (Sp. Cond)
c. Sampler/Sampling information
Circle Sampler used
Circle Nozzle size
Provide total stream width
Provide position of left edge of water and right edge of water channel marks (if
available)
Provide sampling points (where EWI sampling is utilized)
d. Site description
Location of sample collection
Event type: R (routine monthly fixed interval sample) or RSI (routine storm
impacted monthly fixed interval sample)
- A routine, storm-impacted event is defined as having a rising discharge (cfs) of
at least twice that of the pre-storm, average daily discharge. Staff should use the
USGS stream gage network real time streamflow data to help make this
determination. Streamflow data is available online at the following link:
http://waterdata.usgs.gov/va/nwis/current/?type=flow.
Stream habitat: pool, riffle, open, channel, braided or backwater
Composition of bottom (if discernable) – bedrock, rock, cobble, gravel, sand, silt,
concrete or other
Stream color – brown, green , blue, gray, clear or other
Weather – clear, partly cloudy or cloudy
Precipitation – light, medium or heavy; snow, rain or mist
Relative air temperature – very cold, cold, very hot, hot or warm
Wind – calm, light breeze or gusty
VA Non-tidal Network SOP
Ch. 3, Version 10 Revised 7/1/2015
26
e. Cross Section Notes
Fill in vertical location relative to left and right channel bank
Indicate which bank the vertical location was relative to
Sample time
Water temperature (WTEMP)
pH
DO
Specific Conductance (Sp Cond)
Comments
Fill in the multiprobe instrument probe values for temperature, specific conductance, pH
and D.O. at each vertical, ensuring D.O. measurements are recorded last at each vertical
to allow sufficient time for probe stabilization.
f. Calibration check information
3.4.2 DCLS Laboratory Sheet
a. DCLS Laboratory Sheets will be completed for samples not included on WQM
sheets.
b. Be sure the following information matches the sample tags exactly:
Station description
Date (yy/mm/dd)
Time (24-hr military format)
Sample depth (m)
Group Code
Container Number
Unit code (207)
Collector’s initials
3.4.3 Corrective Action Request
The corrective action form is utilized to identify problems that could affect data
validity and possible courses of action to correct them (see Appendix A). In order
for the corrective action plan to work, all personnel associated with the program
must report all suspected abnormalities. This is especially important to field
personnel because identification and correction of problems in sample collection
and handling is essential for an effective program. The originator should use this
form to:
Identify the problem
List possible causes (if known)
Note the date the problem was identified
Identify samples or field data that may be invalid as a result of the problem
Make recommendations for corrective action (if possible).
Forward the CAR to the CBP QA/QC officer who will review the form with the
VA Non-tidal Network SOP
Ch. 3, Version 10 Revised 7/1/2015
27
program manager and/or the Analytical Methods and Quality Assurance
Workgroup for recommended solutions. Once a decision has been made regarding
the appropriate course of action, the Chesapeake Bay Office will notify the
originator of the results. If appropriate, any other regional personnel involved in
collection of samples for the Virginia non-tidal water quality monitoring program
will also be notified of any modifications to sampling procedures that may be
required.
3.4.4 Procedure Modification Tracking Form
A procedure modification tracking form should be used to notify CO of any
necessary short or long-term changes to sampling protocol. An example of such a
change would be a station relocation due to bridge construction.
3.4.5 Equipment Calibration logs
All multiprobe field instruments must be calibrated each morning prior to their use
and checked to ensure the calibration holds according to the DEQ Water Quality
Monitoring Standard Operating Procedures Manual. Equipment Calibration logs
must also be maintained according to the DEQ Water Quality Monitoring Standard
Operating Procedures Manual.
3.4.6 Equipment Maintenance Logs
In general DO membrane changes for multiprobe instruments are documented in the
calibration logs so that the instrument will not be used until after the required 24-
hour wait has been met. However, any other maintenance that is performed on
equipment must be documented in equipment maintenance logs according to the
DEQ Water Quality Monitoring Standard Operating Procedures Manual
VA Non-tidal Network SOP
Ch. 4, Version 6 Revised 7/1/2015
28
4.0 END OF THE DAY ACTIVITIES
4.1 SAMPLE CUSTODY AND HANDLING
a. Drain and repack ice coolers.
Using the drain plug on the coolers, remove any water from the coolers.
Repack samples to the bottom of their caps with ice.
Check to make sure the sample tags, laboratory sheets (when utilized) and WQM field data
sheets match and are completely filled out.
b. Place coolers where they will be picked up by the DCLS courier.
There may be occasions when a DCLS courier is unable to pick up the coolers. Should such a
situation arise, deliver the samples to DCLS:
DCLS is located at 600 North 5th St. in Richmond, VA.
Parking is available on the loading dock (4th Street between Leigh and Jackson) or on 4th
Street adjacent to the loading dock.
When delivering samples, contact the loading dock manager. If the overhead doors to the
loading dock are closed, go to door on the side of the overhead doors and use the intercom to
contact the loading dock manager. If the overhead doors to the loading dock are open, you
will find the loading dock manager behind the glass window of the loading dock office. The
dock manager will assist you checking the samples into the lab.
4.2 CALIBRATION CHECKS
Note: Perform a calibration check before cleaning/servicing the sensors. When checking the
system for drift, it is extremely important that the room temperature, sonde temperature,
deionized water temperature, and all standard solutions are at thermal equilibrium. If thermal
equilibrium is not reached in a reasonable amount of time or the observed values are outside
the QC criteria, an additional calibration check should be conducted the next morning. When
a post cruise calibration check is necessary the following morning, send those results to CBO
with the field data sheets.
Conduct a calibration check following the procedures in the DEQ Water Quality Monitoring
Standard Operating Procedures Manual. Copy results onto field sheet prior to sending field
sheets to the CBP office.
4.3 WASH SAMPLING EQUIPMENT
All sample bottles and coolers should be returned to the regions from DCLS via the courier
on a regular basis. Contact Cindy Johnson (804) 698-4385 if there is a problem in getting
coolers or sample bottles back from DCLS. Churns, funnels, 1 Liter Nalgene Sampling bottles
and any reused sample containers need to be detergent washed prior to a sample run and acid
rinsed every 6 months. This step may be performed prior to each run as a preparation step or
in the afternoon after each run as an end of the day activity following the steps outlined in
Section 2.2.
VA Non-tidal Network SOP
Ch. 4, Version 6 Revised 7/1/2015
29
4.4 ELECTRONIC DATA TRANSFER (EDT) OF SAMPLE INFORMATION
4.4.1 Regular run information
a. CBM WQM field sheets are filled out at each station.
b. Send the WQM data sheet information via WQM to DCLS prior to 9:00 A.M. on the day
following the sampling run.
Record each sample sent to DCLS at each station and depth profile
Enter the field data on the integrated depth description line in the field data screen.
The composite samples collected from the churn will be located on this line; bacteria
samples will be located on a separate surface depth description line.
The stream gage height should be entered in the gage height field for all non-tidal
sampling events.
Change the blank/duplicate designation for the BAYT3-2, SSC-C2 and TNUTL
depending on the number of transects used to collect the sample. If only one
transect is used, change the blank/duplicate designation to “H”. For most sites more
than one transect will be sampled, in which case the selection should be changed to
“HV”. Bacteria samples should always be coded “R”.
Check data
c. Make scans of the WQM field sheets and send them to CBO via email (CBO will do QC
on the data entry).
d. If technical problems arise during the data shipment and the 9:00 am deadline will not be
met call Cindy Johnson (804-698-4385) or another appropriate OIS/WQA staff member
(see call list in Appendix C). If the problem cannot be resolved, fax the WQM field
sheets to DCLS Central Receiving (804-786-4270) and call Cindy Johnson at CBO (804-
698-4385)
4.4.2 QA/QC run information
Entering QA/QC data into the Oracle database requires special steps not normally
performed during a regular run. See Appendix C for details.
4.5 CORRECTIVE ACTION REQUEST
The corrective action request (CAR) form is used to document problems and the steps needed, or
taken, for correction. CAR forms may originate in regions, headquarters, or the labs. The main
reason to use a CAR is the need to permanently change any procedure. This may be due to:
Procedures are causing possible contamination to samples.
Procedures need to be clarified.
Methodology is inconsistent with new analysis/studies.
The corrective action form is utilized to identify problems that could affect data validity and
possible courses of action to correct them (See Appendix A for form). In order for the corrective
action plan to work, all personnel associated with the program must report all suspected
abnormalities. This is especially important to field personnel because identification and correction
of problems in sample collection and handling is essential for an effective program.
Identify the problem.
List possible causes (if known).
VA Non-tidal Network SOP
Ch. 4, Version 6 Revised 7/1/2015
30
Note the date the problem was identified.
Identify samples or field data that may be invalid as a result of the problem.
Make recommendations for corrective action (if possible).
Appendix A
LAB SHEETS AND FORMS
Revised 7/1/2014
DEQ Non-tidal Network Monitoring Field Sheet
Special Study # 045128
DEQ Station Name: Sample Date : / /
DEQ Station Description:
USGS Site Number : Sampling Personnel
SAMPLES COLLECTED (circle all sample types collected) Parameter code Bottle Preservation Sample Type
BAYT3-2 ½ gallon cubitainer (1.875 liters) NA HV/V/S1/S2/EB
TNUTL 250 ml HDPE (0.250 liters) H2S04 HV/V/S1/S2/EB
MFEE 125 ml plastic bottle with 100 ml line NA R/S1/S2
SSC-C2 Quart cubitainer (0.9463 liters) NA HV/V/S1/S2/EB
Other: HV/V/S1/S2/EB
FIELD MEASUREMENTS (Circle one: Centroid / Median )
GAGE Height : ft Field / USGS website at R/O
GAGE Height where flow exceeds 1.5 ft/sec : 3.6 ft
Time: Weather Code:
WTEMP: pH:
D.O.: Sp. Cond.:
Other: Depth of Sonde: 0.3 M
SAMPLING INFORMATION
SAMPLER: WBH-96
Weighted Bottle
DH-95
Isokenetic Bridge Sampler
DH-81
Isokenetic Wading Sampler
NOZZLE: N/A 3/16” ¼ ” 5/16” N/A 3/16” ¼ ” 5/16” N/A
Stream Width: Left Bank: Right Bank:
Equal Width increment (EWI): (stream width/verticals): feet
Sample Pts (ft) EWI (1/2) + EWI + EWI + EWI + EWI
+ EWI + EWI + EWI + EWI
Stream Width: <= 25 ft 26 – 100 ft 101 – 250 ft 256– 500 ft >500ft
Verticals: 1 3 5 7 9
Location: Wading Cableway Boat Bridge (UP / DOWN) Ft/mi/m above/below bridge
Event Type R (Routine monthly fixed interval sample) or RSI (Routine storm impacted monthly fixed interval sample)
Site Description: Pool Riffle Braided Open Channel Backwater
Bottom: Bedrock Rock Cobble Gravel Sand Silt Concrete Other:
Stream Color: Brown Green Blue Gray Clear Other:
Weather: Clear Partly Cloudy Cloudy
Precipitation: Light Medium Heavy Snow Rain Mist NA
Wind: Calm Light Breeze Gusty
Temperature: Very Cold Cold Warm Hot
A-2
Cross Section Notes
Sample
pt.
Location
(ft)
Sample pts.
measured
from Right
bank (RB) or
left bank
(LB)?
Time Depth
(m)
Wtemp
Deg. C
pH
SU
DO
Mg/L
SpCond
Umhos/cm
LB / RB 0.3
0.3
0.3
0.3
0.3
0.3
0.3
0.3
0.3
Median 0.3
Comments:
_____________________________________________________________________________________________
_____________________________________________________________________________________________
____________________________________________________________________________________
Post Cruise Calibration Check: Instrument #:______________________________
Date/Time
Specific Conductance Standard value
Instrument value
pH (write instrument value for
those that apply)
Standard value 4 7 10
Instrument value
D.O. Chart value
Instrument value
A-3
Virginia
Department
of
Environmental
Quality
DCLS LAB USE ONLY
STATION ID
DATE COLLECTED
TIME COLLECTED SURVEY DEPTH
Y Y M M D D
PROG. CODE GROUP CODE PRIORITY
CODE CONTAINER # UNIT CODE REGION CODE COLLECTOR
SPECIAL STUDY NUMBER %FRB WEATHER TIDE FLOW SEVERITY
SECCHI DEPTH (m) FIELD pH
00116 00002 00041 00067 01351 00078 00400
RESIDUAL CHLORINE FLOW RATE COLLECTION SPAN # OF ALIQUOTS AIR TEMP. (Cº) BAROMETER PRESSURE
50060 00061 00020 00025
G SWL SPWL HOURS YIELD
W
T TIS (NUM) SPECIES (NUM) SAMPLE NO. TIS (ALPHA) SPECIES (ALPHA)
I D
S 74995
74990
84007
84005
S IND/SAMPLE SEX LENGTH (INCHES) WEIGHT (LBS.) LC/H
U
E 81614
84014
00024 00023 84008
LATTITUDE DE FIELD DATA
PT D.O. PROBE (mg/l) TEMP º C COND. (µ MHOS/CM) SALINITY (ppt)
LONGITUDE H (m) 00299 00010 00094 00096
3
OTHER 5
7
9
11
13
COUNTY 15
17
COM-MENTS
19
21
A-4
DEPARTMENT OF ENVIRONMENTAL QUALITY CORRECTIVE ACTION REQUEST FORM (CAR)
Section I - Completed by originator
Date:
Submitted By:
Region:
A. Nature of Problem:
B. Possible cause (if known):
C. Date problem identified:
D. Samples that may be invalid:
E. Recommended Corrective Action (optional):
A-5
D.E.Q. CAR con't.
Section II - Completed by Regional Technical Services Supervisor
A. Recommended Corrective Action:
Technical Services Supervisor, Signature:
Date:
Section III - Completed by CBO Monitoring Project Coordinator
A. Recommended Corrective Action:
B. Follow up action required: YES / NO
C. Implementation will begin on:
CBO Project Coordinator Signature:
Date:
Section IV - Completed by Headquarters QA/QC (optional)
A. Recommendations / Comments:
QA/QC Signature:
Date:
A-6
Multiprobe Calibrations and Calibration Checks
Instrument #
Cal.
Type
Date Time Temp.
Press.
(mm
Hg.)
Theor.
(chart)
DO
Meter
initial
DO
Meter
Cal.
DO
pH 7
init./
calib.
pH 4 or
10
init./
calib.
Cond.
init./
calib.
Batt.
Volt.
Init./R
un ID
Pre
Post
Pre
Post
Pre
Post
Pre
Post
Pre
Post
Pre
Post
Pre
Post
Pre
Post
A-7
Record of Multiprobe Maintenance Procedures
Instrument #
Date Procedure Comments
A-8
CBP Non-Tidal Site Visit Summary
Date:
Field personnel:
River:
Region:
Site visit by:
A. Sample preparation Procedures:
A1. Multiprobe calibration: Yes No
1. Calibration normal and in accordance with SOP.
2. All expected parameters calibrated.
3. Expiration date not exceeded on pH buffer, 1.0 Molar stock
solution less than 1 year old.
4. Utilized fresh Standards to calibrate conductivity.
5. Instrument operation good, in accordance with SOP.
6. Regional office maintains calibration/maintenance logbook.
A2. Sample Container and Equipment Preparation: Yes No
1. Sample equipment (Churn splitter, 1-Liter sample collection bottles
and 125 ml TNUTL bottles ) detergent washed, DI water rinsed
3 times.
A3. NIST Thermistor Check Yes No
1. Temperature difference between probe and NIST certified
thermistor at 25-30 oC is +/- 0.5 oC
probe value :
Nist certified thermistor value :
2. Temperature difference between probe and NIST certified
thermistor at ~ 4oC is +/- 0.5 oC
probe value :
Nist certified thermistor value :
Comments:
B. Field Collection Procedures:
B1. Water Sample Collection: Yes No
1. Prior to sampling R/O checked gage height to determine which
equipment should be utilized in the field
2. The appropriate sampling method was used for the site/flow
3. The WBH-96, DH-95 or DH-81 sample bottle was ½ - ¾ full
at the deepest, fastest vertical.
4. A uniform transit rate was utilized to sample
all the required sampling points.
5. The churn was rinsed with sample prior to use
A-9
6. Sample bottles sample rinsed prior to sample collection.
7. Sufficient sample volume collected for all parameters.
8. Sample was thoroughly and continuously mixed by
churning at a rate of approximately 9 in. per second
when filling sample containers
9. 1 liter of water was left in the 4 Liter Churn (3 in 8 liter churn
or 4 liters when using a 14 Liter churn)
10. Samples properly labeled using ink.
11. Samples iced immediately/preserved according to SOP.
B2. Multiprobe Procedures: Yes No N/A
1. Magnetic impeller works properly; DO membrane normal.
2. Multiprobe readings stabilized prior to recording information
on data sheets.
3. D.O. readings recorded last.
4. Site readings obtained from center of all
sampling points and all data written on field sheet
B7. Miscellaneous: Yes No N/A
2. Duplicate samples obtained according to SOP.
3. Equipment blank samples obtained according to SOP.
4. Is PMTF required?
Comments:
C. End of the day Procedures:
C1. Field Personnel End of the day procedures: Yes No
1. Mulitprobe instrument calibration check conducted according
to SOP/normal.
1. C2 Data Entry Audit
1. Three months of field sheets were selected randomly by CO
personnel to review.
2. Percent errors found equaled 10 percent or less
a. Total number errors found =
b. Total number data points reviewed =
Percent error = step a/step b*100% =
A-10
VIRGINIA NON-TIDAL NETWORK MONITORING PROGRAM
PROCEDURE MODIFICATION TRACKING FORM
This form is used to document modifications made to the Virginia Non-tidal Network Monitoring Program’s procedures or methods. A
detailed method description including the proposed modification should be completed prior to submittal to DEQ’s Chesapeake Bay
Program at the Central office.
DATE SUBMITTED DATE APPROVED
REQUESTOR NAME ORGANIZATION
NEWLY PROPOSED MODIFICATION [ ] FIELD APPROVED MODIFICATION [ ]
APPROVED BY: DATE:
TYPE OF
PROCEDURE/METHOD
SAMPLING [ ] ANALYTICAL [ ] FIELD MEASUREMENT [ ]
OTHER [ ] SPECIFY:
DURATION
PERMANENT [ ] EFFECTIVE DATE:
TEMPORARY [ ] START DATE:
END DATE:
PROCEDURE/METHOD
DESCRIPTION
MODIFICATION
DESCRIPTION
JUSTIFICATION FOR
MODIFICATION
ANALYTICAL
PARAMETERS THAT MAY
BE AFFECTED BY THIS
CHANGE
AFFECTED QA PLAN(S)
(INCLUDE TITLE,
REVISION AND DATE)
PMTF COMPLETED BY
CBO REVIEW/APPROVAL: NAME:___________________________________________ TITLE:_____________________
SIGNATURE:_________________________________________ DATE:__________________
Appendix B
USGS/DEQ SITE FILES Revised 03/20/2013
(Site files were provided by USGS or Gene Powell of DEQ. Individual revision dates may not be available)
B-1
VIRGINIA DEPARTMENT OF ENVIRONMENTAL QUALITY OFFICE OF WATER RESOURCES PLANNING
SURFACE WATER INVESTIGATIONS
Description Prepared: 8/25/70
By: M.S. Blincoe
Revised: M.S. Alling, 1985
D.W. Henry, 1992
D.A. Nissen, 5/8/00
D.A. Nissen, 4/23/01
J.K. Lambert 4/13/04
M.L. Hutchison 3/22/05
Description of Gaging Station #01654000 Accotink Creek near Annandale, Virginia.
LOCATION -- Lat. 38 48' 46”, long 7713' 43", Fairfax County, on the left bank, 800 ft upstream
from bridge on State Highway 620, .2 mi upstream from Long Branch, and 2.3mi southwest of
Annandale. To reach station from 495, take the Braddock Road exit, turn west on State Route 620
and drive 0.6 miles until you reach the Fairfax County sewage pumping station immediately before
Accotink Creek; turn right into parking area. Walk/drive about 800 ft upstream along left bank to
gage house.
ESTABLISHMENT – Established August 12, 1970, by C.E. Graves, H.R. Meeks, M.W.
Blincoe, P.M. Shackelford and L.V.Snow. Prior to this date, gage located 800 ft downstream at
different datum, established May 12, 1949 by R.E. Curtis and M.S. Berry, non-recording gage
800 ft downstream at different datum, established March 3, 1947 by C.M. Thayer
DRAINAGE AREA-- 23.5 square miles.
GAGE -- DCP Satlink (15 minute interval readings) installed October 5, 2004, in a 48-inch
aluminum house and well. Reference Point established on shelf at elevation 14.46ft for inside gage
height check. Range in stage of recorder is 0.0 to 11.33 ft. Inside gage consists of enameled
sections (0.00 to 10.12 ft), fastened to a 2” x 6” timber bolted to the inside of the well. A steel
tape with an 8-inch float activates the recorder set to the inside staff gage (base gage) with integral
tape pointer gage. Maximum and minimum indicator clips are attached to this steel tape. The gage
is equipped with two 2-inch intakes, with 2-inch riser pipes and gate valves, using tank and pump
flushing system. Lag screw in tree as a reference point provides outside check readings.
Datum of gage is 191.24 feet above mean sea level.
Elevations as follows:
Bottom of well 0.0 ft
Top of lower intake 0.30 ft 6/3/02
Top of upper intake 1.25 ft 6/3/02
B-2
Floor 11.33 ft
Instrument shelf 13.89 ft
IG RP 14.46 ft
HISTORY -- March 3, 1947 to May 12, 1949 – Non-recording gage 800 ft downstream at different
datum established by C.M. Thayer.
May 12, 1949 to Aug. 12, 1970 – Recording gage located 800 ft downstream at different
datum, established by R.E. Curtis and M.S. Berry. The present recording gage was started in
use on Aug. 12, 1970. No other gages have been operated on this stream.
REFERENCE AND BENCHMARKS. – R.M. Nos. 1, 2, 3, 4 and 6 destroyed.
R.M. No. 5, Elevation 15.42 ft, chiseled square, left downstream wingwall of downstream
bridge.
R.M. No. 7, Elevation 10.005 ft, bolt concrete pier 4 ft upstream and 6 ft shoreward of
centerline of gage.
R.M. No. 8, Elevation 11.93 ft, curved spike in downstream shoreward side of 4+/- ft
diameter oak tree, 50 ft upstream of gage on left bank, 2 ft above ground.
R.M. No. 9, Elevation 16.41 ft, chiseled square on the left upstream wingwall of the
upstream bridge.
RP, Elevation 8.38 ft., May 4 2004, lag screw driven horizontally in the upstream side of a
double hackberry tree, 5 ft downstream of the intakes over the streambed.
CHANNEL AND CONTROL. – The channel bends to the left above and to the right below
the gage and is fairly deep. Streambed is composed of loose gravel and sand with immediate
banks wooded giving way to open grassland on the right bank in the flood plains. The
channel at the gage is about 25 feet wide at low flow; 50 feet wide at bankfull stage and 200
feet + wide at flood stage.
The control is a rock and gravel riffle about 70 ft below gage, and is subject to shifting.
Bankfull stage is about 8 ft.
DISCHARGE MEASUREMENTS. – Wading measurements are normally made within
200 ft upstream or downstream of gage, the section is smooth gravel upstream and
downstream. Medium and high-water, measurements are made 800 ft downstream from the
gage on the downstream side of east bound Braddock Road Bridge.
A contracted opening measurement (No. 576) with flow over road, was made on the 15.96-
foot stage of June 22, 1972.
FLOODS. -- Maximum discharge 12,000 cfs, June 22, 1972, gage height 15.96 ft. Flood of Sept
26, 1975, discharge 6,420 cfs, gage height of 12.90 ft. (from flood marks).
POINT OF ZERO FLOW. -- Somewhat unstable. Minimum flow 0.001 cfs at 1.30 ft on Aug
B-3
19, 2002 (volumetric measurement). Point of zero flow determined to be at 1.30 ft on July 22,
1999, 1.34 ft on Sep 18, 2001, 1.35 ft on July 8, 2002, 1.45 ft on Sept 09, 2003, 1.42 ft on Oct
01, 2003, and 1.41 ft on Aug 23, 2004.
WINTER FLOW. -- Stage discharge relation affected by ice during cold winters.
REGULATION AND DIVERSION. -- None.
ACCURACY.— Good.
COOPERATION — USGS Real-time Data at www.usgs.gov
SKETCH AND OR MAPS.— Attached.
PHOTOGRAPHS. – See attached photograph.
OBSERVER.—N\A
B-4
VIRGINIA DEPARTMENT OF ENVIRONMENTAL QUALITY OFFICE OF WATER RESOURCES PLANNING
SURFACE WATER INVESTIGATIONS
Description Prepared: 09/14/67
By: R.N. Pollard
Revised: B.R. Beegle, 05/31/90
T.L. Gibson, 02/28/01
Updated: J.K. Lambert 4/13/04
D.A.Nissen 5/24/2006
Description of Gaging Station #02039500 Appomattox River at Farmville, Virginia.
LOCATION.-- Lat 3718’25”, long 7823’20”, Cumberland County, on left bank at
downstream side of bridge on State Highway 45 (Farmville to Cumberland) at northern edge
of Farmville and 1.1 miles downstream from Buffalo Creek. Farmville Quad.
To reach gage from Charlottesville take Rt. 20 South to Dillwyn and turn right on Rt. 15
South. Stay on Rt. 15 until you come to Rt. 15 Business and turn left. Stay on Rt. 15
Business until you reach Rt. 45 in downtown Farmville. Turn left on Rt. 45 North and stay
on Rt. 45 until you reach the river and gage.
To reach gage from Kingsville, take Rt. 15 North until you reach the intersection of
Rt. 15 North, Rt. 15 Business, and Rt. 45. Stay straight onto Rt. 45 North until you reach the
river and gage.
ESTABLISHMENT.—March 25, 1926 by J.J. Dirzulaitis and O.D.Mussey.
DRAINAGE AREA.—303 square miles.
GAGE. —DCP recorder system with 15-minute readings installed August 19, 2004 in concrete
house. A steal tape with 4-inch float activates the recorder set to the inside base gage with integral
tape pointer gage on shelf. Maximum and minimum indicators are attached to this steal tape.
Reference Point established on shelf at elevation 24.24 for inside gage height check. The National
Weather Service has gage-height monitoring equipment in the gage with a telemark phone system
attached (804-392-8344) Datum of gage is 281.93 ft above mean sea level datum of 1929, referred
to BM RV 149.5 (levels by Survey engineers August 25, 1941).
Intakes are two 2-inch galvanized steel pipes (upper intake has about 4ft. of 3” plastic sleeve
driven into the pipe from the outside) equipped with 2-inch gate valves and 2-inch riser pipes to
flushing tank besides shelf. Flushing pump is lift type with 1 ¼ inch pipe extension in well.
Inside gage consists of enameled gage section (about 1.90 to 20.34 ft) fastened to 2” x 6” board
attached vertically to inside concrete wall of gage house.
Range in stage of recorder is 2.0 to -- ft.
Station Description of Appomattox River At Farmville, VA - Continued
B-5
Outside gage is wire-weight gage located on downstream side of bridge.
Zero of gage is 257.34 feet above mean sea level from levels by Virginia Department of
Highways.
IG RP 24.24 ft
Bottom of well 1.4 ft
Lower intake 2.1 ft
Upper intake 4.7 ft
Ground at gage 11.0 ft
Bottom of well door 15.4 ft
HISTORY —Prior to May 4, 1965 a graphic water-stage recorder was used and March 25, 1926
to Nov. 28, 1928, a chain gage was used at the same site and datum. CR10X installed 5/18/01 and
changed to DCP recorder system with real time on August 19, 2004.
REFERENCE MARKS – R.M. Nos. 1 through 5 and 7 were destroyed or have been unable to
locate.
R.M. No 6, Elevation 29.07 ft. bronze tablet A65 (USC&GS) set in concrete bridge, left,
upstream end, in sidewalk by curb.
R.M. No 8, Elevation 11.138 ft., is a chiseled circle on top of upstream, streamward, 4 ft
wide slab of concrete under 1st bridge span (left bank). Established 10/18/73.
R.M. No 9, Elevation 30.630 ft. gage datum. Top of bolt holding guardrail onto concrete on
downstream left side of bridge, 1 foot left of Station zero. Painted orange. Established 6/83.
Check Bar. Elevation 31.085 ft.
CHANNEL AND CONTROL. – One channel at all stages. Channel has slight curvature above
gage and bridge but is fairly straight below for approximately 200 ft. Banks below the gage are
fairly steep then open grass fields with both sides mowed and maintained. Above gage and bridge
the banks are steep and wooded along edges only. Streambed is sand and gravel with only scattered
rocks.
DISCHARGE MEASUREMENTS. – Wading measurements can be made 10 ft below the gage
up to a gage height of 5.0 ft. Above this stage measurements can be made at gage. Initial point of
sounding is left end of bridge rail, downstream side, distances marked off with paint every 10 ft
shoreward and in 5 ft intervals over stream.
Flow smooth and moderately swift with water confined between abutments at measuring
section. Correction for horizontal angle, averaging about 0.92, are necessary probably at all
stages measured from bridge. Occasionally during high stages debris may build up on R.R.
bridge downstream causing some backwater conditions.
Sounding weights for bridge measurements in relation to stage are listed below:
Weight Gage Height
15 lb. c 5.0 to 8.5 feet
Station Description of Appomattox River At Farmville, VA - Continued
B-6
30 lb. c 8.5 to 10.5 feet
50 lb c 10.5 to 12.0 feet
75 lb c 12.0 to 14.0 feet
100 lb c above 14.0 feet
FLOODS. – Flood of August 15, 1940 reached a stage of 23.60 ft., 21,000 cfs. Flood of
June 22, 1972 reached a stage of 29.70 ft (gage datum) discharge, 33,100 cfs.
POINT OF ZERO FLOW. —October 17, 2000 was 2.47 ft., August 16,2002, 2.43ft.
WINTER FLOW.— Stage-discharge relation affected by ice in extreme cold periods.
REGULATION AND DIVERSION.— Diurnal fluctuation at low flow caused by Price Edward
Mill (.2 mile upstream) and disposal plant above station. No Diversions.
ACCURACY.— Records should be good.
COOPERATION.— NWS has gage-height monitoring equipment installed in gage with a
telemark phone system attached (434) 392-8344. Real time data at USGS home page
(www.va.usgs.gov).
SKETCH and/or MAPS.—See Attached.
PHOTOGRAPHS. – N\A
OBSERVER.—N\A
B-7
UNITED STATES
DEPARTMENT OF THE INTERIOR
GEOLOGICAL SURVEY
Water Resources Division Station Number: 02011500
Description Updated: 01-30-03
By: D.W. Adams
DESCRIPTION OF GAGING STATION ON: Back Creek near Mountain Grove, Va.
LOCATION.--Lat 38o04'10", long 79o53'50", Bath County, Hydrologic Unit 02080201 on left bank
0.3 miles downstream from Cummings Run, 0.8 miles downstream from bridge on State
Highway 39, and 2.1 miles south of Mountain Grove.
To reach station from I-64 (traveling west), turn off at first Covington exit, follow Rt 60 toward
Covington about 2 miles to intersection with Rt 220, bear right on Rt 220, drive north about 25
miles thru Hot Springs to Warm Springs and intersection with Rt 39, turn left on Rt 39, drive
about 9.5 miles to gage on left side road.
ESTABLISHMENT.--Oct. 1, 1951 by C. A. Shepherd and M. S. Berry. The Virginia State Water
Control Board operated the station 1958 thru 1984 water years. Operation of the station taken
over again by U.S. Geological Survey on Oct. 1, 1984.
DRAINAGE AREA.--134 square miles.
GAGE.--Corp of Engineers Handar 560 DCP that transmits gage height and water temperature. The
gage is 48 inch corrugated metal pipe. There is an 8 ft house section over an 8 and 5 ft (total 13
ft) well sections.
Some elevations of gage features are as follows:
0.0 ft, bottom of well
1.0 ft, bottom intake
1.4 ft, top intake
14.71 ft, top house f1oor
17.76 ft, top recorder shelf
The intakes are 2 inch galvanized pipe, both about 30 ft long, gate valves, and riser pipes
connected to a flushing tank. A pitcher pump lifts water from well to tank for flushing. A 3 inch
PVC pipe conduit comes out back of house to stream and is about 1 1/2 ft under the ground, for
the water temperature probe. An electric tape gage and float tape pointer serve as upper
references. The inside staff gage consist of enameled sections 0.0 to 15.9 ft fastened to a 2" X 6"
board which is bolted to pipe well sections. The outside gage is slope gage, range 1-7 ft, at left
edge of water, a staff gage on back of gage house range 3-10.1 ft., and a staff gage on a boulder
about 30 ft below gage.
B-8
View of gage house, outside gage, and control
HISTORY.--Station 02011460 Back Creek near Sunrise 15.4 miles upstream has been in operation
since Jun. 20, 1974. Station 02011470 Back Creek at Sunrise 10.8 miles upstream has been in
operation since Oct. 1, 1984. Station 02011480 Back Creek on Route 600 near Mountain Grove,
5.5 miles upstream was operated from October 1973 to December 1984, when it was
discontinued.
REFERENCE AND BENCH MARKS.--
RM #1-5 have been destroyed.
RM #6, elevation 9.135 ft, is point on rock, painted orange, at left edge of water, 55 ft downstream from
gage.
RM #7, elevation 8.419 ft, is point on rock, painted orange, at left edge of control, 50 ft downstream from
gage.
RM #8, elevation 15.280 ft, is chisled square on high point of rock outcrop about 81 ft upstream from
center of house on outstream side of road, 46 ft from edge of road, 23 ft instream from telephone
pole. About 1 ft outstream from instream edge of rock.
DATUM OF GAGE.--1,701.45 ft above sea level.
CHANNEL.--Channel is fairly straight for 300 feet above and below the control. Right bank is
steep, wooded, and not subject to overflow. Left bank has a gradual slope to Rt 39, is wooded
and will overflow the road at about an 11 ft stage, then across the road the bank is steep and
wooded again. The stream bed is ledge rock overlain with sand and gravel.
B-9
CONTROL.--The control located 50 ft downstream of gage is a ledge rock outcrop, clean and
permanent. Some shifting will occur as sand and gravel washes on and off the right end of the
control. The ledge rock is the control at all but extremely high stages when channel control will
take over.
DISCHARGE MEASUREMENTS.--Low flow wading measurements can be made about 100 ft
below gage or in near vicinity of gage. Low or medium flow measurements made in vicinity of
gage. High flow measurements are made from a stand-up cable car on cableway located about
220 ft upstream from gage where depth will equal gage height. An idea of what weight to use on
measurements from cableway are as follows: to 4 ft 30#, 5 ft 50#, 6 ft 75#, 7 ft 100#. The cable
way consists of a slide-hill anchor on right bank and an "A" frame on left bank. Cable is marked
off in 10 ft sections with zero at anchorage loop on right bank and station 188 at "A" frame on left
bank. The cable is a 1 inch, 6x25 IWRC wire rope.
FLOODS.--The maximum stage during period of record is 12.41 ft on Jan. 19, 1996.
POINT OF ZERO FLOW.--1.43 +/- .10 on October 2, 2001.
WINTER FLOWS.--Stage-discharge relation will be effected by ice during cold winters.
REGULATION AND DIVERSION.--Flows will be regulated by unknown amount by dam on
Back Creek 11.3 miles upstream and by dam on Little Back Creek 14.4 miles upstream. Both
dams are part of the Bath County Pump Storage Project jointly operated by Virginia Power Co.
and Allegheny Power Co. Since the initial filling of about 42,800 ac-ft, which will be used over
and over again, the normal flow of both streams is supposed to pass thru the reservoirs. There is
an additional 3,100 ac-ft (total at both reservoirs) of storage for flood waters which will be
released shortly after the flood and could effect flood peaks at the station. Some regulation will
occur with normal operation of gates and valves to control pool elevations at both reservoirs.
ACCURACY.--Records good.
COOPERATION.--Norfolk District, Corps of Engineers.
SKETCH.--Attached
PHOTOGRAPHS.--See files.
B-10
Target is UTM 17 599298E 4214165N - WARM SPRINGS quad [Quad Info]
B-11
VIRGINIA DEPARTMENT OF ENVIRONMENTAL QUALITY OFFICE OF WATER RESOURCES PLANNING
SURFACE WATER INVESTIGATIONS
Description Prepared: 6/5/69
By: C.E. Graves, Jr.
Revised: E.D. Powell, 1972
M.S. Alling, 1985
D.W. Henry, 5/13/92
D.A. Nissen, 3/09/01
Updated: J.K. Lambert 4/12/04
Description of Gaging Station #02015700 on Bullpasture River near Williamsville, Virginia.
LOCATION: -- Lat. 3811'43”, long 7934'14", Bath County, on left bank 15 ft below bridge on
State Highway 614 at Williamsville. Station is about 0.62 miles upstream from confluence with
Cowpasture River.
To reach gage from Warm Springs, drive north 4.4 miles on 614, then northeast 14.6 miles to
Williamsville via Burnsville. To reach station from Millboro Springs go west 0.7 miles to U.S.
Highway 39 to State Highway 678. Turn right (north) and drive about 16 miles to Williamsville.
Follow State Highway 678 south from U.S. Highway 250 at McDowell about 13 miles to
Williamsville.
ESTABLISHMENT —July 12, 1974 by C.E. Graves, E.D. Powell, M.S. Alling and R.E.
Lawson. Prior to this date, the gage was located 1,000 ft upstream at a different datum,
established August 2, 1960 by R.N. Pollard and D.B. Richwine.
DRAINAGE AREA.—110 square miles.
GAGE. —DCP Satlink system connected to a pressure transducer in a 48-inch corrugated metal
house.
Outside staff gage and slope gage was established at the new orifice site on October 30,
1996. Length of the orifice line is 75 ft.
Datum of gage is 1,610.14 ft above mean sea level.
Elevations as follows:
Orifice .50 ft
Bottom of outside staff gage . 54 to 4.96 ft
Outside slope gage from 4.96 to 9.10 ft
Outside staff gage from 8.80 to 16.49 ft
Floor ___.__ ft
Instrument shelf ___.__ ft
Wire weight removed July 1, 2002
Station Description for #02015700 Bullpasture River nr Williamsville, Va. - Continued
B-12
HISTORY. —August 2, 1960 to July 12, 1974 – Continuous recording gage installed in 48-inch
corrugated metal pipe well by R.N. Pollard and D.B. Richwine located 1000 ft. upstream of current
site.
The present recording gage was started in use on July 12, 1974. Located 1,000 ft
downstream from the original sight at a different datum. A Stevens continuous strip chart
recorder activated by nitrogen purge manometer was used until February 2001 when it was
replaced with a H-500 data logger with ATA card Activated by nitrogen purge manometer.
The orifice used from 1974 to 1995 was anchored to a large boulder on the left bank at the
downstream side of the bridge (elevation 1.98-ft) until the boulder was moved during the
1995 flood. A new orifice was attached to a concrete block 25 ft below the gage in October
1996. An outside staff and slope gage was established at this point from 0.54 to 16.49 ft.
REFERENCE AND BENCH MARKS. – R.M. Nos. 1 and 2, superseded or destroyed.
R.M. No. 3, chiseled square on the right upstream top of the wingwall, streamward corner,
elevation 23.88 ft.
R.M. No. 4, chiseled square on the left downstream top of the wingwall, instream corner,
elevation 24.40 ft.
R.M. No. 5, chiseled square on the right downstream top of the wingwall, instream corner,
elevation 24.085.
CHANNEL AND CONTROL: – Channel is fairly straight for 200 ft above gage and 1,200
ft below gage, beyond these points it curves left and meanders. One channel at all times, not
subject to overflow.
Control consists of riffle containing large river rock and bedrock about 80 ft below
bridge. Seems fairly stable with very few shifts.
Bankfull stage 9.0 ft.
DISCHARGE MEASUREMENTS: – Good wading section just upstream of the mouth of
Cowpasture River, 0.7 mile below gage. High wading is possible about 800 ft downstream of
gage, just above island, at a gage height of about 4.0 ft. Bridge marked off on upstream side
and downstream side at 5-ft intervals. Horizontal angles are present on right U.S.S bridge
and no angles are used for D.S.S bridge. At stages 6.0 ft and above, use 150-lb weight. Use
data logger or the outside gage for the gage height because at high flows wire weight is in
trough of standing wave.
Slope Area measurement (No.271) for the 12.79 foot stage of November 4, 1985 was
started 2,000 feet upstream from current site.
FLOODS. – According to resident near gage, flood of March 27, 1913 reached a stage of 11.18 ft
and that of March 1936, 8.44 ft, both old gage datum. Maximum discharge for period of record,
22,900 cfs, Nov. 4, 1985, from rating curve extended above 3,300 cfs on basis of slope-area
Station Description for #02015700 Bullpasture River nr Williamsville, Va. - Continued
B-13
measurement of peak flow. Max. Gage height, 12.79 ft, from flood marks, Nov. 4, 1985, current
datum. Flood of September 6, 1996 reached a gage height of 12.50 ft, discharge of 21, 600 cfs.
POINT OF ZERO FLOW. — 0.56 ft .05, Oct. 10, 2000. Minimum discharge, 19 cfs Jan. 4,
1981, result of freeze up. O.55 Sep. 21, 2001.
WINTER FLOW.—Stage-discharge relation affected by ice during severe cold periods.
REGULATION AND DIVERSION.— None.
ACCURACY.— Good.
COOPERATION.— Real time data at USGS home page (http://waterdata.usgs.gov)
SKETCH.— See attached sketches and maps.
PHOTOGRAPHS. –
OBSERVER.—N\A
B-14
VIRGINIA DEPARTMENT OF ENVIRONMENTAL QUALITY OFFICE OF WATER RESOURCES PLANNING
SURFACE WATER INVESTIGATIONS
Description Prepared: 11/18/71
By: E.D. Powell
Revised: M.S. Alling, 06/19/85
D.W. Henry, 5/13/92
D.A. Nissen 03/13/01
D.A. Nissen 03/06/02
J.K. Lambert 04/12/2004
Description of Gaging Station # 02020500, on Calfpasture River above Mill Creek at Goshen,
Virginia
LOCATION: -- Lat. 3759'16”, long 7929'38", Rockbridge County, on left bank 20 ft upstream
from bridge on State Highway 42 at Goshen, and 400 ft upstream from Mill Creek.
ESTABLISHMENT: —December 20, 1938 by J.J. Dirzulaitis. Prior to this date the gage was
800 feet downstream of present gage at a different datum, established 1925. Datum of present
gage was reset 2.00 feet on October 1, 1999.
DRAINAGE AREA.—144 square miles.
GAGE. — DCP Satlink system connected to a pressure transducer, in a 30-ft concrete house on
left bank. Inside gage is enamel sections 0.0 to 16.9 ft, on 2” x 6” pressure treated board attached
to inside wall of gage house. Maximum stage indicator clip with integral tape indicator gage at
shelf. Water enters the well through two 2” intakes at gage height of 2.00 ft. and 4.70 ft. Upper
intake is equipped with gate valve and riser pipes, using tank and pump flushing system. Intakes
are used for high water marks and maximum stage indicator clips only. Orifice is encased in 2-
inch galvanized pipe and anchored in concrete to the bedrock of the stream. Wire-weight gage is
located on USS of bridge directly above orifice. Check bar elev.25.56 ft.
Datum of gage is 1,382.84 feet above mean sea level. Virginia Department of Emergency
Management, IFLOWS branch has gage height radio transmitter at station. The outside gage 2” x
6” pressure treated board, attached to the side of gage house ranges from 10.20 to 23.70.
Elevation as follows:
Bottom of well 1.80 ft
Lower intake 2.00 ft
Upper intake 4.70 ft
Right Bank overflow 10.26 ft
Left bank overflow 10.91 ft
Bridge floor 22.56 ft
Right bottom of bridge beam 18.58 ft
Left bottom of bridge beam 18.62 ft
B-15
Gage floor 23.29 ft
Gage shelf 26.60 ft
HISTORY: - 1925 to Dec. 20, 1938 a chain gage station was operated below Mill Creek 800 ft
downstream of present gage. The present continuous recording gage was started in use on
December 20, 1938.
An artificial concrete control, “Columbus Type” was completed prior to installation of
recorder in 1938 and was located 250 ft downstream of gage house. This concrete control was
stable until the stage of June 1982. This stage washed out a 20-ft section of the control. The
stage of November 1985 washed out another section and stages since have caused further
deterioration to this control, until the remains of this control was removed by bulldozer prior to
October 1996.
Department of Emergency Services installed equipment May 23, 1991. A Crest-stage
gage was in use from October 1996 to September 1998. The continuous record was restarted on
October 1998 with a CR10 data logger, with a 15-minute reading, activated by an H-350 Lite
pressure transducer. This data logger was replaced with an upgraded H-500 data logger on
February 2001.
Datum of gage was reset 2.00 feet on October 1, 1999.
REFERENCE AND BENCHMARKS: – R.M. No. 2 - Destroyed.
R.M. No.1, Elevation 14.125 ft, is chiseled shelf in top of upstream concrete wingwall to
left abutment of highway bridge. Not used.
R.M. No. 3, Elevation 22.42 ft, is chiseled square on top of USLLB bridge seat, upstream
stream ward corner, painted orange.
R.M. No. 4, Elevation 23.265 ft is chiseled square on top of DSLB bridge wheel guard,
down stream shoreward corner, painted orange.
R.M. No. 5, Elevation 5.88 ft. is chiseled square on shore ward side of old slope gage pier,
10-ft. instream of stream ward side of gage.
CHANNEL AND CONTROL – The channel is fairly straight for 1,000 feet above and
below gage. Mouth of Mill creek is located 400 feet downstream of gage. One channel at all
times, bankfull stage about 10 feet.
The old concrete control was removed by bulldozer prior to October 1996 and a new
cobble and gravel control has formed about 150 ft + below the gage that probably will be subject
to shifts as stages move the cobble in and out of this area.
DISCHARGE MEASUREMENTS. – Wading measurements made in the vicinity of the
control. High wading measurements made 20 to 50 feet below bridge or 700 feet upstream of
gage. Bridge measurements are usually made from downstream side due to frequent debris on
upstream side of pier. Traffic director is needed for crane measurements done on this bridge.
Slope Area measurement (No. 511) for the 20.23-foot stage of Nov. 4, 1985 was started about
one mile upstream of gage, just past the end of Rt. 615 on the right bank. Slope area measurement
B-16
(No. 374) for the 11.97-foot stage of May 30, 1971 was started about 3600 feet upstream of gage.
FLOODS. – Maximum stages during period of record 20.23 ft, Nov. 4, 1985, discharge 56,300
cfs. Flood of October 6, 1972 reached a stage of 12.78-ft. Flood of September 6, 1996 reached a
stage of 16.38, discharge 35,800, datum then in use.
POINT OF ZERO FLOW. — 1.01 ft July 25, 2000; 1.04 ft. September 21, 2001
WINTER FLOW. —Stage-discharge relation affected by ice during severe cold periods.
REGULATION AND DIVERSION: — None.
ACCURACY: — Good
COOPERATION — IFLOWS (www.afws.net) Real time data at USGS home page
(http://waterdata.usgs.gov)
SKETCH. — Attached.
PHOTOGRAPHS. –
OBSERVER.—N\A
VIRGINIA DEPARTMENT OF ENVIRONMENTAL QUALITY
B-17
OFFICE OF WATER RESOURCES PLANNING
SURFACE WATER INVESTIGATIONS
Description Prepared: 06/05/80
By: D.W. Henry
Revised: T.L. Gibson 03/07/01
Description of Gaging Station # 02041000 Deep Creek near Mannboro, Virginia.
LOCATION.-- Lat 3716'59”, long 7752'12", Amelia County, on left bank 300 ft upstream from
bridge on State Highway 153, 0.9 miles upstream from Sweat house Creek, 3.4 miles northwest of
Mannboro, and 7.5 miles southeast of Amelia. Gage is 5.0 miles upstream from mouth. Topo
quad: Mannboro, VA map attached.
To reach gage from Mattoax gage take Rt. 635 back to Rt. 604, turn left and stay on RT. 604
until you reach Rt. 360. Turn left onto Rt. 360 and proceed until you come to Rt. 153 on
your right. Take Rt. 153 until you reach Deep Creek.
ESTABLISHMENT.—September 5, 1946 by G.M. Thayer and R.H. Tice, staff gage read daily
by observer. Recording station established Sept. 2, 1949 at same datum and site.
DRAINAGE AREA.—158 square miles.
GAGE.—A DCP recorder system in a 48-inch corrugated pipe house and well. Datum of gage is
177.20 ft, National Geodetic Vertical Datum of 1929.
Gage is equipped with two 2-inch intakes with riser pipes, gate valves, handle extensions and
lift-type pump, with flushing tank.
Outside gage consists of reference point at upstream side of highway bridge, 300 ft below
gage. R.P. is chiseled “V” located 82 ft. from left upstream side of bridge on upstream
handrail at elevation of 21.545 ft, gage datum.
Elevations as follows:
House floor 14.65 ft
Recorder shelf 17.39 ft
Lower intake 0.4 ft
Upper intake 1.4 ft
Reference point 21.545 ft
IG RP ft.
HISTORY.—No other gage has been operated on this stream. Deep Creek is a tributary to the
Appomattox River. A new bridge was built in 1996 on Rt. 153.
REFERENCE AND BENCH MARKS. – R.M. Nos. 1 – 6 have been destroyed or unable to locate.
R.M. No. 7, Elevation 11.545 ft. is head of bolt in 3” plastic pipe, 33 ft. north of
gage door (downstream ) on the edge of old road.
B-18
1.1.1.1. REFERENCE AND BENCH MARKS CONTINUED-
R.M. No 8, Elevation 11.60 ft., is head of bolt in 3” plastic pipe, 20 ft. north of walkway on edge of
bank.
R.M. No. 9, Elevation 16.25 ft., is a chiseled square on top of footing, downstream side of bridge,
left bank.
R.M. No. 10, Elevation 17.30 ft., is a chiseled square on top of footing, upstream side
of bridge, left bank.
RP Elevation 21.23 ft., is a chiseled “v” located 82 ft. from left upstream side of
bridge.
CHANNEL AND CONTROL. – Streambed composed of sand. One channel at stages below 5
ft that is straight for approximately 500 ft above and below gage. Gage area swampy with
numerous overflow channels at high stages. Roadbed subject to overflow at very high stages on
left bank.
Low-water control is riffles caused by sand bars and slight constriction located 550 ft below
gage (200 ft below highway bridge), and is subject to shifts. Medium and high-water is
controlled by channels and highway bridge and roadfill. Possible backwater effect at
extreme high stages in conjunction with stages in Appomattox River.
DISCHARGE MEASUREMENTS. – Low-water measurements can be made by wading “on”
control, 200 ft below bridge, up to a stage of 4.5 ft . Medium and high-water can be measured
from upstream side of highway bridge using sounding weights. Crane measurements will probably
be necessary at gage heights of 11ft and above. Measuring conditions are good at all stages
except very high when road is subject to overflow.
FLOODS. – Flood of Oct. 6, 1972 reached a stage of 24.04 ft from floodmarks (15,000 cfs).
Flood of September 6, 1979 reached a stage of 16.27 (12,100 cfs).
Flood of August 1940 reached a stage of 14.8 ft.
POINT OF ZERO FLOW.— 1.12 ft July 8, 1976. 0.38 ft. September 14, 1998.
0.40 August 23, 1999. 07/15/02 0.83ft.
WINTER FLOW.—Stage discharge relation affected by ice in cold winters.
REGULATION AND DIVERSION.— None
ACCURACY.— Measuring conditions and records should be good. Stage discharge relations
are subject to shifts.
COOPERATION.—Real-time data located on the USGS home page at www-va.usgs.gov
SKETCH and/or MAPS.— See attached.
PHOTOGRAPHS. – N/A
B-19
OBSERVER.—N\A
B-20
VIRGINIA DEPARTMENT OF ENVIRONMENTAL QUALITY OFFICE OF WATER RESOURCES PLANNING
SURFACE WATER INVESTIGATIONS
Description Prepared: 04/21/72
By: E.D. Powell
Revised: D.W. Henry, 05/09/91
T.L. Gibson, 05/09/01
R.E.Lawson, 05/19/05
J. Howard, 03/27/13
Description of Gaging Station # 01671100 on Little River near Doswell, Virginia.
LOCATION.—Lat.3752’21” long.7730’48” Hanover County, on left bank downstream side of
bridge on State Highway 685, 0.8 miles southwest of Verdon, 2.9 miles west of Doswell, and 9.6
miles upstream from mouth.
To reach gage from Doswell, go north on State Highway 1, cross C&O overpass and turn left on
State Highway 684. Go 2.5 miles to state Highway 685 at Verdon. Proceed 0.8 miles on State
Highway 685 to gage.
ESTABLISHMENT.—Established Sept. 1, 1961, by D.B. Richwine and H.R. Meeks.
DRAINAGE AREA.—107 square miles.
GAGE.—A DCP recorder system (Real-time data located at the USGS home page at www-
va.usgs.gov) in 48” corrugated aluminum house and well, 26 ft high. The range in stage of the
recorder is from 0.0 to 22.5 ft. Two 2-inch intakes, gage valves, and valve stems replaced with PVC
plastic August 1990. Intakes are equipped with gate valves and riser pipes using tank and pump
flushing system. The outside gage is a reference point on the downstream side of highway bridge
(Chiseled “ ”) elevation 20.49 ft. The inside gage is enameled sections 0.0 to 20.3 ft attached to
inside gage board (treated 2”x6”).
Datum of gage is 132.30 ft.
Elevations as follows:
Bottom of well 0.0 ft
Top of No.1 intake (outside) 1.57 ft
Top of No.2 intake (outside) 2.42 ft
House floor 17.54 ft
Instrument shelf 20.6 ft
Bridge floor 17.6 ft
Bridge beam (bottom) 16.1 ft
HISTORY. —Original steel house and well replaced with aluminum Sept. 1979. A new bridge
was built at same site in 2000. The gage was disassembled but the well was left in place. No record
for the 2000 water year. The gage was reassembled at same site and datum Oct. 2000.
Station Description For Little River at Doswell - Continued
B-21
REFERENCE AND BENCH MARKS. – R.M.’s Nos. 1-5 destroyed due to new bridge
construction.
R.M. No. 6, Is a 1-inch bolt holding guardrail to bridge located on the upstream, left side of
bridge. Elevation: 21.12 ft.
R.M. No. 7, Is a 1-inch bolt holding guardrail to bridge located on the downstream, right side of
bridge. Elevation: 21.50 ft.
R.M. No. 8, Is a bolt in a 2-inch PVC pipe in concrete located 86 ft. from downstream left
abutment, 42 ft. from center of road. Elevation: 17.16 ft.
R.P. Chiseled triangle, located on the downstream side of bridge, 34 ft. from center of gage .
Elevation 20.49 ft
CHANNEL AND CONTROL. – Low-water control is a stream worn layer of a granite outcrop,
subject to minor shifts from weeds and leaves. The channel is straight for about 100 ft downstream
where it breaks to the right for 100 ft and then divides around a small, lightly wooded island. The
stream is straight upstream for about 100 ft where it also breaks to the right. Dense woods line the
banks upstream and downstream. High water controlled by channel, with sharp fall in elevation
below control.
DISCHARGE MEASUREMENTS. – Wading measurements can be made about 1.8 miles
upstream (0.25 road miles) to a stage of about 3.25 ft. Corrections for channel storage needed for
measurements during changing stage. Other measurements made from USS of highway bridge 25
ft above gage. Bridge is marked off in 5-ft intervals on upstream and downstream sides. For high
flows, a 150-LB weight is necessary.
FLOODS. – Flood of August 21, 1969, reached a stage of 11.09 ft, discharge 12,000 cfs. Flood
of June 22, 1972 reached a stage of 9.88 ft., discharge of 8,300 cfs.
POINT OF ZERO FLOW.— 1.11 ft (Oct. 6, 1983); 0.93 ft (August 28, 1990).
WINTER FLOW.—Ice effect under extreme weather conditions.
REGULATION AND DIVERSION.— Frequent quarry dewatering by the General Crushed
Stone Co. above gage adds about 0.5 cfs at times.
ACCURACY.— Records should be good at all stages.
COOPERATION. — none
SKETCH and/or Maps.— See attached.
PHOTOGRAPHS. – File folder in office.
OBSERVER.—N\A
B-22
VIRGINIA DEPARTMENT OF ENVIRONMENTAL QUALITY OFFICE OF WATER RESOURCES PLANNING
SURFACE WATER INVESTIGATIONS
Description Prepared: 04/21/72
By: E.D. Powell
Revised: R.E.Lawson 05/18/05
D.W. Henry, 05/19/92
M.S. Alling, 06/18/85
Description of Gaging Station #01674000 on Mattaponi River near Bowling Green, Virginia
LOCATION.-- Lat 3803’42”, long 7223’10”, Caroline County, on right bank at
downstream side of old highway bridge 0.1 miles upstream from bridge on State Highway
605, 2.2 miles northwest of Bowling Green, 2.4 miles upstream from South River, and 7.1
miles downstream from confluence of Matta and Poni Rivers.
To reach station from intersection on State Highways 207 and 2, in Bowling Green, drive
northwest 0.3 miles on State Highway 2 to State Highway 605, turn west (left) and drive 2.0
miles to entrance of old roadbed about 1,500 ft west of bridge over Mattaponi River. Turn
sharp right (northeast into old roadway) and drive about 1,300 ft to gage.
To reach station from US Highway 1 at Thornburg, drive 3.1 miles south on US Highway 1
to State Highway 605, turn east (left) and drive 9.1 miles on State Highway 605 to entrance
on left of old roadway, 1,500 ft before bridge over Mattaponi River. Turn left into old
roadway and proceed 1,300 ft to gage.
ESTABLISHMENT.—Established by R.E. Curtis on Sept. 8, 1942 moved to right bank on
August 17, 1978 by C.E. Graves, Jr. and party.
DRAINAGE AREA.—257 square miles
GAGE.—A DCP recorder system in a 48 in corrugated steel gage house and aluminum well, 24
ft in length is located on right bank about 8 ft downstream from old highway bridge; range in stage
of recorder is from 0.75 ft to 20.8 ft.
Inside staff gage consists of enameled sections from 0.60 ft to 20.32 ft attached to 2”x6” board
bolted to inside of well.
Outside gage is a reference point on downstream side of old bridge, at station 21 ft from left
side, elevation 20.40 ft. Intakes and flushing systems are as follows: intakes consist of 2-inch
galvanized pipe equipped with valves and 2-inch flushing pipe extending into floor of house, pump
and tank for flushing.
Datum of gage is 85.14 ft above mean sea level.
Elevations are as follows:
Bottom of well 0.60 ft
Station Description for #01674000 Mattaponi River near Bowling Green, Va.
B-23
Top of well 17.0 ft
Lower intake 1.09 ft
Upper intake 2.19 ft
Floor 17.80 ft
Shelf 21.40 ft
Left end of bridge 17.40 ft
Right end of bridge 16.71 ft
Bottom of bridge 14.70 ft
Right bank overflow 11.51 ft
Left bank overflow 12.51 ft
Ground level 12.51 ft
HISTORY – Installed September 1942 and operated to current date without a break in record.
Prior to August 17, 1978, gage located on left band at same datum.
REFERENCE AND BENCH MARKS – R.M. No. 1: Elevation 20.40 ft is a cross, cut in the top
of the concrete handrail of the concrete bridge, 12 ft from the left abutment on DSS of bridge.
(Unable to locate 5/10/2006)
R.M. No. 2: Elevation 20.435 ft (revised 7/11/1946 by USGS), is a U.S.E.D. bronze tablet set
in top of concrete handrail of concrete bridge near left abutment on USS of bridge (station 36
TBS-F3).
R.M. No. 3: Elevation 17.46 ft is a bolt anchored in right DS end of concrete guardrail, 1 ft
above pavement surface.
R.M. No. 4: Elevation 16.621 ft is a bolt anchored in left DS side of concrete bridge rail.
CHANNEL AND CONTROL – Control at low water consists of gravel riffle on right side
of island 100 ft below the gage. At medium and high stages the control is channel, the
streambed of which is an island 100 ft downstream. Shifts are common. Beaver activity in
stream causing shifts many years during low-flow conditions.
DISCHARGE MEASUREMENTS. – Low-water measurements are made by wading about
100 – 150 ft above or 300 ft below old bridge. Medium and high-water measurements are
made from the downstream side of either bridge, and the initial point for soundings is at the
left abutment. The river bottom is gravel and shifts slightly and the banks are sloping with
over-hanging trees. The channel is curved both above and below the gage; however, the
channel is fairly straight at the measuring section.
For medium water there are two overflow channels to be measured above 10 ft at the old
bridge, but in extreme high water both approaches to the new bridge are subject to overflow.
Right side overflows at 13.0 ft on Rt. 605. At stages about 11.5, measurements must be
made on new bridge.
FLOODS –- Period of record, maximum discharge, 13,400 cfs (18.95 ft from HWM in well), June
23, 1973. Outside period of record, flood in August 1928, reached a stage of approximately 19.5
ft based on relative difference in stage between this flood and the flood of October 17, 1954,
Station Description for #01674000 Mattaponi River near Bowling Green, Va.
B-24
at Milford 4 miles downstream, discharge 15,000 cfs , from rating curve extended above 8,100 cfs.
POINT OF ZERO FLOW— Variable due to sand and gravel movement and beaver dams in the
control area.
WINTER FLOW— Stage-discharge relation affected by ice during severe cold periods.
REGULATION AND DIVERSION.— Some diurnal fluctuation from Gristmill upstream on Po
River.
ACCURACY— Good
COOPERATION— None
SKETCH.— See attached topographic map.
PHOTOGRAPHS – In office files.
OBSERVER.—N\A
B-25
UNITED STATES
DEPARTMENT OF THE INTERIOR
GEOLOGICAL SURVEY
WATER RESOURCES DIVISION
Station Number: 02024000
Description Updated: 05/10/04
By: S. L Wheeler
DESCRIPTION OF GAGING STATION ON: Maury River nr. Buena Vista, Va.
LOCATION.--Lat 3745'45", long 7923'30", Rockbridge County, on right bank 0.5 mile
downstream from South River and 2.8 miles northwest of Buena Vista.
To reach station from Interstate 81, take exit BUENA VISTA, LEXINGTON RT 60. Travel
East on Rt 60 (dual highway) towards Buena Vista 1.1 miles to crossover at Ben Salem
wayside. Cross westbound lane. Proceed to private driveway known as Lincoln House;
drive 0.6 mile along river to gage on right bank.
To reach station from Buena Vista, drive west on Highway 60 1.9 miles from city limits to
Ben Salem wayside; turn right onto private driveway known as Lincoln House; drive 0.6
mile along river to gage on right bank. During extreme high water part of the section of
private road between U.S. Highway 60 and gagging station is flooded, making it necessary to
stop of U.S. Highway 60 at top of hill towards Lexington and walk wood line and down hill
(about half a mile) to gagging station. SEE ATTACHED MAP.
ESTABLISHMENT.-- By A. R. Green on Mar. 23, 1939.
DRAINAGE AREA.--646 square miles (revised).
GAGE.--Electronic recorder (Sutron 8210 DCP) with 15-minute record interval, and National Weather
Service Hydro logger, and flood warning transmitter, in a 33-foot concrete gage house located on right
bank half a mile below mouth of South River. Base gage is an independent electric tape inside house.
Range in stage of recorder 0.1 to 26.7 feet. Top and bottom of well in gage house are at elevations 24.7
feet and -1.0 feet. Inside staff gage consists of enameled gage sections (0.0 to 20.3 feet) fastened to 2"
x 6" board embedded in concrete wall of gage house; outside staff gages consist of enameled staff gage
sections (10.1 to 24.7 feet) fastened to 2"x6" board embedded in concrete wall of gage house and
vertical gage (0-4.4) fastened to tree about 40' upstream. Intakes and flushing equipment are as
follows: two 2-inch intakes (tops of intakes at elevations 0.3 to 2.3 feet) both equipped with 2-inch
gate valves, 2-inch riser pipes to flushing tank underneath shelf, and valve stems. Flushing pump is lift
type installed in house with 1 1/4-inch pipe extension in well. Datum of gage is 846.58 feet above
mean sea level datum of 1929.
BENCH MARKS.--
RM #1, elevation 15.01 feet, is top of 1/2-inch machine bolt set vertically in edge of ledge
rock 21.8 feet 8.5 feet upstream and 7.0 feet inshore from upstream, inshore corner of
B-26
gage house.
RM #2, elevation 16.605 feet, is top of 1/2-inch machine bolt set vertically in edge of ledge
rock 21.8 feet downstream and 8.5 feet inshore from downstream, inshore corner of gage
house.
RM#3, elevation 15.731 feet, is chiseled square on upstream corner of lowest concrete step, 7
feet out stream from gage. Established 10-22-1991.
CONTROL.--Low-water control is a V-notched rock ledge extending diagonally across river about 100
feet below gage house overlain near left bank by gravel bar, clean and permanent. Medium and high-
water control is a rock ledge overlain by some gravel and boulders located about 400 feet below gage
house, clean and fairly permanent, and probably will be affected by ice formations.
DISCHARGE MEASUREMENTS.--Made from cableway located 200 feet below gage house and
by wading 1/4 mile above gage. Most high-water measurements will be made from highway bridge on
10th street in Buena Vista, about 3 miles downstream. Cableway consists of 1-inch galvanized plow-
steel yacht rigging rope. spa 416 feet, supported on both banks by 20-foot square steel towers and
anchored to dead men consisting on concrete blocks 4'x4'x7' buried in the ground, cable looped around
RR rail embedded in concrete. Cable is marked off with paint at 10-foot intervals; initial point for
soundings. Cable is all-aluminum standup car, follower brake type, for use with reel at end of car. Bed
of stream is mostly ledge rock with some gravel and boulders, fairly smooth, clean and permanent.
One channel up to a stage of around 10 feet when water will flow through field on left bank as
separate channel up to a stage of about 15 feet. Flow smooth with high velocities and fairly straight at
all stages. Channel straight for half a mile above and fairly straight for about 1500 feet below. Water
swift and fairly smooth throughout broken by series of riffles during low water. Right bank wooded
and deep, not subject to overflow. Left bank low and will overflow above for about 100 feet up to
stage of about 10 feet, above this point water will start to flow through center of field about 200 feet
from left EW at low water and at stage of about 15 feet flow will be in one channel extending 250 feet
from the left edge of water at low water. Fringe of bushes and trees near left edge of river, overflow
plain is cultivated land. Measuring conditions considered good.
FLOODS.--The flood on March 1936 reached a stage of approximately 22 feet based on local
information that water was 1 to 1 1/2 feet deep on RR tracks. Considered the highest flood since the
1913 flood amd slightly higher than that flood. Flood of Aug. 20, 1969 reached a stage of 31.23 feet
(discharge, 105,000 cfs, from slope-area measurement of peak flow).
POINT OF ZERO FLOW.--0.3 foot, Dec. 1946
WINTER FLOW.--Stage-discharge regulation is affected by ice during cold winters.
REGULATION.--None. Dam of Columbia Pulp and Paper Co. located 2 1/2 miles downstream
at Buena Vista has no effect on stage-discharge relation at gage.
DIVERSIONS.--None.
ACCURACY.--Records good.
COOPERATION.--U.S. Army Engineers, Norfolk Office
B-27
Driving to site Vehicle traffic
Stay current with defensive driving
recommendations. Make sure vehicle is in proper
working condition. Reduce speed when weather
conditions dictate. Be alert other vehicular traffic.
Arriving at site Vehicle traffic on
road or bridge
Locate safe parking area. Turn on strobe safety
light on field vehicle if warranted. Watch out for
other traffic. Be aware of current bridge safety plan
if required. Use bridge sidewalk.
Unloading/ setting up
equipment
Pinching fingers,
smashing fingers or
toes, and back strain
Be aware of hand/foot placement, wear protective
footwear as needed, use proper lifting technique, and
do not rush actions.
Making a wading
Measurement
Entering the stream,
floating or
submerged debris,
drowning, soft
streambed.
Wear PFD. Use caution going down the stream
bank into the water. Be careful of foot placement
along bank and in stream. Be aware of any floating
debris, overhanging tree branches, venomous
snakes, or anything else that may pose a hazard to
your body. Do not attempt the measurement if there
is any doubt that you will be able to safely cross the
stream with the equipment needed to complete the
job.
Making discharge
measurement from
Vehicle traffic
Falling over bridge Wear PFD, do not lean over bridge
2. JOB HAZARD ANALYSIS FOR
3. Maury River Near Buena Vista
02024000 PREPARED BY:
3.1.1.1. S.L.Wheeler
DATE: 03/28/02
REVIEWED BY: DATE:
Recommended Protective Clothing and Equipment:
Personal flotation device, orange safety vest, hip boots/waders, foul weather gear, appropriate clothing for climatic conditions, insect repellent, sunscreen, first aid kit, cell phone, disinfectant, highway signs, and orange cones.
APPROVED BY: TITLE (First line supervisor)
Date
APPROVED BY: TITLE (Second line Supervisor)
3.1.2. Date
3.2. Sequence of Basic Steps
Potential Accidents/
Hazards
Recommended Safe Job Procedures
B-28
bridge
Floating or
submerged debris
Retrofit all “B” reels (and modified A reels) for a
break-a-way cable. Be alert to debris, have cutters
ready if sounding cable needs to be cut.
Reloading equipment
Pinching fingers,
smashing fingers or
toes, and back strain
Be aware of hand/foot placement, wear protective
footwear as needed, use proper lifting technique, do
not rush actions
Returning to Office Vehicle traffic
Stay current with defensive driving
recommendations. Make sure vehicle is in proper
working condition. Reduce speed when weather
conditions dictate. Be alert other vehicular traffic.
SKETCH.--
PHOTOGRAPHS.--
B-29
B-30
VIRGINIA DEPARTMENT OF ENVIRONMENTAL QUALITY OFFICE OF WATER RESOURCES PLANNING
SURFACE WATER INVESTIGATIONS
Description Prepared: 05/13/80
By: D.W. Henry
Revised: T.L. Gibson, 07/19/01
Updated: J.K. Lambert 04/12/04
R.E.Lawson 05/11/05
Description of Gaging Station #02031000 on Mechums River near White Hall, Virginia.
LOCATION.—Lat. 3806’09”, long. 7835’35”. Albemarle County, on right bank, 20 ft
downstream from bridge on State Highway 614, 1.5 miles downstream from Rocky Run, 4.9 miles
upstream from confluence with Moorman’s River, and 4.0 miles southeast of White Hall. Topo
Map: Charlottesville West.
From Charlottesville city limits, go west on State Route 654 to intersection with State Route
601 (2.03 miles), continue on Rt. 601 to intersection of State Route 676 (2.7 miles), continue
on Rt. 676 to intersection of State Route 614 (1.0 miles) continued on Rt 614 to bridge and
gage (1.3 miles). Although four different Route numbers are encountered, the drive is an
uninterrupted westward journey.
From Free Union, go southeast on State Route 601 to intersection with State Route 676 at
Woodsons Store (4.5 miles), turn right on Rt. 676 to intersection with State Route 614 (1.0 miles),
and continue on Rt. 614 to bridge and gage (1.3 miles).
ESTABLISHMENT.—Established November 21, 1979 as a recording station by E.D. Powell and
party.
DRAINAGE AREA.—95.4 square miles (measured on USGS topographic maps).
GAGE. —DCP recorder system connected to a pressure transducer in a 48-inch corrugated
house. House is composed of one 8-ft section anchored to concrete footing. There is
approximately 200 ft of plastic tubing connecting house to stream. Orifice end encased in 2-
inch metal pipe and anchored to concrete bridge pier in the stream and buried in right bank.
Tubing from right bank to the house encased in ¾ inch plastic pipe buried in ground. Outside
gages consist of a wire weight gage attached to downstream handrail of bridge and reference
point, located on top of upstream bridge handrail post 95 ft from right bank, and a staff gage
on the bridge pier, on the right bank from 3.36 to 13.52 ft. Datum of gage is 429.75 ft.
Elevations as follows:
Orifice nut, elevation 3.90 ft
Bottom of bridge steel 32.50 ft
Station Description #02031000 Mechums River at White Hall - Continued
B-31
Top bridge handrail 39.26 ft
Bridges curb 36.76 ft
Check bar 39.04 ft
R.P. 39.03 ft
HISTORY.—No other gages have been operated on this stream. Mechums river is a
tributary to South Fork Rivanna River. A station has been operated on South Fork Rivanna
River since August 8, 1979. Prior to September 1951, data published as Mechums River near
Ivy.
REFERENCE AND BENCHMARKS. – R.M. No. 1, Elevation 36.772 ft., chiseled square
on top of upstream right bank bridge wingwall.
R.M. No. 2, Elevation 38.494ft., (revised 4/22/2004), chiseled square on top of upstream left
bank bridge wingwall.
R.M. No. 3 (1979), Elevation 31.57 ft, chiseled square on shoreward upstream corner of gage
house footing.
B.M. 645 (1935), Elevation 645.432 ft above mean sea level (1929 datum) at church
cemetery in Owensville, 20 ft north of State Highway 676, bronze tablet marked “B 155”.
CHANNEL AND CONTROL. – One channel at all stages. Channel is straight for 0.2 miles
upstream and 30 ft downstream. Both banks fairly open and steep with brush above gage and
wooded below. Bankfull stage is 12 ft .
Low and medium stage control is rock riffle 30 ft downstream of orifice. Steep left bank at
bend, 300 ft below gage, becomes control at higher stages.
DISCHARGE MEASUREMENTS. – Wading measurements during low stages can be made
from 50 ft above bridge to 200 ft below. Medium and high stages can be measured from either
side of highway bridge although downstream side is considered more safe. Bridge marked off in
10-ft intervals with initial point at right bank and the span of bridge is 187 ft.
Discharge measuring conditions are good at all stages.
FLOODS. – Maximum of the period of record, was the flood of October 15, 1942, gage-height
30.30 ft, discharge of 20,000 cfs . The flood of September 7, 1996 reached a gage-height of 24.79
ft with a discharge of 14,200 cfs. Flood in June 1972 reached a stage of 30 ft , gage datum,
information from Eddie Young, Department of Highways and Transportation. Flood in September
1979 reached a stage of 24.5 ft , gage datum, from high-water marks.
POINT OF ZERO FLOW.— 3.42 ft 8/22/97, 3.71ft 7/11/02, 3.67ft 8/9/02, 3.62ft 8/12/02
WINTER FLOW.— Stage affected by ice during cold winters.
Station Description #02031000 Mechums River at White Hall - Continued
B-32
REGULATION AND DIVERSION.— None.
ACCURACY.— Stage-discharge relationship should be fairly stable. Control may be subject to
minor shifting.
COOPERATION.— Station established in cooperation with Rivanna Water and Sewer
Authority. Real time data at USGS home page (www.va.usgs.gov).
SKETCH.— See attached sketches and maps.
PHOTOGRAPHS. – None.
OBSERVER.—N\A
B-33
UNITED STATES
DEPARTMENT OF THE INTERIOR
GEOLOGICAL SURVEY
WATER RESOURCES DIVISION
Station Number: 01634000
Description Update: 3-1-2003
By: K. Dydak
DESCRIPTION OF GAGING STATION ON: North Fork Shenandoah River nr.
Strasburg, Va.
LOCATION --Lat 3858'36", long 7820'11", Warren County, on right bank at upstream
side of bridge on State Highway 55, 1.5 miles southeast of Strasburg, 2.2 miles
upstream from Cedar Creek, 4.5 miles above Passage Creek, and 10 miles upstream
from confluence with South Fork of Shenandoah River.
To reach station from Strasburg or Riverton, take State Highway 55 from either town
to bridge across North Fork of Shenandoah River and gaging station.
ESTABLISHMENT --By J. J. Dirzulaitis and Karl Jetter on Mar. 6, 1925.
DRAINAGE AREA --768 square miles (revised.)
GAGE — A CR10x digital recorder with 15-minute data interval, with phone modem in
a concrete gage house. Gage also has transmitter operated by National Weather
Service,
Prior to Sept. 21, 1930, a chain gage on downstream side of old highway bridge was
used as the gage.
Water-stage recorder in concrete gage house was used Sept. 21 1930 to Mar. 1936.
Temporary staff gage on middle pier used Apr. 27 to Jul. 22.
A new 39-foot tall concrete gage house with water-stage recorder was put in
operation on July 28, 1936. Top and bottom of well in gage house are 31.0 and 0.4
feet respectively. Inside staff gage consists of enameled gage sections (0.5 - 20.3 feet)
fastened to 2" x 6" board embedded in concrete wall of gage house. Intakes and
flushing equipment are as follows: two 2-inch intakes (top of intakes at elevations 1.6
and 5.0 feet) both equipped with 2-inch gate valves and valve stems and 2-inch riser
pipes fitted with flush tank at top to facilitate flushing with pitcher pump.
REFERENCE MARKS.--
RMs 0.5-1 were destroyed by flood of March 1936.
RM #5 elevation 11.01 feet, is threaded end of machine bolt set in downstream end of pier on
right shore, destroyed 1992.
B-34
RM #6 elevation 19.04 feet, is threaded end of machine bold set in instream face of right
abutment several feet downstream from center of face and 6 feet above ground.
RM #7 elevation 15.682 feet, is RR spike driven in 12-in. ash tree, 60 feet inshore on the
right bank (instream side), 120 feet upstream of gage. Not located in 2002.
RM #8 elevation 8.082 feet, is RR spike driven in 36-in. sycamore tree on the right bank
(outstream side), 112 feet upstream of gage. Not located in 2002.
RM #9 elevation 10.922 feet, is RR spike driven in 12-in. ash tree, 215 feet upstream of gage
and
10 feet inshore on right bank. Spike is on the outstream side. Not located in 2002.
RM #10 elevation 11.61 feet, is top of VDOT marker, upstream of old abutment in the road
bed, in line with the face of the abutment, 25 feet upstream of wingwall, and one foot
below land surface.
RM #11 elevation 16.217 feet, is top of 4-in. steel gatepost, 40 feet upstream and in line with
streamward edge of gagehouse (added 10/01/2002)
CONTROL --Control is rock ledge located 150 feet downstream from highway bridge,
permanent, and subject only to small shifts when some gravel is deposited. Control
generally clean but during the summer of some years there is some vegetation on the
control. Control will not be affected by ice except during extremely cold winters.
DISCHARGE MEASUREMENTS – High flow measurements may be made from
upstream side of bridge. Wading measurements can be made 60 feet above gage to
200 feet below bridge. Bridge marked off in 10-foot sections on upstream side.
Character of bed of stream from 700 feet above and about 800 feet below is an
outcrop of ledge rock with gravel and some sand, probably permanent. Moss and
grass grows between ledges of rock. One channel at all stages broken by mid-stream
piers; depths about equal to gage height, flow smooth, velocities moderate, and no
angle at measuring section. Channel above the gage straight for 700 feet, and straight
for 1,200 feet below gage, water smooth and velocities moderate. Both banks will
overflow at high stages and wooded along edge of water, but cultivated farther back.
There is a high cliff on right bank about 150 feet from right abutment, left bank low
and cultivated field extends about a quarter of a mile back of left abutment. Excellent
records should be obtained at this station.
FLOODS --Maximum discharge, 100,000 second-feet Oct. 16, 1942 (gage height, 31.2
feet, from high-water mark in gage well) from rating curve extended above 46,000
second-feet by logarithmic plotting.
POINT OF ZERO FLOW --Determined to be at gage height 0.68 feet +/- 0.1 foot on
March 7, 1925.
B-35
WINTER FLOW --Stage-discharge relation is affected by ice during extremely cold
winters.
REGULATION --Large diurnal fluctuation at low and medium flow caused by a
hydroelectric plant at
Edinburgh, and from other unknown sources.
DIVERSIONS --None.
ACCURACY --Good.
COOPERATION --U.S. Army Engineers, Baltimore District.
SKETCH --
PHOTOGRAPHS —
Vehicle traffic Stay current with defensive driving recommendations. Make sure vehicle is in proper working condition. Reduce speed when
4. JOB HAZARD ANALYSIS FOR STATION 01634000
4.1.1. NF SHENANDOAH RIVER AT STRASBURG
5.
PREPARED BY:
5.1.1.1. KMDYDAK
DATE: 4/12/2002
REVIEWED BY: DATE:
Recommended Protective Clothing and Equipment:
Personal flotation device, orange safety vest, hip boots/waders, foul weather gear, appropriate clothing for climatic conditions, insect repellent, sunscreen, first aid kit, cell phone, disinfectant, highway signs, and orange cones.
APPROVED BY: TITLE (First line supervisor)
Date
APPROVED BY: TITLE (Second line Supervisor)
Date
5.2. Sequence of Basic Steps
Potential Accidents/
Hazards
Recommended Safe Job Procedures
B-36
weather conditions dictate. Be alert other vehicular traffic.
Arriving at site Vehicle traffic on road or bridge
Safe parking on the right-downstream shoulder of Route 55 West at bridge. Turn on strobe safety light on field vehicle if warranted. For a high-water discharge measurement or qw sampling, park on the left-upstream shoulder on the bridge. Watch out for other traffic. Moderate traffic here. Be aware of current bridge safety plan if required.
Unloading/ setting up equipment
Pinching fingers, smashing fingers or toes, and back strain
Be aware of hand/foot placement, wear protective footwear as needed, use proper lifting technique, do not rush actions.
Making discharge measurement from bridge
Vehicle traffic
Bridge Site type is SE. ‘Road Work Ahead’ and ‘Shoulder Closed’ signs should be placed along right shoulder of Route 55 East. Park on bridge next to road, facing east. Place cones behind truck and along bridge according to bridge safety plan.
Falling over bridge
Wear PFD, do not lean over bridge
Bridge measurement (cont)
Floating or submerged debris
Be alert to debris, have cutters ready if sounding cable needs to be cut.
Making wading discharge measurement
Entering the stream, floating or submerged debris.
Wear PFD. There is a cattle fence that is occasionally charged, between the dirt road at the base of the gage and the outside staff. Use caution going down stream bank into water. Be careful of foot placement along bank and in stream. Bedrock streambed is slippery. Beware of any floating debris. Do not attempt the measurement if conditions are such that you cannot safely enter and exit the stream.
Reloading equipment
Pinching fingers, smashing fingers or toes, and back strain
Be aware of hand/foot placement, wear protective footwear as needed, use proper lifting technique, do not rush actions
B-37
B-38
VIRGINIA DEPARTMENT OF ENVIRONMENTAL QUALITY OFFICE OF WATER RESOURCES PLANNING
SURFACE WATER INVESTIGATIONS
Description Prepared: 05/13/80
By: D.W. Henry
Revised: R.E.Lawson 5/9/2006
Description of Gaging Station #02027500 on Piney River at Piney River, Virginia.
LOCATION.—Lat. 3742’08”, long. 7901’40”. Nelson County, on left bank at upstream side
of bridge on State highway 151, 0.2 miles southwest of Piney River post office, 1.7 miles
downstream from Indian Creek, and 2.5 miles southeast of Lowesville.
To reach the gage from Lovingston, drive approximately 4 miles to route 56, turn right onto
Route 56, travel approximately 5 miles and turn left onto Route 151, to Piney River, continue
.2 miles southeast of Piney River Post Office to the gage.
ESTABLISHMENT.—Gage established by R.E. Curtis, July 18, 1949. See history. Gage
relocated to upstream side of bridge, left bank, Sept. 21, 1973, by R.W. Buck and party.
DRAINAGE AREA. — 47.6 square miles.
GAGE. —DCP system in 48 in. aluminum pipe well and house.
Intakes are in 2-inch galvanized pipe, both with flushing systems. Lower intake has siphon
for low flow. Elevation of lower intake is 1.94 ft gage datum (revised) and is 55 ft long.
Elevation of upper intake is 3.11 ft gage datum (revised) and is 50 ft long.
Enameled staff gage in well and integral float-tape for inside reference. Range of staff gage
is 1.00 ft to 23.72 ft gage datum.
Outside gage is wire-weight type and is located on handrail on upstream side of bridge.
Datum of gage is 631.58 ft, National Geodetic Vertical Datum of 1929(revised from 633.58
ft).
Elevations as follows: REVISED
IG RP 25.78ft.
Top Lower intake 1.94 ft.
Top Upper intake 3.11 ft.
Bottom of Well 1.00 ft
Shelter floor 22.26 ft
Instrument shelf 25.78 ft
1.3. Station Description #02027500 Piney River at Piney River - Continued
B-39
Check bar 22.27 ft ( gage datum)
HISTORY.—Prior to May 27, 1969, water-stage recorder, and Nov. 4, 1969 to Feb. 26,
1970, non-recording gage at site 20 ft downstream from former highway bridge at same
datum. Feb. 26, 1970, to Sept. 20, 1973, on right bank 20 ft upstream from bridge at same
datum. Datum of gage changed from 633.58 to 631.58, in 1999 to lower plates, to keep from
having negative gage heights.
REFERENCE AND BENCHMARKS. – R.M. No. 1: Elevation 21.73 ft., chiseled square
on right downstream wingwall 45 in. downstream from end of wingwall at bridge.
R.M. No. 2: Elevation 21.72 ft., chiseled square on right upstream wingwall 42 inches
downstream from end of wingwall at bridge.
R.M. No. 3: Elevation 18.78 ft., is head of ½” bolt set in concrete post due east of the gage
house on the left bank, upstream side of the road at the top of the fill, adjacent to the left
bridge abutment.
R.P. Elevation: 23.43 ft., is a chiseled “V” bottom of chamfer, top of the handrail, upstream
side of the bridge at the station 52.
Check Bar Elevation: 22.27 ft., located on the upstream side of Rt. 151 bridge
CHANNEL AND CONTROL. – One channel at all stages. Channel is fairly straight for 400 ft
upstream and 200 ft downstream. Both banks are brush and tree covered with gradual slopes.
Streambed is mostly gravel with some larger rock and occasional rock outcrops.
Low and medium-water control consists of rock and gravel just below gage. The channel
will be the control in higher water.
DISCHARGE MEASUREMENTS. – Wading measurements can be made 50-150 ft below the
gage. High-water measurements made from the upstream side of bridge. The bridge is a 100ft
long and marked off at 5-ft intervals on up and downstream sides. Larger sounding weights should
be used at medium and higher stages because of rapid velocities.
Discharge measuring conditions are good at all stages.
FLOODS. – Flood of August 20, 1969 reached a stage of 13.8 ft, (from floodmarks). Discharge
38,000 cfs on basis of slope-area measurement of peak flow. June 1949 reached a stage of 9.9 ft
(from floodmarks). Flood of September 6, 1996 reached a stage of 12.85 ft., 27,400 cfs. All stages
relate to old datum before 1999.
POINT OF ZERO FLOW.— 1.26ft Aug. 14, 2002. 1.28 ft Sept. 11, 2002.
WINTER FLOW.—Stage-discharge relation may be affected by ice during severe winters.
1.3. Station Description #02027500 Piney River at Piney River - Continued
B-40
REGULATION AND DIVERSION.— Periodic dewatering of quarries upstream adds small
amount of inflow.
ACCURACY.— Stage-discharge relation should be permanent. Records of stage are good and
measuring conditions are good. Extreme low water and ice affected records are fair.
COOPERATION.— Real time data at USGS home page (www.va.usgs.gov.)
SKETCH AND MAPS. Attached
PHOTOGRAPHS. – N/A
OBSERVER.—N\A
B-41
VIRGINIA DEPARTMENT OF ENVIRONMENTAL QUALITY OFFICE OF WATER RESOURCES PLANNING
SURFACE WATER INVESTIGATIONS
Description Prepared: 04/21/72
By: E.D. Powell
Revised: M.S. Alling 06/17/85
R.E.Lawson 05/19/05
Description of Gaging Station #01673800 on Po River near Spotsylvania, Virginia.
LOCATION: Lat 3810’17”, long 7735’42”, Spotsylvania County, on right bank at USS of
bridge on State Highway 208, 1.6 miles downstream from Gladys Run, and 4.9 miles
upstream from US Highway 1. Gage can be reached from Spotsylvania by driving 2.0 miles
south on Route 208.
ESTABLISHMENT: Established Sept. 24, 1962 by C.A. Shepherd and H.R. Meeks. Prior to
Sept. 30, 1964 a non-recording gage at same site and datum.
DRAINAGE AREA: 344 square miles.
GAGE: A DCP recorder system in 48” aluminum pipe well and house, consisting of two 6 ft and
two 8 ft sections. Inside gage is enameled sections 0.0 to 23.72 ft screwed to 2”x6” treated pine
timber bolted to well. The two intakes are flushed by lift-type pump with tank, and 2-inch risers.
Stages can be recorded from 0.00 to 24.35 ft. R.P. located on upstream side of bridge at station 75.
Elevation = 31.53 ft.
Datum of gage is 183.76 ft above mean sea level.
Elevations are as follows:
Bottom of well 0.00 ft
Lower intake 1.06 ft
Upper intake 1.65 ft
Floor 21.21 ft
Shelf 24.74 ft
Bridge Low Steel Left Bank 24.32 ft
Bridge Low Steel Right Bank 21.07 ft
HISTORY: Prior to September 30, 1964, nonrecording gage at same site and datum.
REFERENCE AND BENCHMARKS: R.M.’s 1-4 destroyed with bridge replacement.
R.M. 5: Elevation 24.28 ft, Chiseled square located on left upstream side of bridge seat painted
B-42
orange.
R.M. 6: Elevation 20.745 ft, Chiseled square located on right upstream side of bridge seat painted
orange.
REFERENCE AND BENCHMARKS CONTINUED:
R.M. 7: Elevation 30.11 ft, Chiseled square located on right upstream side of bridge abutment
painted orange.
R.P. Elevation 31.53 ft. Chiseled “V” on upstream side of bridge at station 75 painted orange.
VDOT BM: Elevation 207.557 ft msl and 23.797 ft gage datum. Railroad spike painted orange in
base of sycamore tree on left bank upstream side of bridge located 170 ft north of gage and 125 ft
west of center line of new road.
CHANNEL AND CONTROL: Low-water control is rock and gravel riffle 200 ft below
gage. Medium water will probably be controlled by channel and high water will probably be
controlled by the bridge opening. Left bank and right bank has gradual slope below bridge
with overflow on right side in field below bridge at about 10-ft stage. Channel fairly straight
for 300 ft above bridge and curves to right at bridge and then straight for about 200 ft.
Channel consists of rock and gravel and some aquatic growth below bridge. Subject to small
shifts at low stage.
DISCHARGE MEASUREMENTS: Wading measurements are made about 400 ft below
bridge. High stages can be measured from Highway Bridge, which is marked off in 5-ft
sections with initial point of sounding at right end of upstream guardrail. Slight horizontal
angles may be present.
FLOODS: Maximum for period of record, 10,900 cfs, June 22, 1972, gage height, 19.03 ft.
Information provided by Mr. Hotchel, former observer, indicates that the highest stage in
remembrance occurred in 1933 or 1934 and was about 23.5 ft.
POINT OF ZERO FLOW: 1.01 ft, Oct. 5, 1983.
WINTER FLOW: Affected by ice during severe winters.
REGULATION AND DIVERSION: None.
ACCURACY: Records good.
COOPERATION: None.
SKETCH: See attached Topographic map.
PHOTOGRAPHS: In office file.
OBSERVER: N\A
B-43
VIRGINIA DEPARTMENT OF ENVIRONMENTAL QUALITY OFFICE OF WATER RESOURCES PLANNING
SURFACE WATER INVESTIGATIONS
Description Prepared: 05/09/69
By: P.N. Schackelford
Revised: D.W. Henry, 05/01/91
R.E. Lawson, 04/14/00
J.K. Lambert, 04/12/04
M.L. Hutchison 03/23/05
Description of Gaging Station #01665500 on Rapidan River near Ruckersville, Virginia.
LOCATION.-- Lat 3816’48”, long 7820’27”, on left bank 10 ft below bridge on US
Highway 29, 0.2 miles downstream from Elk Run, 1.7 miles upstream from White Run, 2.1
miles downstream from South River, 3.6 miles northeast of Ruckersville, at mile 63.5.
ESTABLISHMENT.—Established September 5, 1942 by R.H. Tice. See history.
DRAINAGE AREA.—114 square miles.
GAGE. -- DCP Satlink system with 15 minute readings, connected to a pressure transducer in 48-
inch aluminum house. Outside gage is type “A” wire-weight mounted on the downstream side of
the northbound bridge. Wire-weight gage is integral with recorder. Length of orifice line is 150
ft.
Datum of gage is 439.44 ft above mean sea level, datum of 1929, Culpeper supplementary
adjustment of 1943.
Elevations are as follows:
Floor 27.2 ft
Instrument shelf 32.0 ft
Top of house (inside) 35.6 ft
Wire-weight Check Bar 32.17 ft reset 4/16/01
HISTORY. -- Gages have been operating on Robinson River near Locust Dale since July 1943
and on the Rapidan River near Culpeper since November 1930. A break in record occurred on
June 27, 1995, due to the loss of the old concrete gage during the maximum for period of record
flood. Gage established Oct. 1, 1998
REFERENCE AND BENCHMARKS. -- R.M. Nos. 1 – 5, 7; destroyed.
R.M. No. 6, Elevation 33.51 ft, chiseled square, painted orange, top of instream corner of
north bound Rt. 29 bridge wingwall, downstream left bank.
R.M. No. 8, Elevation 33.55 ft, chiseled square, painted orange, top of instream corner of
Station Description #01665500 at Rapidan River near Ruckersville, Va – Continued
B-44
north bound Rt. 29 bridge wingwall, up stream left bank.
R.M. No. 9, Elevation 21.10 ft, bridge bolt painted orange cemented in 3” pvc pipe 10ft east
and 3 ft north of center line of gage.
CHANNEL AND CONTROL. -- At the control the channel bed is of solid rock and
boulders and probably permanent. The left bank is rock and rises sharply. Right bank is of
soil and sand, and overflows during high water. One channel is at all stages. The low and
medium water control is a cobble and bedrock riffle 200 feet below the gage. It is permanent
but subject to minor shifts. Channel control exists at high stages with the old Rt. 29 highway
approach fills acting as the highway control 300 ft below gage.
DISCHARGE MEASUREMENTS. -- Low and medium water wading measurements are
made downstream 400 – 1000 ft below gage. High-water measurements are made from
upstream side of south bound bridge marked off every 5 ft with two stripes at 50 ft intervals
and three at 100 ft intervals. Cross section is 350 ft wide with zero starting on left bank.
High-water measurements are also made on the downstream side of north bound bridge
marked off every 10 ft with two stripes at 50 ft intervals and three at 100 ft intervals. Cross
section is also 350 ft wide with zero starting on the left bank. The main channel is
approximately 80 ft wide with extreme velocities. One may have to take surface readings
above 8 – 10 ft. Measurements should be good.
FLOODS. -- Flood of June 27, 1995, reached a gage height of 31.3 ft, discharge 106,000 cfs (slope
area measurement). Flood of October 15, 1942, reached a gage height of 20.8 ft, discharge 25,000
cfs.
POINT OF ZERO FLOW. -- On August 5, 1946, 0.1 0.1 ft, July 8, 1982, -0.5 .5 ft. 0.70
.1 ft, August 9, 1999. Oct. 11, 2001 1.07ft. August 23,2002 1.00ft
WINTER FLOW. -- Some ice effect during cold winters.
REGULATION AND DIVERSION. -- Diversion 0.4 miles upstream since 1973 by Rapidan
Service Authority for municipal supply of Greene County and town of Stanardsville has averaged
less than 1.0 cfs.
ACCURACY. -- Good.
6. COOPERATION -- Real time data at USGS home page (http://waterdata.usgs.gov)
SKETCH AND MAPS. -- Attached.
Station Description #01665500 at Rapidan River near Ruckersville, Va – Continued
B-45
PHOTOGRAPHS. -- N\A
OBSERVER. -- N\A
B-46
VIRGINIA DEPARTMENT OF ENVIRONMENTAL QUALITY OFFICE OF WATER RESOURCES PLANNING
SURFACE WATER INVESTIGATIONS
Description Prepared: 05/09/69
By: P.N. Schackelford
Revised: D.W. Henry, 05/01/91
D.W. Henry, 04/12/00
Updated” J. K. Lambert 4/12/04
Description of Gaging Station #01667500 on Rapidan River near Culpeper, Virginia.
LOCATION.-- Lat 3821’01”, long 7758’31”, on left bank 0.7 miles upstream from Cedar
Run and bridge on US Highway 522, 8.5 miles south of Culpeper, Culpeper County, and at
miles 29.6.
To reach station from Orange, drive 9 miles on State Highway 20 toward Fredericksburg,
turn left on US Highway 522 just beyond Unionville, drive north toward Culpeper about 9
miles, turn left on State Highway 647 just beyond concrete bridge over Rapidan River, drive
half a mile to intersection with State Highway 655, turn left and drive half a mile to gage at
abandoned bridge site.
Station can also be reached by leaving Culpeper on US Highway 522 and driving south 9
miles to intersection with State Highway 647, 1,000 ft north of bridge over Rapidan River,
turn right and proceed to gage as above. See sketch for short cut from Robinson River near
Locust Dale.
ESTABLISHMENT.—Established November 16, 1930 by J.J. Dirzulaitis and T.F. Hanly.
DRAINAGE AREA.—472 square miles (revised).
GAGE.—DCP Satlink system in a 36 ft concrete gage house located on left bank about 40 ft
upstream from old bridge site. Range in stage of recorder –0.1 to 29.2 ft.
Inside staff gage consists of enamel gage sections 0.0 ft to 10.1 ft fastened to a 2”x6” board
embedded in the wall of the gage house. Outside check gages consist of enameled staff
section (1.0 – 4.62 ft) fastened to 2”x6” board and steel bolted to the concrete pier at the
intake, and enameled staff gage sections (10.4 – 27.1 ft) fastened to 2”x12” board embedded
in concrete wall of gage house.
There are two 2-inch intakes (top of intakes at elevation 0.1 and 3.4 ft), equipped with 2-inch
gate valves and valve stems and 2-inch riser pipes with flush tank at top to facilitate flushing deep
well pump. Lower intake with static tube extension.
Weather Bureau type staff gage attached to downstream, shore corner of gage house, 18.1 –
31.0 ft. The gage cannot be reached when the stage is above roughly 13 ft. National Weather
Service gage height transmitter at gage. Gage height posted at MARFC web site and at phone
(540) 825-0969.
Station Description #01667500 at Rapidan River near Culpeper, Va – Continued
B-47
Datum of gage is 241.36 ft above mean sea level, datum of 1929, Culpeper supplementary
adjustment of 1943.
7. GAGE - Continued
Elevations are as follows:
Bottom of well -0.4 ft
Top of well 27.0 ft
IG RP 29.61 ft
HISTORY.—Fisher Porter digital recorder replaced with CR10-X data logger with 15 minute
readings on 3/28/01.
REFERENCE AND BENCHMARKS. – R.M. 1, Elevation 2.61 ft, is a chiseled quarter circle
on upstream and instream corner of base of left, upstream cylindrical pier.
R.M. No. 2, non-existent, see 7/27/48 notes located at USGS, Richmond, Va.
R.M. No. 3, Elevation 8.535 ft, is a chiseled triangle on inshore edge of second circular ledge
at top of left, downstream pier, 43 ft downstream and in line with instream side of gage
house.
R.M. No. 4, Elevation 12.42 ft, is ½” bolt located in the upstream shoreward corner of gage
house.
CHANNEL AND CONTROL. – Control is a rocky ledge about 50 ft below gage. Control
is clean, fairly permanent, and not affected by ice except during cold winters.
DISCHARGE MEASUREMENTS. – The measuring section for medium and high-water is
upstream side of concrete bridge on US Highway 522, 0.7 miles downstream from gage.
Initial point for soundings is the end of the concrete guardrail, left bank. Bridge marked with
paint at 10-ft intervals 400 ft wide. Wading measurements may be made in the vicinity of
gage or 400 – 1000 ft downstream. Bed of stream composed mostly of clean, shifting sand.
One channel at all stages broken by two piers. Flow smooth with moderate velocities.
Channel straight for 300 ft above and 500 ft below. Both banks above and below cultivated
and subject to overflow at a stage of about 12 ft; however, due to highway fill, all flow will
pass under bridge except at extremely high stages. Measurements in general should be good.
FLOODS. – Maximum discharge, 59,300 cfs, June 28, 1995, gage height 30.40 ft. Flood of Oct.
16, 1942 was 58,000 cfs, gage height 30.3 ft. Flood of Apr. 26, 1937, reached a stage of 28.03 ft,
discharge 49,400 cfs, from recorder graph. R.S. Somerville, the farmer living near the gage, stated
that this flood was 6 ft above 1889 flood, 4 ½ ft above 1893 flood, and 3 ft above 1901 flood,
based on memory marks on an old tree near his house, marks now obscure.
POINT OF ZERO FLOW.— Determined to be at gage height 0.0 ft 0.1 ft on Aug. 30, 1943
Station Description #01667500 at Rapidan River near Culpeper, Va – Continued
B-48
and –0.52 ft 0.1 on August 9, 1999. –0.43 + .10 August 26,2002
WINTER FLOW.— Stage-discharge relation is affected by ice during cold winters.
REGULATION AND DIVERSION.— Low-water flow regulated by operation of mill at
Rapidan in prior years. Agricultural irrigation at times.
ACCURACY.— Records are generally good.
COOPERATION.— NWS# 540-825-0969. Real time data at USGS home page
(http://waterdata.usgs.gov)
SKETCH AND MAPS.— See attached.
PHOTOGRAPHS. – N\A
OBSERVER/ LANDOWNERS. Current Landowners, John and Cindy Grano Ph. 540-825-9586.
Farm manager, Walker Somerville. Land owner across road E.V. Baker.
B-49
UNITED STATES
DEPARTMENT OF THE INTERIOR
GEOLOGICAL SURVEY
WATER RESOURCES DIVISION
Station Number: 01664000
Description Updated: 4-8-2004
By: K.M.
Dydak
DESCRIPTION OF GAGING STATION ON: Rappahannock River at Remington, Va.
LOCATION.--Lat 3831'50", long 7748'50", Fauquier County, Hydrologic Unit
02080103, on left bank 80 feet upstream from bridge on alternate U.S. Highway 29,
at Remington, 0.3 mile upstream from Tinpot Run, 0.4 mile downstream from
Ruffans Run, 2.5 miles downstream from Hazel River, at mile 35.2.
To reach station from intersection of U.S. Highway 17 and 28 near Bealeton, turn left
from 17N onto 28 and drive 2.3 miles to U.S. Route 15/29. Turn left onto southbound
15/29. Follow 0.3 miles and turn left onto
Bus. 15/29 S. Follow 2.1 miles through town of Remington, to gage on right.
Gage is 85 miles from the Virginia District office.
DRAINAGE AREA. --620 square miles.
ESTABLISHMENT. --Wire-weight Oct. 29, 1942, by C. A. Shepherd, P. N.
Shackelford, and M. S. Berry. Continuous recorder Nov. 21, 1951, by W. G.
Bonham.
GAGE. –Sutron 8210 EDL with GOES radio transmitter with 15-minute record interval,
and a transmitter operated by the National Weather Service, in a 6-foot square
concrete house and well 42 feet high. Inside staff gage is enameled sections 0.25 to
32.90 feet attached to 2” x 6” timber bedpiece bolted to well, is standard reference
gage. The outside gage is a wire-weight gage on downstream side of the bridge, check
bar elevation is 33.04 feet. The intakes are 2" galvanized pipe. The bottom intake is
36 feet long and is equipped with a 2” riser for flushing. The top intake is 30 feet long
and is equipped with a 2” riser for flushing. Water for flushing is lifted to a flushing
tank by a deep well cylinder pump.
Elevation of gage features are as follows:
Bottom of well -0.3 foot
Bottom intake 1.60 feet
B-50
Top intake 3.40 feet
Bottom well door 16.0 feet
House floor 34.0 feet
Instrument shelf 37.5 feet
Top of house 42.0 feet
Datum of gage is 252.53 feet National Geodetic Vertical Datum of 1929, Culpeper
supplementary adjustment of 1943.
HISTORY. -A gaging station was operated on Rappahannock River at Kellys Ford, Va. about 4
miles downstream from Remington from February 1925 to December 1951.
REFERENCE AND BENCH MARKS. --
RM #2, elevation 19.305 feet, is chiseled square on flat ledge of large rock 18 feet inshore
from downstream pier on left bank.
RM #3, elevation 17.506 feet, is head of 3/8" diameter bolt set horizontal in streamward face
of well, downstream edge, 1 ft above cleanout sill.
CHANNEL AND CONTROL. --Main channel at gage is about 150 feet wide. Right bank is
flat and subject to overflow at a gage height of about 8 feet. Left bank rises sharply to a gage
height of about 12 feet, after which it is flat for about forty feet and then rises sharply to a
gage height of about 32 feet. Channel is straight for about 800 feet below gage. Trees along
both banks above and below gage. The upstream channel is a long sweeping bend in the
river. Shifting is negligible based on discharge measurements. One channel at all stages.
The control is a rock ledge about 400 feet downstream from gage for stages up to about gage
height of 5 feet. Control is clear and permanent. High water control is channel. Railroad
bridge about 350 feet wide with 3 supporting piers located about 450 feet downstream from
gage may have some controlling effect for extremely high stages. Since establishment of the
recording gage in November 1951, the highway bridge opening and approach probably acts
as the control at high stages.
DISCHARGE MEASUREMENTS. --Wading measurements are made 1,600 feet below
gage. To reach wading section walk on left bank, wade just above Tinpot Run.
Maximum wading stage is about 3.6 feet. High-water measurements are made from
upstream side of southbound US Rt 29 bridge, located 2,000 feet above gage. Initial
point is edge of left concrete abutments. Bridge is marked with paint at 10-foot
intervals.
FLOODS. -1942-80: Maximum discharge, 90,000 cfs Oct. 16, 1942 (gage height, 30.0
feet). Maximum flood since at least 1828, that of Oct. 16, 1942.
POINT OF ZERO FLOW.--1.7 +/- 0.1 foot Oct. 24, 1951. Permanent with minor
shifts.
B-51
WINTER FLOW.--Stage-discharge relation is effected by ice during very cold winters.
REGULATION AND DIVERSION.--Low flow partly regulated by mills above station.
No diversion.
ACCURACY.--Stage-discharge relationship is fairly permanent. Measuring conditions
are generally good. Records are generally considered good.
COOPERATION.--U.S. Army Corps of Engineers, Norfolk, Va.
PHOTOGRAPHS.--See files.
WATER QUALITY
PERIOD OF RECORD.--Daily record April 1951 to current year.
EQUIPMENT AND SAMPLING.--
REMARKS.--
Driving to site Vehicle traffic Stay current with defensive driving
8. JOB HAZARD ANALYSIS FOR STATION 01664000
9. RAPPAHANNOCK RIVER AT REMINGTON, VA PREPARED BY:
9.1.1.1. KMDYDAK
DATE: 4/12/2002
REVIEWED BY: DATE:
Recommended Protective Clothing and Equipment:
Personal flotation device, orange safety vest, hip
boots/waders, foul weather gear, appropriate
clothing for climatic conditions, insect repellent,
sunscreen, first aid kit, cell phone, disinfectant,
highway signs, and orange cones.
APPROVED BY: TITLE (First line supervisor)
Date
APPROVED BY: TITLE (Second line Supervisor)
Date
9.2. Sequence of Basic Steps
Potential Accidents/
Hazards
Recommended Safe Job Procedures
B-52
recommendations. Make sure vehicle is in proper
working condition. Reduce speed when weather
conditions dictate. Be alert to other vehicular
traffic.
Arriving at site Vehicle traffic on
road or bridge
Safe parking for a wading measurement is on the
left upstream bank adjacent to the gage. The high
water discharge measurement is from the upstream
side of southbound 29, and requires that you park on
the bridge shoulder. Turn on strobe safety light on
field vehicle. Watch out for other traffic, traffic is
heavy on 29. Be aware of current bridge safety
plan as required.
Unloading/ setting up
equipment
Pinching fingers,
smashing fingers or
toes, and back strain
Be aware of hand/foot placement, wear protective
footwear as needed, use proper lifting technique, do
not rush actions.
Making discharge
measurement from
bridge
Vehicle traffic
Bridge Site type is SE. ‘Road Work Ahead’ and
‘Shoulder Closed’ signs should be placed along
right shoulder of road. Park on bridge facing south.
Place cones behind truck and along bridge according
to bridge safety plan.
Falling over bridge Wear PFD, do not lean over bridge
Bridge measurement
(cont)
Floating or
submerged debris
Be alert to debris, have cutters ready if sounding
cable needs to be cut.
Making wading
discharge
measurement
Entering the stream,
floating or
submerged debris,
drowning, soft
streambed
Wear PFD. The wading section at Remington is
either on the control, just upstream of the railroad
bridge one-quarter mile downstream of the gage, or
farther downstream (just above Tinpot Run on the
left bank). Use caution descending the rocky path
from the road, and going down stream bank into
water. Be careful of foot placement along bank and
in stream. Beware of any floating debris,
overhanging tree branches, etc. Do not attempt the
measurement if conditions are such that you cannot
safely enter and exit the stream.
Reloading equipment
Pinching fingers,
smashing fingers or
toes, and back strain
Be aware of hand/foot placement, wear protective
footwear as needed, use proper lifting technique, do
not rush actions
Returning to Office Vehicle traffic
Stay current with defensive driving
recommendations. Make sure vehicle is in proper
working condition. Reduce speed when weather
conditions dictate. Be alert other vehicular traffic.
B-53
VIRGINIA DEPARTMENT OF ENVIRONMENTAL QUALITY OFFICE OF WATER RESOURCES PLANNING
SURFACE WATER INVESTIGATIONS
Description Prepared: 05/13/69
By: P.N. Schackelford
Revised: D.W. Henry, 05/02/91
Updated: J. K. Lambert 4/12/04
Description of Gaging Station # 01666500 Robinson River Near Locust Dale, Virgina.
LOCATION.-- Lat 3819’30”, long 7805’45”, on right bank 100 ft upstream from bridge
on State Highway 614, 1.1 miles upstream from Great Run, 1.7 miles upstream from mouth
and 2.0 miles southeast of Locust Dale, Madison County, and 3.4 miles downstream from
Crooked Run.
Station reached by driving north on US Highway 15 to Locust Dale, turn right on State
Highway 614 and go 2.0 miles to bridge and station.
ESTABLISHMENT.—Established July 29, 1943, by J.S. Cragwall, Jr.
DRAINAGE AREA.—179 square miles (revised).
GAGE.— DCP recorder system in 5 ft concrete well.
Inside staff gage, enamel sections 0.0 to 19.5 ft attached to 2”x6” timber bed piece on
streamward side of well, is a standard reference gage.
The outside gage is enamel sections, 11.4 to 23.7 ft, attached to the inshore, upstream corner
of the gage house. The intakes are of 2” pipe. Ten foot of 1½ -inch plastic pipe as siphon tube in
lower intake and 1-inch plastic pipe as siphon tube inside upper intake enables upper intake to
work to about 1.5 foot. The bottom intake is 22 ft long and equipped with 2” riser for flushing.
Water for flushing is lifted by a deep well cylinder pump.
Datum of gage is 283.70 ft above mean sea level, datum of 1929, Culpeper supplementary
adjustment of 1943.
Elevations are as follows:
IG RP 26.89ft
Bottom of well -0.8 ft
Bottom of intake (flow line) 1.0 ft
Top of intake (flow line) 3.0 ft
Bottom of well door 12.2 ft
House floor 23.5 ft
Instrument shelf 26.5 ft
Top of house 30.0 ft
RP 24.355ft
Station Description #01666500 at Robinson River near Locust Dale, Va – Continued
B-54
HISTORY.—Gaging station has been in operation on Rapidan River near Culpeper, Va. since
November 16, 1930, and Rapidan River near Ruckersville, Va., since Sept. 5, 1942.
REFERENCE AND BENCH MARKS. – R.M. No. 3, Elevation 13.258 ft, top of nut on bolt that
is set in landward side of well, downstream side of clean out door and about 2 ft above ground.
REFERENCE AND BENCH MARKS - Continued
R.M. No. 4, Elevation 15.523 ft, (temporary) nail in streamward side of 24” oak tree (1’ from
base) located 13 ft upstream and 30 ft inshore from upstream, inshore corner of gage house.
Same tree that R.M. No. 1 was located on (grown over).
R.M. No. 5, Elevation 22.023 ft, chiseled square on upstream, in stream corner of right
upstream concrete bridge abutment. Established 02/16/84.
R.M. No. 6, Elevation 19.435 ft, chiseled square on upstream, shoreward corner of left
upstream concrete bridge abutment. Established 02/16/84.
R.P. elevation 24.355ft chiseled v on upstream side of bridge.
CHANNEL AND CONTROL. – Low control is located 100 ft downstream from gage at
low stages and is rock ledge. At higher stages an island, 1,400 ft downstream, becomes the
point of control as the low control will be submerged. Low-water control is clean,
permanent, not subject to vegetation growth, but probably liable to ice formation in
extremely cold weather. The island is sand and gravel deposit covered with small trees and
brush. High-water control is channel with bankfull at 12 ft . Left bank overflow passes
over highway at about 16 ft stage. Highway bridge, just downstream of low control is
subject to collecting debris, thus causing numerous negative shifts to rating.
DISCHARGE MEASUREMENTS. – Low water measurements are made by wading 200 –
1000 ft above gage. Medium and high-water measuring section is downstream side of
highway bridge. Initial point is at edge of left abutment. Bridge is marked with paint stripe
at 5 ft intervals.
FLOODS. – Flood of October 15, 1942, reached a gage height of 23.9 ft, discharge about 44,000
cfs based on a paint mark placed on bridge truss by a Mr. Mahames who lives in house on left
bank, and in sight of bridge. June 22, 1972, gage height, 20.92 ft (discharge 24,500 cfs). June 27,
1995 gage height 22.93ft discharge 25,400cfs. Sept. 6, 1996 gage height 23.92ft discharge
22,100cfs.
POINT OF ZERO FLOW.— Determined July 16, 1943, to be 0.3 ft by sounding on left channel
control. Oct. 4, 1990 zero = .04 ft .10 ft. Minimum 1.2 cfs, Sept. 7, 13, 1954; minimum daily 1.8
cfs, Sept. 13, 27, 1954. August 9, 1999 .82ft. August 26,2002 0.64ft.
WINTER FLOW.— Stage-discharge relation affected by ice in extremely cold weather.
Station Description #01666500 at Robinson River near Locust Dale, Va – Continued
B-55
REGULATION AND DIVERSION.— Low flow regulated by power plant about 11 miles above
station and at Banco Mills about 14 miles above station in prior years.
ACCURACY.— Good.
COOPERATION.— Real time data at USGS home page (http://waterdata.usgs.gov)
SKETCH AND MAPS.— See attached topo map.
PHOTOGRAPHS. – See attached photograph.
OBSERVER.—N\A
B-56
VIRGINIA DEPARTMENT OF ENVIRONMENTAL QUALITY OFFICE OF WATER RESOURCES PLANNING
SURFACE WATER INVESTIGATIONS
Description Prepared: 05/12/60
By: P.N. Shackelford
Revised: D.W. Henry, 05/25/89
D. A. Nissen 03/23/05
Description of Gaging Station #01628500 South Fork Shenandoah River near Lynwood,
Virginia
LOCATION.-- Lat 3819’21”, long 7845’18”, Rockingham County, on left bank 1.2 miles
northeast of Lynwood and 3.3 miles downstream from confluence of North and South Rivers.
To reach station from Grottoes, drive 3 miles north on US Highway 340 to State Highway
708, turn left and drive 1.6 miles, past river to intersection with State Highway 655, turn right
and drive 0.4 miles to farm entrance on the right.
To reach station from Elkton, drive south on US Highway 340 for 12 miles to intersection
with State Highway 708 turn right and drive 1.6 miles, past river to intersection with State
Highway 655, turn right and drive 0.4 miles to farm entrance on the right.
See attached sketch and maps for farm route to gage house and routes to gage from other
locations. (Maple Lane Farm – Tom Kegley).
ESTABLISHMENT.—Established Sept. 14, 1930 by J.J. Dirzulaitis.
DRAINAGE AREA.—1,084 square miles.
GAGE. —DCP recorder system 15 minute readings installed August 2004 in a 36 ft concrete gage
house on left bank. National Weather Service operates B.D.T. and rain gage at gage. For readings
phone:
Leo Harrison (301) 763-8271
Eleanor Merkle (301) 899-3155
Drainage Area Recording (202) 899-7378
Range of stage is 0.6 ft to 31-ft +/-. Inside staff gage with enameled sections (.40 to 20.30 ft)
is fastened to a 2”x6” board secured to the inside wall of well. A steel tape with an 8-inch
float activates the recorder set to the inside staff gage (base gage) with integral tape pointer
gage. Maximum and minimum indicator clips are attached to this steal tape. Reference point
established on shelf at elevation 31.82-ft for inside gage height check. Outside slope gage
graduated to tenths of a foot secured to concrete pier at water’s edge and upstream side of
gage house.
Station Description #01628500 S. F. Shenandoah River near Lynwood, VA – Continued
B-57
Intakes and flushing equipment are as follows: two 2-inch intakes (elevations 1.1 and 4.6 ft),
equipped with 2-inch gage valves, 2-inch riser pipes to flushing tank under house shelf, and valve
stems. Flushing pump is lift type with 1 ¼” pipe extension in well.
Datum of gage is 1,013.17 ft above National Geodetic Vertical Datum of 1929.
GAGE. —Continued
Elevations are as follows:
IGRP 31.82 ft
Top of well 31.0 ft
Upper intake 4.6 ft
Lower intake 1.1 ft
Bottom of well 0.4 ft
HISTORY — The present recording gage was started in use September 1930. The datum and
location has remained the same for the period of record.
At a site 42.3 miles downstream, S.F. Shenandoah River near Luray (01629500) has been
operated as a continuous recording gage since June 1979 and previously from October 1938 to
September 1951. The sum of records for upstream recording stations, North River near
Burketown (01622000), and South River at Harriston (01627500) approximate flow at Lynwood
REFERENCE AND BENCHMARKS – R.M. No. 1, Elevation 14.61 ft, top of bolt cemented in
landing of old steps, at the inshore, downstream corner.
R.M. No.5, Elevation 25.42ft Top of bolt set in concrete pier 79.5ft shoreward of upstream
shoreward side of gage just inside of cedar thicket at ground level.
R.M. No 7, Elevation 21.255ft Chiseled square on limestone out crop painted orange 38ft
downstream and 63ft shoreward of downstream shoreward corner of gage house, also 75ft
downstream and shoreward on the hypotenuse of the above triangle.
R.M. No 8, Elevation 20.89ft Chiseled square on limestone outcrop painted orange 35ft
downstream and 64ft shoreward of downstream shoreward corner of gage house. Also 73ft
downstream and shoreward on the hypotenuse of the triangle and 3 ft upstream of R.M. No. 7
CHANNEL AND CONTROL. – One channel at all times with flow smooth and moderate.
Gage is located in a slight bend in the river. Stream bed is a series of rock ledges, running
widthwise across gage pool with some sand. Control is a rock ledge approximately 600 ft
downstream from gage. Probably permanent, although subject to having an accumulation of
algae and aquatic growth during low summer flows. Both banks are subject to overflow
during high stages with the left bank being clear pasture land and right bank being lined with
trees.
DISCHARGE MEASUREMENTS. – Wading measurements can be made up to a gage
height of 3.44 ft +/- at points 1,500 – 1,700 ft upstream of gage. Caution has to be exercised
as footing on ledge rock is not the best in mid-stream. Also wading measurements can be
Station Description #01628500 S. F. Shenandoah River near Lynwood, VA – Continued
B-58
made .9 mi. above gage, 200ft downstream from Rt. 708 bridge during low flow. Medium
and high water can be measured from cable located 200 ft upstream from the gage. Cable
way consists of 1 1/8” tramway cable, span 800 ft, supported at both ends by standard 30-ft
steel towers equipped with steel ladders and landing platforms.
Cable is anchored to a 4’x4’x7’ reinforced concrete block buried in ground on the right bank
(6 cubic yards added May 9, 1956) and 4’x3 ½’x6’ reinforced concrete block buried in the
concrete. Cable is marked off with paint strips every 10 ft. Cable car is stand-up metal
follower brake type with end mounting for sounding reel.
High water measurements can also be made from Rt. 708 bridge located 1.06 miles upstream
of gage. Water starts to overflow bridge approach along the right bank at gage height of 17
ft+/-.
DISCHARGE MEASUREMENTS. –Continued
Flow is fast and depths in mid-channel are somewhat deep. Angles are also encountered
although carefully made measurements plot well after storage adjustments at high stages.
Lower
Levis Run enters the river between bridge and gage on the Right Bank, but its flow is
negligible at high stages.
FLOODS. – Maximum stage since at least 1870, September 7, 1996 gage height of 30.84 ft from
flood marks with a maximum discharge of 107,000 cfs.
Oct. 15, 1942 27.20 ft 80,000 cfs
Mar. 18, 1936 26.57 ft 77,000 cfs
June 18, 1949 23.60 ft 53,600 cfs
June 22, 1972 23.45 ft 50,700 cfs
Nov. 05, 1985 29.46 ft 95,100 cfs
POINT OF ZERO FLOWS. — 0.78ft on Sept. 19, 2002. Minimum flow, 32 cfs, Sept. 20, 1932,
gage height 1.63 ft, minimum daily 93 cfs, Sept. 21, 29, 1930. Diurnal fluctuation at low flow
prior to 1960 caused by mill at Lynwood. Oct. 13, 1998 0.68, Dec. 7, 1998 .71
WINTER FLOW. — Stage-discharge relation is affected by ice during extremely cold winters.
REGULATION AND DIVERSION. None since 1960.
ACCURACY. — Records good at all stages.
COOPERATION — NWS #540-249-4676, IFLOWS (www.afws.net) Real time data at USGS
home page (va.water.usgs.gov)
SKETCH AND MAPS — Attached
Station Description #01628500 S. F. Shenandoah River near Lynwood, VA – Continued
B-59
PHOTOGRAPHS. – See attached photograph.
OBSERVER.—N\A
B-60
UNITED STATES
DEPARTMENT OF THE INTERIOR
GEOLOGICAL SURVEY
WATER RESOURCES DIVISION
Station Number: 01631000
Description Updated: 2/27/03
By: S.L.Wheeler
DESCRIPTION OF GAGING STATION ON: South Fork Shenandoah River at Front
Royal, VA.
LOCATION.-- Lat 3854'50", long 7812'40", on left bank 0.7 mile downstream from
bridge on State Highway 619 1.0 mile west of Front Royal, Warren County, and 3.5
miles upstream from confluence with North Fork of Shenandoah river.
To reach station from Front Royal drive southwest from Main Street on State
Highway 340 to intersection with State Highway 619, turn right and continue across
the bridge, turn right on RT 679 and proceed 0.7 mile to gage.
ESTABLISHMENT. --By J. J. Dirzulaitis and H. C. Eagle on Sept. 21, 1930; a non-
recording station was operated at site one mile upstream from June 1899 to July 1906.
DRAINAGE AREA. --1,642 square miles (revised)
GAGE. --CR10X data logger and shaft encoder, replaced with Sutron 8210 w/satlink on
June 19,2002 @1115 and transmitter operated by U. S. Weather Service, in a 46-foot
concrete gage house on left bank 20 feet below the old highway bridge (now
removed); present recorder range in stage from -1.5 to 37.9 feet. Top and bottom of
well in gage house are at gage heights 36.5 and -1.5 feet respectively. Inside staff
gage consists of enameled gage sections (0.0 - -13.5 ft) fastened to 2"x 6" board
anchored in concrete wall of gage house; outside gage consists of enameled sections
fastened to old bridge pier and to gage house. Intakes and flushing equipment are as
follows: Two 2-inch intakes (top of intakes at elevations -0.6 and 4.7 feet) both
equipped with 2-inch gate valves and valve stems and 2-inch riser pipes to flushing
tank underneath shelf. Flushing pump is lift type with 1 1/4-inch pipe extension in
well.
HISTORY. --
REFERENCE MARKS. --
RM #1, 2, and 3 are destroyed.
RM #4, elevation 472.190 feet is a chiseled square in concrete boat landing extending into
B-61
the river from the right bank. (Gage datum = 2.81 ft.).
RM #5, elevation 472.977 feet, is a chiseled square in the concrete footing for the former
bridge and is on the left bank at the water edge next to the outside staff. (Gage datum =
3.597 ft.).
RM #6, elevation 478.669 feet, is a nut on the lowest bracket holding the gage house ladder
and is painted orange. (Gage datum = 9.289 ft.).
RM #7 is a lag bolt in a 24-inch sycamore tree, 40 feet inshore and 20 feet upstream of gage
(Gage datum = 10.555 ft.).
DATUM OF GAGE.--469.38 feet above mean sea level, datum of 1929, as determined
by closed line of levels (error of -0.005 foot) by U. S. Geological Survey, Water
Resources Branch, on Dec. 29, 1936, from the following bench mark of the Norfolk
& Western Railway. Front Royal, on E. side of S. abutment of bridge No. 657, 10
feet right of station 9362 + 83.4; chiseled marked (N. & W. R.R. B. M.). Elevation is
479.89 feet. U.S.E.D. Bronze Tablet No. 336 was checked in the level run and found
to be at elevation 492.01 feet above mean sea level, datum of 1929.
CONTROL. --Control is a rock ledge about 200 feet below, not affected by ice except
during cold winters. Large backwater effect is created by aquatic growth in summer
and fall.
DISCHARGE MEASUREMENTS. --Made from upstream side of RT 619 bridge, 0.7
mile above gage. Bed of stream composed of ledges of rock with some sand and
gravel between, clean, and permanent.
One channel at all stages, flow smooth with moderate velocities. Channel below
straight for half a mile, flow smooth with series of riffles.
Wading measurements can be made anywhere between the gage and control. Channel
above straight for 100 feet, flow smooth with moderate velocities. There are various
angles at measuring section. Measurements should be good, except for periods of year
when aquatic vegetation takes over the water column.
Right bank is low, fringed with trees, cultivated and subject to overflow.
When the N. F. Shenandoah River is at extreme high stage, there is a backwater effect at the
gage.
FLOODS. --Maximum during period of record 34.8 feet Oct. 16, 1942, from flood mark
on gage well.
POINT OF ZERO FLOW. ---0.21 + 0.1 Oct. 7, 1943 H.M.T.
WINTER FLOW. --Stage-discharge relation is affected by ice during cold winters.
REGULATION. --Flow at low and medium stages is regulated by operation of power
plants above station.
B-62
DIVERSIONS. --None.
ACCURACY. --Records are good.
COOPERATION. --U. S. Army Corps of Engineers, Baltimore District.
SKETCH. --
PHOTOGRAPHS. –
Driving to site Vehicle traffic
Stay current with defensive driving
recommendations. Make sure vehicle is in proper
working condition. Reduce speed when weather
conditions dictate. Be alert other vehicular traffic.
Arriving at site Vehicle traffic on
road or bridge
Safe parking is available on the gravel shoulder on
the right-upstream bank of Route 619 east, at the
bridge. Turn on strobe safety light on field vehicle.
Traffic is moderate here. Watch out for other
10. JOB HAZARD ANALYSIS FOR STATION 01631000
10.1.1. SF SHENANDOAH RIVER AT FRONT ROYAL, VA
11. PREPARED BY:
11.1.1.1. KMDYDAK
DATE: 4/12/2002
REVIEWED BY: DATE:
Recommended Protective Clothing and Equipment:
Personal flotation device, orange safety vest, hip
boots/waders, foul weather gear, appropriate
clothing for climatic conditions, insect repellent,
sunscreen, first aid kit, cell phone, disinfectant,
highway signs, and orange cones.
APPROVED BY: TITLE (First line supervisor)
Date
APPROVED BY: TITLE (Second line Supervisor)
Date
11.2. Sequence of Basic Steps
Potential Accidents/
Hazards
Recommended Safe Job Procedures
B-63
traffic. Be aware of current bridge safety plan if
required.
Unloading/ setting up
equipment
Pinching fingers,
smashing fingers or
toes, and back strain
Be aware of hand/foot placement, wear protective
footwear as needed, use proper lifting technique, do
not rush actions.
Making discharge
measurement from
bridge
Vehicle traffic
Bridge site type is TS2 if using a four-wheel
boom, site type SE at all other times. ‘One Lane
Bridge Ahead’ and ‘Flagger 500 FT’ signs should be
placed facing traffic in both directions. A flagging
crew is mandatory if using a four-wheel boom.
During routine discharge measurements or qw
sampling, arrange signs, cones, and crew according
to the bridge safety plan.
Falling over bridge Wear PFD and do not lean over bridge.
Floating or
submerged debris
Be alert to debris, have cutters ready if sounding
cable needs to be cut.
Making wading
discharge
measurements
Entering the stream,
floating or
submerged debris,
drowning, soft
streambed
Wear PFD. Use caution going down stream bank
into water. Be careful of foot placement along bank
and in stream. Bedrock is slippery throughout the
year. Be aware of any floating debris. Do not
attempt the measurement if conditions are such that
you cannot safely enter and exit the stream.
Reloading equipment
Pinching fingers,
smashing fingers or
toes, and back strain
Be aware of hand/foot placement, wear protective
footwear as needed, use proper lifting technique, do
not rush actions
Returning to Office Vehicle traffic
Stay current with defensive driving
recommendations. Make sure vehicle is in proper
working condition. Reduce speed when weather
conditions dictate. Be alert other vehicular traffic.
B-64
B-65
VIRGINIA DEPARTMENT OF ENVIRONMENTAL QUALITY OFFICE OF WATER RESOURCES PLANNING
SURFACE WATER INVESTIGATIONS
Description Prepared: 05/13/69
By: P.N. Shackelford
Revised: D.W. Henry, 05/01/89
Updated: J. K. Lambert 4/12/04
D.A. Nissen 03/23/05
Description of Gagging Station #01626000 on South River near Waynesboro, Virginia
LOCATION -- Lat. 3803’27”, long 7854’30”, on right bank 80 ft downstream from bridge on State
Highway 664, 1.3 miles southwest of Waynesboro post office, and 2.4 miles downstream from Back
Creek.
To reach gage from I-64, take the Lyndhurst/Waynesboro exit (Rt. 624) at the western bottom of
Afton Mt. Drive north on Rt. 624 (Delphine Ave.) for 0.5 miles to first street on the left inside of
Waynesboro City limits. Turn left (northwest) and drive 0.4 miles to dead end intersection with Rt.
664 (Lyndhurst Rd.). Turn left (west) and drive 0.4 miles to bridge and gage.
A small subdivision along the right downstream bank was developed in the late 1980’s. The land
owner adjacent to the gage site is C.T. Kennedy, 100 Brook Ct. 22980, (540) 942-5729.
ESTABLISHMENT.—Established Oct. 1, 1952 by E.M. Miller.
DRAINAGE AREA.—127 square miles, of which 41 square miles are above flood-detention structures.
GAGE. — DCP recorder system 15 minute readings installed July 2004 in a 48-inch diameter corrugated
metal pipe well and house, 26 ft high. A steel tape with an 8-inch float activates the recorder set to the inside
staff gage (base gage) with integral tape pointer gage. Maximum and minimum indicator clips are attached
to this steal tape. Reference point established on shelf at elevation 22.76-ft for inside gage height check.
Inside staff gage, enamel sections (0.0 to 22.6 ft) attached to 2”x6” boards attached to well. Outside gage
is wire-weight gage, bolted to downstream side of the highway bridge. Check-bar (28.71 ft.) to check inside
gage reading set to gage datum.
The gage is equipped with two 2-inch galvanized pipe intakes. The bottom intake is 30-inch in length
with 2-inch gage valve and riser pipe to flushing tank. Lift-type flushing pump with pipe extension into
well with deep well cylinder.
The top intake is 26 ft in length with no flushing arrangement.
Datum of gage is 1,296.20 ft above National Geodetic Vertical Datum of 1929. Flood monument
erected on left bank directly across river from gage on June 2, 1975. Range in stage (8 – 28 ft, gage
datum).
Elevations are as follows:
Bottom of well .2 ft
Bottom intake (flow line) 1.0 ft
Top intake (flow line) 2.0 ft
House floor 19.9 ft
IG RP 22.78ft
B-66
Instrument Shelf 22.8 ft
Check Bar 28.71 ft
HISTORY —Stage-discharge relation and twice daily reading at present site were collected during the
period 1942 – 1952, but: NOT PUBLISHED. The present recording gage was started October 1952. The
datum and location has remained the same for the period of record.
Other gages operated on South River are: 01627500 – South River near Harrison (1968 to current),
01626850 – South River near Dooms (1974-95)
REFERENCE AND BENCHMARKS. – R.M. No. 4, Elevation 15.57 ft, nail driven horizontally in
shoreward side of 18-inch locust tree, 5-ft above ground, 20 ft downstream of gage.
R.M. No. 5, Elevation 13.86 ft, chiseled “V” in top of streamward side of metal sewer casing, 10 ft
downstream of gage.
R.M. No. 6, Elevation 26.69 ft, chiseled square on top of bridge seat, downstream right bank.
R.M. No. 7, Elevation 30.01 ft, chiseled square on top of wing wall, upstream Right Bank.
CHANNEL AND CONTROL – One channel at all stages. Streambed is composed of rock outcrops
with sand and gravel deposits. Channel is straight for 300 ft above and 800 ft below gage. Right bank
rises sharply and does not overflow, busy and tree-lined. Left bank is lower and starts to overflow at
gage heights of 4 – 4.5 ft. The left bank is smooth lawns except for a few trees along the river’s edge.
Control is a bedrock outcrop 100 ft below gage. Control is permanent but subject to slight shifts due
to deposit of sand and gravel at times and often algae and leaves.
DISCHARGE MEASUREMENTS. – Low water wading measurements can be made under the
downstream edge of bridge up to a gage height of 3.6 ft. Another good wading section is upstream of
island about 450 ft upstream of gage or midway on island a good section is where the black walnut
tree is located on the left bank about 200 ft upstream of gage. Medium and high-water measurements
are made from the downstream side of the highway bridge using sounding weights, 30-C hand line
will measure up to a gage height of about 5.2 ft. Total width of bridge opening is 164 ft with 5 ft
intervals marked off on the downstream handrail beginning at the left abutment. No angles at the
downstream section. All measurements should be good.
Minimum flow- instantaneous, 7.0 cfs, July 18, 1966; Daily 16 cfs 2002
FLOODS. – Nov. 4, 1985 15.30 ft 17,500 cfs
Aug. 20, 1969 15.27 ft 17,400 cfs
Oct. 1942 14.3 ft 14.500 cfs
June 21, 1972 14.25 ft 14,400 cfs
August 18, 1955 13.95 ft 13,500 cfs
POINT OF ZERO FLOW.— 1.9ft Sept. 5, 1997. 1.76ft June 14, 2002
WINTER FLOW.— Stage-discharge relation is affected by ice during extreme cold.
REGULATION AND DIVERSION.— About 1.8 cfs from Coles Run Reservoir, capacity 80,000,000
gallons, Augusta County Service Authority for industrial and municipal use, at a point 13.8 miles upstream
of station.
B-67
ACCURACY.— Records should be good.
COOPERATION.— NWS phone No. 540-943-7605. IFLOWS (www.afws.net) Real time data at USGS
(va.water.usgs.gov.) City of Waynesboro – Beth Lohman 540-942-6629
SKETCH AND MAPS.— Attached
PHOTOGRAPHS. – See attached photograph.
OBSERVER.—N\A
B-68
Station Description View 02024752 JAMES RIVER AT BLUE RIDGE PKWY NR BIG ISLAND, VA
Responsible Office
U.S. Geological Survey
VA Department of Environmental Quality
Most recent revision: 6/30/2011 Revised by: jrguyer
LOCATION.--Lat 37°33'19", long 79°22'03" referenced to North American Datum of 1927,
Amherst County, VA, Hydrologic Unit 02080203, on downstream side of Blue Ridge Parkway
bridge, 150 ft from left bank, 1.5 mi northwest of Big Island, and 7.9 mi southeast of Glasgow.
DRAINAGE AREA.--3,076 mi2.
ESTABLISHMENT AND HISTORY.--
GAGE.--Sutron Satlink DCP with 15-minute record interval connected to a pressure transducer in
a .....
Datum of gage is 600.80 ft NGVD of 1929.
DCP transmission parameters: DCP ID: 17F4F440
Channel: 153 (Random 127)
TX Time: 00:58:30
TX Interval: 01:00:00
TX Window: 00:00:10
CONTROL.--
DISCHARGE MEASUREMENTS.--
FLOODS.--
POINT OR GAGE HEIGHT OF ZERO FLOW.--
WINTER FLOW.--
REGULATION AND DIVERSIONS.--
REFERENCE MARKS.--
DATE OF LAST LEVELS.--
Last run: UNKNOWN; Frequency: UNKNOWN; Status: OPEN
B-69
Station Description View 02034000 RIVANNA RIVER AT PALMYRA, VA
Responsible Office
U.S. Geological Survey
VA Department of Environmental Quality
Most recent revision: 8/1/2006 Revised by: S.L. Wheeler
LOCATION.--Lat 37°51'28", long 78°15'58" referenced to North American Datum of 1927,
Fluvanna County, VA, Hydrologic Unit 02080204, on left bank 300 ft upstream from bridge on
U.S. Highway 15 at Palmyra, 0.5 mi upstream from Cunningham Creek, and 15 mi upstream
from mouth.
ROAD LOG.--To reach gage from Charlottesville, take Route 20 to Route 53, turn left on Route
53 and stay on Route 53 until Route 15, turn left on Route 15, and cross the bridge to the gage.
DRAINAGE AREA.--663 mi2.
ESTABLISHMENT AND HISTORY.--Established May 11, 1934 by T.F. Hanly. Prior to October
24, 1942 the gage was located 200 ft downstream at the same datum. October 24, 1942 to
December 18, 1947 a non-recording gage was located 10 ft downstream at the same datum.
GAGE.--Sutron Satlink DCP with 15-minute record interval connected to a shaft encoder and
float system, and National Weather Service gage-height telemeter equipment (804-457-4561), in
a 49-ft concrete house. Range in stage 0.0 to 44.5 ft. Intakes and flushing equipment are as
follows: two 3-inch intakes (both intakes have static tubes), equipped with 2-inch gate valves
and valve stems and 2-inch riser pipes to flushing tank underneath shelf. Flushing pump is lift-
type with 1 1/4 inch pipe extension in well.
Inside staff gage consists of enameled staff gage sections, 0.0 to 23.7 ft fastened to 2"x6" board
embedded in concrete wall of gage house.
Outside check gages consist of wire-weight gage (Check bar elevation: 44.45 ft) on upstream
side of highway bridge, and enameled staff gage sections 17.0 to 40.7 fastened to 2"x6" board
bolted and cinch-anchored to upstream, instream corner of gage house.
Datum of gage is 210.39 ft NGVD of 1929, Culpeper supplementary adjustment of 1943.
Well Elevations: Lower intake 1.2 ft
Upper intake 2.5 ft
Bottom of well 0.0 ft
Top of well 42.0 ft
Check bar elevation 44.45 ft
DCP transmission parameters: DCP ID: DDC92521E
TX Channel: 149 (Random 115)
TX Time: 00:52:20
TX Interval: 01:00:00
TX Window: 00:00:10
B-70
CONTROL.--Control located about 50 feet below gage consists of footing and mud silts to old
dam, and is subject to shifts. One channel at all stages. Small stream enters from below the gage
and just above the control. Channel is straight above gage for 250 ft and straight below for 250
ft. Flow is smooth. Some angle on one side at all stages. Both banks wooded above and below,
subject to overflow for short distances.
DISCHARGE MEASUREMENTS.--High-water measurements made from upstream side of
Highway Bridge; bridge marked off in 10 ft sections, initial point for soundings is right end of
upstream guard rail. Wading measurements are generally made in vicinity of control. Bed of river
composed of sand, which shifts often. Measurements are good.
FLOODS.--
Flood of Sept. 16, 1942; gage height, 36.50 ft; discharge, 78,000 cfs.
Flood of Aug. 20, 1969; gage height, 39.85 ft; discharge, 86,000 cfs.
POINT OR GAGE HEIGHT OF ZERO FLOW.--
1.08 ft: Aug. 10, 1999
WINTER FLOW.--Stage-discharge relation is affected by ice during cold winters.
REGULATION AND DIVERSIONS.--N/A
ACCURACY.--Records are generally good.
REFERENCE MARKS.--
R.M. Nos.1, 2 and 4 unable to locate or destroyed.
R.M. No. 3, Elevation 41.49 ft., is a chiseled square in the left end of the upstream concrete
wheel guard of the highway bridge.
R.M. No. 5, Elevation 10.37 ft, is threaded end of 1/2 inch bolt anchored with cinch anchors in
upstream pier 9 feet downstream and 30 feet instream from gage house.
R.M. No. 6, Elevation 32.31 ft. is a lag screw located in a power pole 70 ft. upstream from edge
of road, (Rt. 15) 100ft. shoreward from stream
Wire-weight check Bar: Elevation 44.45 (Reset 04/26/01)
LAND OWNERSHIP.--None/landowner at parking site is Ms. Judy Michaels. (434-589-5572)
DATE OF LAST LEVELS.--
Last run: UNKNOWN; Frequency: UNKNOWN; Status: OPEN
APPENDIX C
ENTERING QA/QC INFORMATION
INTO WQM
Revised 03/13/2003
C-1
QA/QC Checklist for WQM
Note: If problems occur during data entry use the call list on the next page to attempt to identify
the cause and find a solution. Detailed instructions for WQM data entry is available on DEQnet
at the following link:
http://deqnet/documents/index.asp?path=%2Fdocs%2Fwater%2FWater%5Fquality%2Fmonitor
ing%5Fand%5Fassessments%5Fprogram/CEDS%5FTRAINING
A. In QACB Run (e.g. PQACB for PRO; NQACB for NRO and TQACB for TRO):
1. Put in correct station ID.
2. Change Blank/Dup designation from R to S2 for containers 11-20.
3. Change Blank/Dup designation from R to EB for containers 21-27.
4. Make the station number the same as it is in the Regular Run.
5. Change the Run ID to the same Run ID as the Regular Run.
6. Save.
7. Change dummy time to actual time after data collection.
B. In Regular Run:
1. Change Blank/Dup from R to S1 for containers 1-9 for station chosen for QA/QC.
C-2
CALL LIST FOR SAMPLE RELATED ISSUES
03/31/2015
This is a list of persons, listed in order of priority, to call for help to the listed problems.
EMERGENCY LABORATORY SERVICES (all area code 804)
After Hours Emergency Services Officer 804-355-4617 (Blackberry)
Ed Shaw – DCLS Director, Laboratory Operations & DEQ Coordinator
648-4480 x152 371-7973 (fax) [email protected]
Dr. Thomas York - DCLS Director
648-4480 641-7071 (cell) 378-8203 (home)
ROUTINE SAMPLE DELIVERY PROBLEMS (all area code 804)
Cindy Johnson 698-4385 437-6185 (C) FAX 698-4032
Roger Stewart 698-4449 370-8043 (C) FAX 698-4032
Tish Robertson 698-4309 212-2253 (H) FAX 698-4032
Matt Carter 698-4006
Melody Morton-DCLS 648-4480 ext. 140 691-2828 (C) FAX 786-4270
Louis Baker-DCLS 648-4480 ext. 141 FAX 786-4270
Elaine Mason 648-4480 ext. 138
PROBLEMS SPECIFIC TO DATA TRANSFER
Cindy Johnson 698-4385* 437-6185 (C)
Roger Stewart 698-4449* 370-8043 (C) FAX 698-4032
Tish Robertson 698-4309* 212-2253 (H) FAX 698-4032
Matt Carter 698-4006*
DEQ Help Desk 698-4100
D. Scott Wagner 698-4548 takes care of FTP site.
* Can perform manual download of WQM data to ship to DCLS.
SAMPLE COLLECTION INFORMATION & SCHEDULING WITH DCLS
This numbers are provided for non-routine sample collection and scheduling. Please make certain when
scheduling bacteria samples that you confirm that one of the following persons know when and how many
samples will be arriving and what services will be requested.
C-3
Cindy Johnson 698-4385(O) 437-6185 (C)
Ed Shaw – Director, Laboratory Operations & DEQ Coordinator
648-4480 641-7056 (Cell) FAX 371-7973
Stephanie Dela Cruz- Group Manager Bacteria sample scheduling only
648-4480 x280 519-5283 (Cell) FAX 371-0666
ORDERING SAMPLE KITS AND CONTAINERS
Melody Morton-DCLS 648-4480 ext. 140 691-2828 (Cell) FAX 786-4270
Mattie Jones, DCLS Program Support Technician 648-4480 ext. 104 ORDERING CLEAN METALS KITS
Norma Roadcap, Metals & Radiochemistry 804-648-4480 x 350
COURIER SERVICE
Melody Morton-DCLS 648-4480 ext. 140 691-2828 (Cell) FAX 786-4270
C-4
PRIORITY CODES
Every priority code other than the standard 7 (the usual turnaround time (TAT), as listed in the catalog of services) has a cost multiplier associated with it.
Code 7 – standard TAT, listed price
Code 6 – Chain of custody, standard TAT, listed price
Code 5 – ½ standard TAT, 1.5 X listed price
Code 4 – 7 day TAT, 2 X listed price
Code 2 – Chain of Custody for samples that will likely be used for litigation, standard TAT 1.1 X listed price.
Code 1 – Emergency sample. Pricing will be determined after completion of analysis. Since this requires lab employees to work around the clock to complete the analysis, these samples must be approved by a RD or agency director.
Bear in mind that timed analysis (BOD30) cannot be run any faster and samples requiring immediate analysis (bacteria) will be done immediately anyway.
DIRECTIONS TO DCLS
DCLS is located at
600 North 5th Street
Richmond, VA 23219
Temporary parking is available for sample delivery at the DCLS loading dock/sample receiving at 600 North 4th
Street. Ring buzzer by door to right of loading dock doors for entrance into the loading dock area.
From West of Richmond;
1: Start out going East on I-64 E.
2: Take the I-64 E exit- exit 75- toward WILLIAMSBURG/NORFOLK. 0.17 miles
3: Take the 3RD STREET ramp toward COLISEUM/DOWNTOWN. 0.09 miles
4: Stay straight to go onto N 3RD ST. 0.13 miles
5: Turn LEFT onto E LEIGH ST. 0.06 miles
6: Turn LEFT onto N 4TH ST. 0.04 miles. Sample receiving is in the middle of the block on the right.
From South of Richmond;
1: Start out going North on I-95 N.
C-5
2: Take the CHAMBERLAYNE AVE exit- exit number 76A. 0.16 miles
3: Turn LEFT onto CHAMBERLAYNE AVE/CHAMBERLAYNE PKWY. 0.20 miles
4: Turn SLIGHT LEFT onto W LEIGH ST. 0.30 miles
5: Turn LEFT onto N 4TH ST. 0.04 miles. Sample receiving is in the middle of the block on the right.
From East of Richmond;
1: Start out going West on I-64 W toward RICHMOND.
2: Take the I-95 S/5TH STREET exit- exit number 190- on the left toward
PETERSBURG/DOWNTOWN/COLISEUM. 0.29 miles
3: Stay straight to go onto N 5TH ST. 0.12 miles.
4: Turn RIGHT onto E JACKSON ST. 0.12 miles.
5: Turn LEFT onto N 3RD ST. 0.07 miles.
6: Turn LEFT onto E LEIGH ST. 0.06 miles.
7: Turn LEFT onto N 4TH ST. 0.04 miles. Sample receiving is in the middle of the block on the right.
From North of Richmond;
1: Start out going South on I-95 S toward RICHMOND.
2: Take the I-64 E exit- exit number 75- toward WILLIAMSBURG/NORFOLK. 0.17 miles
3: Take the 3RD STREET ramp toward COLISEUM/DOWNTOWN. 0.09 miles
4: Stay straight to go onto N 3RD ST. 0.13 miles
5: Turn LEFT onto E LEIGH ST. 0.06 miles
6: Turn LEFT onto N 4TH ST. 0.04 miles. Sample receiving is in the middle of the block on the right.
Appendix D
CBP Non-tidal Network Parameter List &
Recommended Parameter Group Codes
Required Parameters for CBP Non-tidal sites (excluding RIM sites)
WATER TEMP oC
FIELD SPECIFIC CONDUCTANCE (UMHOS/CM AT 25 oC)
FIELD DISSOLVED OXYGEN, PROBE (MG/L)
FIELD PH (SU)
GAGE HEIGHT (FT)
Analytical:
Storet code Parameter name
00530 Total suspended solids (mg/L)
00540 Fixed suspended solids (mg/L)
00600 Nitrogen, total (mg/L as N)
00610 Ammonia, total (mg/L as N)
00630 Nitrite + Nitrate, total (mg/L)
OPWLF O-phosphate, dissolved lab filtered (mg/L as P)
00665 Phosphorus, total (mg/L as P)
31616 Fecal coliforms (cfu/100mL)
31648 E. coli (cfu/100mL)
00625 Total kjeldahl nitrogen (TKN) (mg/L as N)
SSC-FINE Suspended sediment concentration ≤ 62 µm (SSC_Fine, mg/L)
SSC-COARSE Suspended sediment concentration ≥ 62µm (SSC_Sand, mg/L)
SSC-TOTAL Suspended sediment concentration, total (SSC_Total, mg/L)
Recommended containers and required volumes/preservatives
BAYT3-2: ½ gallon cubitainer; Preserve at 4 oC
TPLL: 120 mL plastic bottle (HDPE); sulfuric acid to pH < 2 and preserve at 4 oC
TNUTL: 250mL HDPE bottle; H2SO4 to preserve
SSC-C2: 1 quart cubitainer
FC4MFECQ10: 125 mL plastic bottle with 100mL line containing sodium thiosulfate
FC054ECQ10: 125 mL plastic bottle with 100mL line containing sodium thiosulfate
ECQT10: 125mL plastic bottle with 100mL line
Applies to USGS sampled sites:
CNTF-4: 250mL HDPE plastic bottle, no preservative required
DOCFF: 40mL vials with Teflon-faced silicone septa
FCHLR: GF/F glass fiber filter pad (47 mm)
BAYR2: 1 gallon cubitainer
Appendix E
Procedure for Randomly Selecting a Station for
Equipment Blank and Duplicate QC Sampling
Procedure for Randomly Selecting a Station for Equipment Blank and
Duplicate QC Sampling
Frequency: One equipment blank is required per station per year for all stations. Two
duplicates are required per year for every primary station and one duplicate per year is
required for secondary stations.
1. Create a marker for each station. Note on the marker whether it is a primary (P) or
secondary (S) station.
2. Place markers in a bag.
3. For regions that will be collecting fewer than twelve EBs or duplicates per year
(based on number of stations in the region): randomly withdraw markers from the
bag, making note of the order that they are withdrawn. If the station is a primary
station and therefore requires two duplicates per year, replace the marker in the
bag after the first withdrawal (not necessary for EBs as only one is collected per
station per year regardless of primary or secondary designation). After primary
stations are drawn a second time, discard the marker.
4. Create markers for each month of the water year and place in bag. Randomly
withdraw month markers and match them up with the list of previous randomly
selected stations. This will determine the month in which the EBs and/or
duplicates will be collected.
5. For regions that will be collecting twelve or more duplicates or EBs a year:
randomly withdraw station markers, making note of the order that they are
withdrawn as this will correspond with the order that they are distributed
throughout the water year.
6. Match the first station selected with the first month of the water year (July).
Sequentially move down the list until you have assigned a station to the last
month of the water year (June). For the remaining stations (i.e. the 13th, 14th, 15th
duplicate and so on), place one marker for each month of the water year in a bag
and randomly select the month that the duplicate will be selected. Do not replace
the marker once it has been selected.