U.S. Geological Survey Quality-Assurance Plan for 

Surface-Water Activities in Kansas, 2015

Open-File Report 2015–1074

U.S. Department of the Interior

U.S. Geological Survey

U.S. Geological Survey Quality-Assurance 

Plan for Surface-Water Activities in 

Kansas, 2015

By C. Craig Painter and Brian L. Loving

Open-File Report 2015–1074

U.S. Department of the Interior

U.S. Geological Survey
U.S. Department of the Interior

SALLY JEWELL, Secretary

U.S. Geological Survey

Suzette M. Kimball, Acting Director

U.S. Geological Survey, Reston, Virginia: 2015

For more information on the USGS—the Federal source for science about the Earth, its natural and living 

resources, natural hazards, and the environment—visit http://www.usgs.gov or call 1–888–ASK–USGS.

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visit http://www.usgs.gov/pubprod/.

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U.S. Government.

Although this information product, for the most part, is in the public domain, it also may contain copyrighted materials 

as noted in the text. Permission to reproduce copyrighted items must be secured from the copyright owner.

Suggested citation:

Painter, C.C., and Loving, B.L., 2015, U.S. Geological Survey quality-assurance plan for surface-water activities in 

Kansas, 2015: U.S. Geological Survey Open-File Report 2015-1074, 33 p., http://dx.doi.org/10.3133/ofr20151074.

ISSN 2331-1258 (online)
iii

Contents

Abstract...........................................................................................................................................................1

Introduction.....................................................................................................................................................1

Responsibilities ..............................................................................................................................................1

Water Science Center Director..........................................................................................................1

Data Chief...............................................................................................................................................2

Public Affairs Coordinator...................................................................................................................2

Project Chiefs ........................................................................................................................................2

Database Administrator (DBA)...........................................................................................................2

Surface Water Specialist ....................................................................................................................3

Hydroacoustic Specialist ....................................................................................................................3

Field Office Chiefs (FOC) ......................................................................................................................3

Hydrographers.......................................................................................................................................4

Collection of Stage and Streamflow Data .................................................................................................4

Installation Processes..........................................................................................................................4

Gaging Station Site Selection....................................................................................................4

Permitting and Permissions .......................................................................................................5

Pre-Installation Office Tasks......................................................................................................5

Field Install Processes................................................................................................................5

Completing New Gage Installation ...........................................................................................6

Measurement of Stage ........................................................................................................................6

Levels at Gaging Stations...........................................................................................................6

Levels Frequency................................................................................................................6

Peg Tests of Leveling Instruments ...................................................................................7

Levels Procedure................................................................................................................7

Resetting Gages When Running Levels..........................................................................7

Definition of Levels Responsibilities................................................................................7

Instrumentation for Collection of Stage Data .........................................................................7

Operation of Reference Gages.........................................................................................8

Staff Gages and Reference Points..........................................................................8

Applying Corrections to Reference Gages............................................................8

Operation of Crest Stage Gages.......................................................................................9

Operation of Primary Recording Gages ..........................................................................9

Allowable Error between Primary Recording Gage and Reference Gage.......9

Reading Primary Recording Gages.........................................................................9

Operation of Non-Submersible Pressure Transducers.......................................9

Operation of Radar Stage Sensors .......................................................................10

Operation of Submersible Pressure Transducers..............................................10

Verification of Peak Stage...............................................................................................10

Site Visits.......................................................................................................................................................11

Discharge Measurements.................................................................................................................11

Measurement Frequency .........................................................................................................11

General Procedures for Making Discharge Measurements..............................................11
iv

Check Measurements...............................................................................................................12

Hierarchy for Things to Change When Making a Check Measurement 

of an ADCP Measurement: ................................................................................12

Hierarchy for Making a Check Measurement of a Midsection ADV 

Measurement:......................................................................................................12

Making A Check Measurement of a Midsection Current Meter 

Measurement:......................................................................................................13

Midsection Measurements of Discharge..............................................................................13

Quality Control Tests For ADVs.......................................................................................13

Quality Control Tests for Mechanical Current Meters................................................13

General Rules for Midsection Discharge Measurements .........................................13

Duration of Velocity Measurements..............................................................................14

Minimum Depth for Midsection Discharge Measurements......................................14

Measurement Depths at a Given Vertical.....................................................................14

Rating of Midsection Discharge Measurements ........................................................14

Midsection Measurements from Ice Cover .................................................................15

Midsection Methods for Measurements under Ice Cover...............................15

Midsection Measurement Using an ADCP...................................................................15

Moving Boat Measurement Using an ADCP.........................................................................15

Instrument Testing and Quality Control.........................................................................15

Collecting Data..................................................................................................................16

Measurement Duration....................................................................................................16

Unmeasured Areas of Discharge...................................................................................16

Multiple Channel Considerations...................................................................................16

Moving Bed Tests and Corrections................................................................................16

Use of Collected Transect Data......................................................................................17

Processing ADCP Measurements ................................................................................17

Application of Extrapolation Methods...........................................................................17

Field Processing of Measurements...............................................................................17

Archival of ADCP Data.....................................................................................................18

Review of Measurements ...............................................................................................18

Measurement Using Parshall-Flume......................................................................................18

Volumetric Measurement.........................................................................................................18

Float Measurements .................................................................................................................18

Indirect Measurements of Discharge ....................................................................................18

Gage Height of Zero Flow................................................................................................19

Field Notes ...........................................................................................................................................20

Archival of Field Notes and Measurement Files ....................................................................................20

Record Working ...........................................................................................................................................20

Station Analysis...................................................................................................................................20

Equipment....................................................................................................................................20

Gage Height Record ..................................................................................................................21

Groundwater Elevation Record ...............................................................................................21

Datum and Gage Height Corrections......................................................................................21

Peak Verification........................................................................................................................21

Ratings and Shifts......................................................................................................................21
v

Hydrographic Comparison .......................................................................................................21

Special Computations of Discharge .......................................................................................21

Remarks.......................................................................................................................................22

Water Year Peak ........................................................................................................................22

Well Integrity Test......................................................................................................................22

Reservoir Contents ....................................................................................................................22

Special Computations of Elevation or Contents ...................................................................22

Data Record................................................................................................................................22

Monitoring Program ..................................................................................................................22

Precipitation Record .................................................................................................................22

Quality Assurance......................................................................................................................22

Estimation of Precipitation Events ..........................................................................................22

Record Working Duties......................................................................................................................22

Record Working Procedures ............................................................................................................23

Gage Height Record ..................................................................................................................23

Erroneous Gage Height Record......................................................................................23

Gage Height Corrections .................................................................................................23

Single-Point Gage Height Corrections ..........................................................................23

Variable Stage Gage Height Corrections......................................................................24

Estimating Gage Height Record .....................................................................................24

Peak Gage Height Record Obtained From Auxiliary Data..........................................24

Rating and Shifts........................................................................................................................25

Measurements Marked as Do Not Use ........................................................................25

Estimating Discharge for Periodic Errors ..............................................................................25

Estimating for Persistent Errors ..............................................................................................25

Estimating Discharge Because of Backwater From Ice ............................................25

Ice Damming Upstream From the Gaging Location ....................................................26

Temporary Loss of Discharge to Ice Storage...............................................................26

Estimating Discharge Because Of Variable Backwater Caused by 

Beaver Dams........................................................................................................26

Thresholds............................................................................................................................................27

Special Circumstances .....................................................................................................................27

Seiching of Lakes.......................................................................................................................27

Inland-River Storm Surge.........................................................................................................27

Error Handling and Web Display ...............................................................................................................28

Checking Hydrologic Records ...................................................................................................................28

Reviewing Hydrologic Records .................................................................................................................28

Using swreview...................................................................................................................................29

Operation of Index Velocity Stations ........................................................................................................29

Operation of Precipitation Gages..............................................................................................................30

Field Procedures for Precipitation Gage Operation......................................................................30

Working Precipitation Gage Records..............................................................................................30

Estimating Precipitation Record..............................................................................................30

Checking Precipitation Gage Records ............................................................................................30

Reviewing Precipitation Gage Records ..........................................................................................30

Storing and Archival of Hydrologic Data and Related Metadata ........................................................30
vi

Station Descriptions...........................................................................................................................31

Photographs.........................................................................................................................................31

Documents at Gages..........................................................................................................................31

Other Data............................................................................................................................................32

Safety ...........................................................................................................................................................32

Training ..........................................................................................................................................................32

Summary........................................................................................................................................................32

References Cited..........................................................................................................................................32

Memorandums Cited..........................................................................................................................33

Abbreviations and Acronyms

ADAPS U.S. Geological Survey National Water Information System Automatic Data 

Processing System

ADCP Acoustic Doppler Current Profiler

ADR Annual Data Report

ADV Acoustic Doppler Velocimeter

ADVM acoustic Doppler velocity meters

BARC Brian’s Aid for Rating Creating computer program

CAP Culvert Analysis Program computer program 

CSG Crest Stage Gage

ft3/s cubic foot per second

DBA database administrator

DCP Data Collection Platform

DECODES Device Conversion and Delivery System

EXTRAP U.S. Geological Survey extrapolation computer program

FOC Field Office Chief

g/L grams per liter

Go2 A utility to automatically determine when site visits are needed 

GPS Global Positioning System

GWSI U.S. Geological Survey Ground Water Site Inventory

GZF Gage-height of zero flow

HIF U.S. Geological Survey Hydrologic Instrumentation Facility
vii

HWM high water mark

JHA Job Hazard Analysis

KDOT Kansas Department of Transportation

KSWSC Kansas Water Science Center

KWO Kansas Water Office

LC U.S. Geological Survey Loop Correction computer program 

NAVD 88 North American Vertical Datum of 1988

NEPA National Environmental Policy Act ( 42 U.S.C. § 4321)

NGVD 29 National Geodetic Vertical Datum of 1929

NWIS U.S. Geological Survey National Water Information System

NWISweb U.S. Geological Survey National Water Information System Web site

NWS National Oceanic and Atmospheric Administration’s National Weather Service

OSW U.S. Geological Survey Office of Surface Water

PASS Platform Assignment and Scheduling System

PDF Portable Document Format

QA quality assurance

QA/QC quality assurance and quality control

QWDATA U.S. Geological Survey Water Quality System

RMS Records Management System 

RTQW real-time water quality

SATIN Satellite telemetry data Ingest

SIMS Site Information Management System 

SMBA U.S. Geological Survey Stationary Moving Bed Analysis computer program

SVMobile U.S. Geological Survey Site Visit Mobile computer program

SWUDS Site-specific Water Use Data System

USACE United States Army Corps of Engineers

USGS United States Geological Survey

WMA Water Mission Area

WRD Water Resources Division/Discipline

WSPRO A computer model for Water-Surface PROfile computations

U.S. Geological Survey Quality-Assurance Plan for 

Surface-Water Activities in Kansas, 2015

By C. Craig Painter and Brian L. Loving

Abstract

This Surface Water Quality-Assurance Plan documents 

the standards, policies, and procedures used by the Kansas 

Water Science Center (KSWSC) of the U.S. Geological Survey (USGS) for activities related to the collection, processing, 

storage, analysis, and publication of surface-water data.

Introduction

The U.S. Geological Survey was established by an 

act of Congress on March 3, 1879, to provide a permanent Federal agency to “examine the geological structure, 

mineral resources, and products of the national domain” 

(43 U.S.C. § 31). Surface-water activities of the USGS in 

Kansas are part of the Survey’s Water Mission Area’s (WMA, 

formerly Water Resources Discipline or WRD) overall mission of appraising the Nation’s water resources. Surface-water 

information, including streamflow, stream stage, and lake and 

reservoir stage and contents, are used at the Federal, State, and 

local levels for resources planning and management.

The purpose of this Surface Water Quality-Assurance 

(QA) Plan is to establish and document the responsibilities, 

standards, policies, and procedures used by the KSWSC for 

activities related to the collection, processing, storage, analysis, and publication of surface-water data.

This plan identifies responsibilities for ensuring that 

stated policies and procedures are accomplished. The plan 

also serves as a guide for all KSWSC personnel involved 

in surface-water activities, and as a resource for identifying 

memorandums, publications, and other literature that describe, 

in more detail, associated techniques and requirements.

The scope of this report includes discussions of the 

policies and procedures followed by the KSWSC for the 

collection, processing, analysis, storage, and publication 

of surface-water data. Specific types of surface-water data 

include stage, and streamflow. In addition, issues related to 

the management of the database and employee safety and 

training are presented. Although procedures and products of 

interpretive projects are subject to the criteria presented in this 

report, specific interpretive projects may require a separate 

quality-assurance plan. The guidelines and quality-assurance 

requirements for groundwater and water quality are detailed 

in quality-assurance plans for these disciplines found at http://

pubs.er.usgs.gov/publication/ofr20141060 and http://pubs.

er.usgs.gov/publication/ofr20141233 respectively.

This QA plan is reviewed and revised at least once every 

3 years to document current responsibilities, methods, and 

ongoing procedural improvements.

Responsibilities

Surface-water-data collection and quality assurance are 

a continuous and active process. Achieving and maintaining 

high-quality standards for surface-water data are accomplished 

by specific actions carried out by specific persons. Errors and 

deficiencies can result when individuals fail to carry out their 

responsibilities. Clear and specific statements of responsibilities promote an understanding of each person’s duties in the 

overall process of assuring surface-water data quality.

The following is a list of responsibilities of USGS personnel involved in the collection, processing, storage, analysis, 

and publication of surface-water data in Kansas.

Water Science Center Director

1. Managing and directing the USGS program in Kansas, 

including all surface-water activities.

2. Ensuring that surface-water activities meet the needs 

of the Federal Government, the USGS, State and local 

agencies, other cooperating agencies, and the general 

public.

3. Ensuring that all aspects of this QA plan are understood 

and followed by USGS personnel in Kansas. This is 

accomplished by the direct involvement of the Director, 

or through clearly stated delegation of this responsibility 

to other USGS personnel in the State.

4. Providing final resolution of any conflicts or disputes 

related to USGS surface-water activities in Kansas.
2 U.S. Geological Survey Quality-Assurance Plan for Surface-Water Activities in Kansas, 2015

5. Keeping subordinates briefed on procedural and technical communications from Regional Offices and Headquarters.

6. Performing quarterly project technical reviews.

7. Ensuring that all publications and other technical communications released by the KSWSC are accurate and 

are in accordance with all current USGS policies. 

Data Chief

1. The overall operation of the Hydrologic Data Management Section, certain surface-water projects and the Data 

Section field offices in Hays, Lawrence, and Wichita.

2. The day-to-day operation of the surface-water datacollection network.

3. Ensuring that all data collected and processed by the 

KSWSC Data Section follow USGS and KSWSC standards and procedures as defined by the latest edition of 

the district’s quality assurance plans.

4. Updating the Surface Water QA Plan for Kansas.

5. Ensuring that employees receive the necessary training 

for safe and proper data collection.

6. Selecting new gage sites.

7. Approving equipment prior to use in network sites.

8. Recommending need for indirect measurements.

9. Coordination during floods.

10. Representing the Data Section and surface-water issues 

and concerns on the KSWSC Senior Staff.

11. Managing the Data Section projects and budgets, including income from data-collection agreements with USGS 

and other agencies, and other sources, and expenditures 

by the section including staffing and purchases. 

12. Developing new program by finding funding for new 

gages and projects to enhance and expand the collection 

and interpretation of hydrologic data in Kansas. 

13. Overseeing personnel issues in the Data Section including hiring, term employee appointments and renewals, 

disciplinary actions, awards, promotions and overall 

staffing. 

14. Ensuring that the Data Section has enough equipment, of 

the proper type and quality, to keep the gages operating 

properly at all times, and there is enough equipment for 

the field staff to perform all needed data collection and 

maintenance under all conditions. 

15. Annually obtaining right-of-way access permits from all 

six Kansas Department of Transportation (KDOT) Districts. These permits allow USGS staff and vehicles to 

work and park in the state-owned highway right-of-ways 

across Kansas to collect data and maintain gages, as well 

as to access roads closed because of floodwaters. 

Public Affairs Coordinator

1. Maintaining media contacts during major flood, drought, 

or other hydrologic events.

Project Chiefs

1. Ensuring that surface-water data collected, computed, or 

interpreted as part of their project is done in accordance 

with all applicable QA guidelines.

Database Administrator (DBA)

1. Maintaining surface-water, water-quality, and groundwater databases.

2. Ensuring the integrity of surface-water, water-quality, 

and groundwater databases.

3. Maintaining operation of the Kansas section of the 

National Water Information System (NWIS), to include 

redirecting operations to a system backup when problems occur, making sure system is updating properly 

and displaying all stations, and adding or discontinuing 

stations as needed.

4. Maintaining SATIN and Sentry systems that process 

real-time data.

5. Maintaining NWISweb, the system that displays NWIS 

data on the Internet.

6. Maintaining the real-time water-quality (RTQW) web 

system.

7. Maintaining ADAPS, QWDATA, SWUDS, and GWSI 

computer programs and communicating problems to the 

information technology site administrator.

8. Maintaining the metadata (previously referred to as 

the Annual Data Report’s Manuscript) for display in 

NWISweb.

9. Updating and maintaining peak-flow file.

10. Handling data requests related to surface water, water 

quality and groundwater.
Responsibilities 3

Surface Water Specialist

1. Reviewing indirect discharge measurements.

2. Ensuring that the peak-flow file is updated annually, and 

reviewing the data in that file.

3. Approving design and installation of artificial controls.

4. Providing technical assistance for surface-water datacollection and computation activities.

5. Providing technical assistance for data analysis and 

interpretation of surface-water investigations.

6. Coordinating some activities including nonroutine data 

collection efforts (such as indirect measurements and 

synoptic studies), and providing special computations of 

historical data statistics (such as streamflow duration and 

recurrence intervals) upon request.

Hydroacoustic Specialist

1. Reviewing and revising KSWSC policies regarding 

hydroacoustic instruments for relevancy and compliance 

with Office of Surface Water standards.

2. Communicating new developments in hydroacoustic 

instrument use, software and firmware version updates, 

and training opportunities to users within the KSWSC.

3. Documenting the testing of all new and repaired 

hydroacoustic equipment, as well as performing instrument tests on regularly scheduled intervals. 

4. Providing technical assistance for users experiencing 

problems or persistent errors using hydroacoustic instruments.

Field Office Chiefs (FOC)

1. Assigning workloads for their staff to complete scheduled work.

2. Overseeing personnel issues for assigned staff, in coordination with the Data Chief, and WSC and Regional 

Human Resources staff. 

3. Providing appropriate staff training.

4. Collecting and completing documentation for new gage 

sites.

5. Inspecting and approving new gage site designs and 

installations.

6. Inspecting all gages in their area of responsibility, annually.

7. Ensuring that gage equipment is properly installed, serviced, and calibrated.

8. Ensuring that an adequate amount of spare equipment 

(generally 10 percent of what is installed) is always on 

hand. 

9. Ensuring that proper measuring equipment is used for 

given flow conditions, and that annual inspection of 

measuring equipment is completed.

10. Reviewing data collected during site visits, and site visit 

planning and execution for efficiency and effectiveness.

11. Ensuring that station levels are run properly and at an 

appropriate frequency.

12. Reviewing real-time data in their area of responsibility 

daily using NWISweb and the go2 computer program 

for proper operation of all streamflow-gaging stations, 

crest-stage gages, reservoir gages, groundwater-level 

gages, and water-quality monitoring stations in their area 

of responsibility.

13. Monitoring status of continuous record processing 

throughout the year, ensuring that records are approved 

in ADAPS before data are 150 days old (unless more 

time is needed to accurately compute the record of data).

14. Reviewing data and documents that are only periodically 

updated such as Station Descriptions, Job Hazard Analyses, and metadata about records and stations that used to 

be in the Annual Data Report manuscripts. 

15. Participating in review of records from their field office, 

and others, as assigned.

16. Ensuring that all data collected and processed by their 

field office are done according to USGS and KSWSC 

standards and procedures outlined in the current quality 

assurance plans.

17. Communicating with staff and the Flood Coordinator 

during floods.

18. Coordinating with the Data Chief and Project Chiefs 

to ensure that personnel are available for project datacollection activities when needed.

19. Ensuring that the staff in their office has the necessary 

safety training and equipment, and follow safety policies 

at all times. 
4 U.S. Geological Survey Quality-Assurance Plan for Surface-Water Activities in Kansas, 2015

Hydrographers

1. Collecting and processing field data.

2. Daily review of real-time data for assigned sites, and 

when they are in the office, rectifying errors by editing, 

estimating and qualifying/masking data as necessary.

3. Recognizing when scheduled and unscheduled field 

work is necessary and performing work in a safe, effective, and efficient manner. 

4. Compiling, computing, and quality assuring assigned 

records.

5. Checking and reviewing assigned records for accuracy.

6. Updating site specific safety plans for assigned sites (for 

example, Job Hazard Analysis and Traffic Control Plan) 

based on guidance from the district Safety Coordinator.

7. Maintaining all field equipment, including vehicles and 

tools, assigned to or used by them.

8. Keeping station levels current at gages assigned to them. 

9. Installing and maintaining gage equipment.

10. Following USGS and WSC safety policies and traffic 

control plans.

11. Coordinating field work with their Field Office Chief, 

Data Chief, Flood Coordinator, and any Project Chiefs 

they are assigned to perform work for. 

Collection of Stage and Streamflow 

Data

Many of society’s daily activities, including industry, 

agriculture, energy production, waste disposal, and recreation 

are closely linked to streamflow and water availability; therefore, reliable surface-water data are necessary for planning and 

resource management. The collection of stage and streamflow 

data at hydrologic gaging stations (referred to in the remainder 

of this document as gaging stations) is a primary component 

of the USGS long-term continuous data collection operation in 

Kansas.

The primary objective of operating a gaging station is 

generally to obtain a continuous record of stage and discharge 

at the site (Carter and Davidian, 1968, p. 1). A continuous 

record of stage is obtained by installing instruments that 

measure and record water-surface elevation in the stream or 

reservoir. Discharge measurements are made at periodic intervals in streams to define or verify the stage-discharge relation, 

and to define the timing and magnitude of variations in that 

relation. Detailed information on procedures and requirements 

described in this quality assurance plan are found in the references cited in this report. 

It is the policy of the KSWSC that all personnel involved 

in the collection of stage and discharge data are informed 

of and follow the surface-water data-collection policies and 

procedures established by the KSWSC and USGS headquarters offices such as the Office of Surface Water and the Water 

Mission Area (formerly Water Resources Division).

Installation Processes

Proper installation and maintenance of gaging stations 

is critical for ensuring quality in streamflow-data collection and analysis. Effective site selection, correct design and 

construction, and regular maintenance of a gage can make the 

difference between efficient and accurate determination of 

discharge, and time-consuming, poor estimations of discharge. 

The person responsible for overseeing the details of the installation process is the Field Office Chief whose area the gage is 

located in. Field Office Chiefs may delegate any tasks, so long 

as they ensure the adequate completion of those tasks. 

Gaging Station Site Selection

Sites for installation of gaging stations are selected with 

the intent to meet the purpose of each specific gage. Additionally, sites are selected with the intent of achieving, to the 

greatest extent possible, ideal hydraulic conditions. Criteria 

that describe the ideal gaging station site are listed in Sauer 

and Turnipseed (2010, p. 41). These criteria include unchanging natural controls that promote a stable stage-discharge relation, a satisfactory reach for measuring discharge throughout 

the range of stage, and the means for safe and efficient access 

to the gage and measuring location.

The individual responsible for selecting sites for new 

gaging stations is the Data Chief. The process of site selection 

includes discussion with cooperators and project chiefs on the 

purpose of the gage, analysis of the vicinity with the use of 

maps and aerial photography, available information on historic 

peaks from the National Weather Service or other sources, 

onsite reconnaissance, and a database search to determine 

if discontinued stations existed in the area. Onsite examination should determine the location of controls, hydraulic and 

hydrologic impacts associated with tributaries and diversions, 

access issues, factors affecting installation such as bridge rail 

design and suitability of the various stage sensors available, 

safety concerns such as shoulder width and traffic conditions, 

and where to locate the gage (including height) to avoid damage to the gage and other on-site equipment from floods. The 

traffic control plan (Marintzer and Foster, 2014) should be 

referenced to ensure that high-flow measurements can safely 

be made. Planning for extreme high-water measurements 

includes locating an auxiliary site suitable for measurements 

and locating possible locations for launching a boat if access 

roads or the bridge could be submerged. Factors to plan for at 
Collection of Stage and Streamflow Data 5

the gaging site include consideration of the optimum instrument for measurement of stage, direction of path for clear 

satellite transmissions that could affect satellite assignment, 

and clear path of sunlight for the solar panel. Latitude and 

longitude should be determined at the location using Global 

Positioning System (GPS) or digital maps. If a site is intended 

to be a discharge site, a temporary measuring point could be 

established and discharge measurements can be collected as 

needed to begin development of the stage-discharge rating 

before the gage is installed.

Permitting and Permissions

As soon as a location has been determined to be a suitable gaging site, the permitting process should begin. Permits 

required to install a gage can include KDOT Right of Way 

permit for locating the gage house near the roadway, KDOT 

Attachment to Bridge permit for installation of wire weight 

and radar gages, or similar written permissions from the 

county engineer or private landowner. At a minimum, permission must be in the form of an email from an appropriate 

representative of the property owner, stating that the USGS 

has permission to install, maintain, and access a gage at the 

location. The USGS requires that all new gage installations 

receive a National Environmental Policy Act permit issued 

by the bureau Environmental Manager and approved by the 

Center Director. The responsibility for ensuring proper documentation of agreements with property owners (both private 

and government) is held by the Field Office Chief. All written 

permissions are then given to and stored by the Data Chief.

Pre-Installation Office Tasks

1. Determine legal description, county hydrologic unit, 

stream mile (if available) [DBA].

2. Determine drainage area and contributing drainage area 

[GIS Specialist or FOC].

3. Station is entered into the NWIS site file [DBA].

4. PASS assignment is requested for sites using satellite 

transmitted data [DECODES Specialist].

5. Site is set up in NWIS, SIMS, RMS and NWISweb, 

and a directory is created in the electronic data archive 

[DBA].

6. Job Hazard Analysis (JHA) is drafted using notes and 

photos from field reconnaissance combined with maps 

and aerial photos [Hydrographer assigned to operate 

station].

7. A preliminary Station Description is drafted with the 

data available describing the anticipated installation 

[Hydrographer assigned to operate station].

8. WSC and assigned field office SV Mobile files and GPS 

navigation files are to be updated [FOC].

9. Notify other agencies that may have an interest in using 

the data from the new gage (for example, U.S. Army 

Corps of Engineers, National Weather Service, Kansas 

Water Office, other state and local government agencies) 

[FOC].

10. Send the preliminary Station Description to the Service 

Hydrologist at the National Weather Service Forecast 

Office responsible for the area of the gaging station 

[FOC].

11. Procure equipment for installation if necessary [FOC or 

designee].

12. Notify Kansas One-Call to mark underground utilities 

at least two full working days (but no more than two 

weeks) prior to installation. Calls to Kansas One-Call are 

made by dialing 811 [FOC or designee].

13. Responsibility lies on the FOC to make a final approval 

of the site design for the new installation and schedule 

staff to perform the installation.

Field Install Processes

1. Three reference marks are to be found or established, at 

least two of which must not be located on a bridge structure, and one reference mark should be located away 

from the flood zone whenever possible, while remaining 

within 1,000 ft of the nearest reference mark.

2. Reference gage is installed.

3. Primary recording gage is installed, including the shelter, 

Data Collection Platform (DCP), power system, and 

everything else associated with the gage house.

4. Elevations for all reference marks and reference gages 

are determined by running station levels.

5. Datum of the gage relative to North American Vertical 

Datum of 1988 (NAVD 88) must be determined within 

3 months of installing the gage by surveying from the 

nearest first order vertical control benchmark.

6. Channel cross section and bridge geometry should be 

determined, with elevations including flow over the road 

and flow into any overflow channels. This information is 

to be documented in the Station Description.

7. Bridge measuring section and wading measuring section 

should be cleared of vegetation and other debris that 

could affect measurements.

8. A discharge measurement should be made (for sites 

intended to have a discharge rating).
6 U.S. Geological Survey Quality-Assurance Plan for Surface-Water Activities in Kansas, 2015

9. Photos should be taken as described in the section of this 

document titled Photographs.

10. Begin transmitting data from the new site.

11. If the gage is part of a “gage move,” the old gage must 

be removed, with close-out levels run.

12. Final inspection and approval of the completed installation is the responsibility of the Field Office Chief.

Completing New Gage Installation

Once a new gage has been installed and is transmitting, 

interested agencies must be informed and should be supplied 

with a station description and photographs of the gage site as 

necessary. Labeled photographs of the gage should be added 

to the site’s NWISweb pages by the DBA. A site is considered to officially start on the day that collection of continuous 

stage data has begun. Stage data should be displayed to the 

public at this time in NWISweb, with discharge data displayed 

as soon as a working rating is developed. A preliminary 

stage-discharge rating is to be developed once at least three 

discharge measurements, one of which can be a gage height 

of zero flow (GZF), have been collected with a difference 

in stage between all of them of at least 0.5 ft. The rating is 

developed throughout the range in stage measured by the gage 

up to that point in time, with upper-end extension of no more 

than 2.5 times the highest directly measured discharge assuming that extension of the rating makes hydrologic sense based 

on observations of the controlling features of the stream, and 

extension on the lower end to one-fourth of the lowest directly 

measured discharge or to zero flow if the lowest measured 

discharge is 1 cubic foot per second (ft3/s) or lower or if a gage 

height of zero flow has been obtained with an accuracy of at 

least plus or minus 0.03 ft. Record work for the site begins 

once enough data is collected that can be considered of good 

quality yielding an accurate discharge rating throughout the 

range of stage recorded from the start of data collection.

Measurement of Stage

Many types of instruments are available for measuring 

the water level, or stage, at gaging stations. There are nonrecording gages (Sauer and Turnipseed, 2010, p. 13) and recording gages (Sauer and Turnipseed, 2010, p. 19). Because the 

various ways stage data may end up being used cannot be predicted, it is USGS Office of Surface Water (OSW) policy that 

surface-water stage records at stream sites be collected with 

instruments and procedures that provide sufficient accuracy 

to support computation of discharge from a stage-discharge 

relation, unless greater accuracy is required (Office of Surface 

Water memorandum 93.07).

In general, operation of gaging stations for the purpose 

of determining discharge includes the goal of collecting stage 

data at the accuracy of plus or minus 0.01 foot (Office of 

Surface Water memorandum 89.08). An explanation of USGS 

policy on stage-measurement accuracy as it relates to instrumentation is provided in Office of Surface Water memorandum 93.07, which states that instruments used to measure 

stage must be capable of sensing and recording stage with an 

accuracy of either 0.01 ft. or 0.2 percent of the effective stage 

being measured, whichever is less restrictive.

Levels at Gaging Stations

The various gages at a gaging station are set to register 

the elevation of a water surface above a selected level-reference surface called the gage datum. The gage’s supporting 

structures—stilling wells, backings, shelters, bridges, orifice 

systems, and other structures—tend to settle or rise as a result 

of earth movement, static or dynamic loads, vibration, or battering by floodwaters and flood-borne ice or debris. Vertical 

movement of a structure makes the attached gages read too 

high or too low, and if the errors go undetected, it may lead to 

increased uncertainties or even errors in streamflow records. 

Leveling, a procedure by which surveying instruments are 

used to determine the differences in elevations between known 

reference marks, is used to set the gages and to check them 

periodically for vertical movement (Kenney, 2010, p. 1). 

Levels Frequency

Levels are run at the frequency prescribed in Kenney 

(2010, p. 17). Specifically, new gaging stations are required 

to have levels run to determine stability in the established 

reference marks once every year for the first 3 years. After the 

stability of the reference marks has been established, levels 

should be run once every 3 years, unless the reference gage is 

located in the stream channel (such as a series of staff gages 

or reference points) in which case annual levels are required. 

Additionally the frequency may be extended to once every 

5 years if the gaging station meets the criteria described in 

Kenney (2010, p. 18, table 5). If the levels frequency for a 

gaging station has been extended to once every 5 years, then 

documentation of that station’s stability must be saved in a 

text file stored in that station’s levels folder. If during any 

level run, regardless of the determined frequency of levels, 

the elevation of the primary reference gage differs from the 

gage datum by 0.015 ft. or more then levels must be run 

again the following year (Kenney 2010, p. 18). Gage datum 

zero should be tied to the North American Vertical Datum 

of 1988 (NAVD 88) by surveying from a first order control 

point to a stable benchmark at the gaging station. Leveling to 

a first order control point should be performed within the first 

3 months of a newly established gaging station. Levels can 

be run as often as necessary if large or frequent corrections to 

the gages at a site cause suspicion in the performance of the 

reference gage. 
Collection of Stage and Streamflow Data 7

Peg Tests of Leveling Instruments

Kenney (2010, p. 6) requires that level instruments are 

kept in proper adjustment by performing a peg test within 

7 days of a set of levels. The KSWSC has a more frequent 

requirement of a peg test before each levels run and a close 

out peg test following completion of the final levels run that 

week therefore ensuring that any levels run with an erroneous or questionable instrument are immediately recognized. 

Levels that have been run immediately prior to the failure of 

a peg test must be rerun with an instrument that is in proper 

calibration such that it successfully passes a peg test. An electronic directory showing the results of the peg tests is located 

at \\igskqdcwgs002\KS_Data_Dir\KSWSC_general\Instrument_checks; available on request. The levels instruments are 

sent to the manufacturer or an authorized dealer for calibration and cleaning when it is apparent from peg tests that they 

are not working properly. Survey rod length between sections 

must be checked at the time of the peg tests with the results of 

the rod calibration check and rod serial numbers recorded in 

the notes field associated with the Instrument Information tab 

of the peg test routine using SVMobile. If a rod scale is determined to be outside of a tolerance of plus or minus 0.002 ft the 

rod should be removed from service (Kenney, p. 10). Global 

Position System surveying instruments are calibrated as recommended by the manufacturer in the instrument manual.

Levels Procedure

Level procedures followed by USGS personnel pertaining to circuit closure, instrument reset, and repeated use of 

turning points are described in Kenney (2010) and in Office of 

Surface Water memorandum 11.05. As the results of running 

levels can have a significant impact on the established datum 

and perceived stability of benchmarks, levels should only be 

run in optimum weather conditions, when winds are light and 

the temperature is moderate, to prevent avoidable errors. To 

properly account for thermal expansion of the levelling rod, 

an infrared thermistor should be used to read the rod temperature prior to the first shot, and at any time when the rod 

temperature is suspected to be subject to change (for example, 

when moving from a shaded area to full sun on the rod, or 

if the air temperature is changing throughout the levels run) 

(Kenney, 2010, p. 12). When running levels for any reason, 

all benchmarks, reference marks, and gages must be included 

in the levels run, as well as a shot to the water surface and 

(whenever possible) bottom of wire weight when suspended 

near the water surface. Included in the field level form should 

be weather conditions, traffic conditions, instrument number, 

and the results of the post-run peg test. Self-leveling levels 

are used by the KSWSC. GPS surveying equipment are also 

sometimes used to survey from the gage reference marks to 

established first order vertical control benchmarks for the purpose of relating gage datum to the NAVD 88. If a first order 

vertical control point is available within a quarter mile of, and 

requires less than 10 turning points (in one direction) from, a 

reference mark at the gage site, then a transit level should be 

used. 

Resetting Gages When Running Levels

 The primary recording gage should always be set to the 

water-surface elevation from levels when the levels indicate 

a difference between these two readings greater than 0.015 ft. 

Reference gages should be reset to the elevation determined 

by levels if they are in error by 0.015 ft or more. Level notes 

must be completed using the current and approved levels computing software (“SV Mobile” for Windows as of May 2014). 

When gages are reset, field personnel document the reset by 

recording the changes on the field levels form. Any and all 

resets as a result of levels should be made on the day levels are 

run. If weather prevents an accurate reset to the gages, then the 

conditions are too poor to collect an accurate set of levels in 

the first place.

Definition of Levels Responsibilities

The level party chief is responsible for informing the 

assigned record worker that a levels run for the site has been 

completed. It is then assumed that responsibility for the levels 

data has been transferred to the record worker for the site, who 

is responsible for updating the Date of Last Levels and Reference Marks sections of SIMS, including addition, deletion, or 

movement of any surveyed points, prior to working the next 

record period, filling out the spreadsheet level-summary form, 

and archiving the electronic levels notes. These spreadsheets 

and notes are stored within a directory called “levels,” which 

is contained in a subdirectory for each station, that subdirectory being located in the directory that is arranged by station 

in directory \\igskqdcwgs002\KS_Data_Dir\Station_Specific; 

available on request. Ensuring that levels are run correctly and 

that all level notes are completed correctly is the responsibility 

of the record reviewer for the site in question. All levels notes 

should be reviewed for accuracy, completion, and adherence 

to USGS and KSWSC policy during the review process for 

periods in which levels were run. Ensuring that levels are run 

at the appropriate frequency is the responsibility of the Field 

Office Chief.

Instrumentation for Collection of Stage Data

The type of instrumentation installed at any specific gage 

operated by the KSWSC is dependent on the types of data to 

be collected and the purpose of the gage. Types of primary 

recording gages operated by the KSWSC include float-type 

recorders, submersible pressure transducers (in stilling wells at 

lakes), nonsubmersible pressure transducers, noncontact radar 

stage sensors, submersible acoustic stage sensors, and creststage gages.

The responsibility for determining what type of waterlevel sensor is operated at each gaging station is held by the 

Data Chief in consultation with the Field Office Chief. Ensuring that equipment has been installed correctly is the responsibility of the Field Office Chief. Proper maintenance of gage 

instrumentation, or replacement if appropriate, is the responsibility of the personnel who service the gage.
8 U.S. Geological Survey Quality-Assurance Plan for Surface-Water Activities in Kansas, 2015

Accurate stage measurement requires not only accurate 

instrumentation, but also proper installation and continual 

monitoring of all system components to ensure the accuracy 

does not deteriorate with time (Office of Surface Water memorandum 93.07). To ensure that instruments record water levels 

that accurately represent the water levels of the body of water 

being investigated, primary recording and reference waterlevel readings are collected by independent means. Reference 

gages are nonrecording devices or reference points that can be 

used to manually obtain a measurement of the water surface 

elevation. Examples of these include wire weight gages, staff 

gages or reference points that the water surface elevation can 

be measured from. Primary recording gages are sensors that 

are interfaced with a data recorder and automatically provide a 

continuous record of stage. Examples of these include pressure 

transducers, radar or acoustic sensors, and float-pulley-encoder 

systems. Sometimes the primary recording and reference 

gages will each read accurate water surface elevations, but will 

not match each other because they are in different locations 

in the stream or lake. It is the responsibility of the personnel 

servicing the gage to note this condition and make modifications to the installation when appropriate.

Personnel servicing the gage are responsible for comparing primary recording and reference readings during each site 

visit to determine if the referenced water level is being represented correctly by all gages. Examples where this does not 

happen include when the reference gage is reading to a pool in 

a stream that has been cut off from the channel where the primary recording sensor is located, or if a stilling well has a well 

elevation that does not agree with a reference elevation outside 

of the well due to plugging or closure of the intake pipes. If a 

deficiency is identified, the personnel servicing the gage are 

responsible for thoroughly documenting the problem in the 

field notes, and either correcting the problem immediately or 

contacting the Field Office Chief so that corrective actions can 

be taken at the earliest opportunity.

Operation of Reference Gages

The most common reference gage used within the 

KSWSC is the type-A wire weight gage. This gage is set at 

the time that levels are run such that the reading from the wire 

weight gage agrees with the water surface elevation by levels. 

As a result, the wire weight gage reading at the checkbar can 

be compared directly to the checkbar elevation from levels. If 

there is a difference between the elevation of the checkbar and 

the wire weight reading at the checkbar of 0.020 ft or greater 

then a linear correction equation must be developed with a 

magnitude of the difference between elevation of the checkbar 

and reading at the checkbar, and a magnitude of zero at the 

elevation of the water surface at which the wire weight gage 

was set.

 The reading to which the checkbar is set should be 

written inside the wire weight box with a permanent marker 

(including the date it was last verified) so that each time the 

checkbar elevation is read with the wire weight, its accuracy 

can be verified. In the rare event that the checkbar elevation 

changes, as indicated by levels, the previous elevation should 

be crossed out and the new elevation and date written in the 

wire weight box. Any time that the gage is determined to read 

off at the checkbar by greater than plus or minus 0.015 ft, the 

gage must be reset to the last checkbar elevation as determined 

by levels with the previous reading and final reading recorded 

in the field notes. The checkbar elevation should be read with 

the wire weight and checked against the elevation determined 

during the last set of levels as part of every site visit.

If the stream is dry at the time of the levels run, or if it 

is difficult to obtain an accurate water-surface elevation with 

either the wire weight gage or the surveying equipment at the 

time, then the bottom of the brass weight of the wire weight 

gage can be shot directly by the level when the weight is 

lowered near the water surface. Wire weight gages approved 

for use in the KSWSC must be purchased from the USGS 

Hydrologic Instrumentation Facility (HIF).

Staff Gages and Reference Points

Staff gages and reference points are used in locations 

where the use of a wire weight gage is not possible because 

there is no bridge at the site, or where the wire weight gage is 

subject to frequent vandalism, or for concerns of safety. Staff 

gages are preferred over reference points as they provide a 

direct reading and are generally more stable. However, due 

to the higher costs associated with purchasing and installing 

staff gages, their use is restricted to sites where large debris is 

less likely to occur, which frequently destroys staff gages and 

reference points. Individual staff backing boards (with one or 

multiple sections of staff plates) must each have a reference 

point on them, which is used when running levels. This reference point is used to determine the elevation of the staff plates 

during a levels run. Additionally, a carpenter’s level should 

be used to verify that plates are vertical when levels are run 

(Kenney, 2010, p. 27). If the gage is found to be out of vertical 

alignment, attempts should be made to reestablish vertical 

alignment, if vertical alignment cannot be reestablished the 

entire section of staff with the mount should be replaced. Reference point elevations determined during levels runs are used 

directly to measure elevation of the water surface.

Applying Corrections to Reference Gages

It is preferable to directly compare the actual elevation 

of the water surface with that read by the primary recording 

gage. The actual elevation of the water surface is considered to 

be the elevation determined by a corrected reference gage, as 

these instruments are generally more stable than the primary 

recording gage; therefore, in the field notes, the raw readings 

from reference gages should be recorded in the comment section for the gage in question with the correction that is applied. 

In the KSWSC, the only reference gages allowed to have 

corrections are wire weight gages. If staff gages are found to 

be reading off by more than 0.010 ft or more, they must be 

moved into adjustment, or completely rebuilt if needed. If 
Collection of Stage and Streamflow Data 9

reference points are found to be off by 0.010 ft or more, they 

must be assigned new elevations for use in gage readings. The 

correction for a wire weight gage should be noted as the linear 

equation applied to the gage. All corrected values should be 

recorded in the sensor readings field for the gage in question.

Below is an example of how wire weight gage corrections are noted in the electronic field notes:

@ 11:56 read 4.53 Corrected reading = 

1.0023*(wwtRead)-0.0748 corrected value is 4.46

Operation of Crest Stage Gages

Crest stage gages (CSGs) are installed at most continuous-record streamflow sites within the KSWSC coverage, as 

well as deployed at a small number of sites where peak stage 

is the primary data collected. The two types of CSGs used 

within the KSWSC are the traditional cork and stick CSG and 

the chalk CSG. These peak stage sensors should be checked 

on every visit for any peaks recorded and proper operation, 

and then re-corked or re-chalked as necessary with notes taken 

regarding the operating conditions of the gage. Intake holes 

should be checked for proper orientation to the flow, intake 

and vent holes should be inspected to ensure that they are not 

plugged.

Operation of Primary Recording Gages

Proper operation and maintenance of the primary recording gage is critical, as the gage height record provided by this 

instrument is the primary source for calculation of discharge 

using a stage-discharge rating. Readings from these instruments are automatically taken at standard intervals (generally 

15 minutes, however some sites record in 5 minute, 30 minute 

or 60 minute intervals), and manually by hydrographers during 

site visits. The purpose of taking manual readings while on 

site is to compare the primary recording gages to the reference 

gage. By doing so, it can be determined if additional maintenance is needed on the primary recording gage, such as purging, cleaning, or uncovering an orifice end. Also it allows for 

determination of the need for any gage height corrections that 

adjust the primary recording gage to read within the allowable 

error of the reference gage reading.

Allowable Error between Primary Recording Gage and 

Reference Gage

The allowable error between the primary recording gage 

and reference gage is 0.015 ft. If the gages do not match 

within this allowable error, then the primary recording gage 

should be reset to the reference gage and a gage height correction be applied as necessary.

Exceptions to when the primary recording gage should be 

reset follow:

• If the reference gage is known to be reading in error, 

due to ice, damage to the instrument, or other issues

• If conditions do not permit a reading of the reference 

gage to within plus or minus 0.03 ft

• If the primary recording gage is subject to a variable 

stage gage height correction at the stage in question, 

and this correction brings the primary recording gage 

reading to within error

• If the stage is rapidly changing at a rate that does not 

allow accurate comparable readings of the primary 

recording gage and the reference gage before the stage 

has changed

• If the primary recording gage is a radar sensor that is 

subject to “radar dips” (fluctuations in measured stage 

below the true elevation due to waves on the water 

surface) at the time of the reading. Radar gages should 

only be reset at optimum conditions when no radar 

dips are present. This can be determined by observing 

the recent trend in recorded stages. 

Reading Primary Recording Gages

The primary recording gages should be read to the hundredth of a foot. Some instruments provide readings beyond 

the hundredth of a foot, however these excessive place values 

are truncated by the data collection platform (not rounded), 

and are beyond the level of accuracy of any instruments used 

within the KSWSC. Therefore any digits provided to accuracy 

beyond the hundredth of a foot should be disregarded when 

making readings in the field.

Raw readings taken from the primary recording gage are 

entered into the sensor reading of SV Mobile for the relevant sensor. It is preferable to compare directly the readings 

obtained from the primary recording gage with the corrected 

values taken from the reference gage to verify and validate 

gage height corrections applied to the primary recording gage. 

Any gage height corrections applied to the primary recording gage should be mentioned in the comment field for that 

primary recording gage. The comment describing gage height 

corrections should state the magnitude of correction, and, if 

necessary, the equation from which the correction was derived.

Operation of Non-Submersible Pressure Transducers

Non-submersible pressure transducers are the most common type of instrument used as primary recording gages in 

the KSWSC. These instruments typically show the last gage 

height reading obtained on their routine measurement schedule 

when the display is first turned on. It is necessary to force the 

instrument to take a new reading when inspecting the gage. 

Non-submersible pressure transducer requires an orifice 

to be submerged in the stream. Proper operation of the instrument can be interrupted by conditions that the orifice is subject 

to in the stream. Things affecting the orifice that can prevent 

a non-submersible transducer from accurately measuring the 

correct stage include:
10 U.S. Geological Survey Quality-Assurance Plan for Surface-Water Activities in Kansas, 2015

• Movement of the orifice by debris or ice in the stream

• Partial clogging of the orifice end by algal growth, 

calcification, or debris

• Draw down of the orifice because of the Venturi effect

• Draw down of orifices installed on the downstream 

side of bridge piers or other objects

• Covering of the orifice by sediment or other material

• Freezing of the orifice end or freezing resulting in 

constriction of the gas line between the orifice and the 

pressure transducer

• Ice cover in the stream increasing the water pressure 

under the ice

• High suspended-sediment concentrations increasing the 

density of the water, which, in turn, increases the head 

pressure at the orifice (about 0.1 percent increase for 

every 1.0 gram of sediment per liter of water) 

Before resetting the primary recording gage, it is necessary to try to determine the cause of the difference between 

it and the reference gage to know if a correction should be 

applied, and if so, how to properly account for timing and 

potential vertical variability of the correction. If the orifice is 

reachable, then the hydrographer should inspect the orifice 

and pipe leading to the orifice ensuring that it is securely 

mounted with no movement, that the orifice end is not covered 

with sediment or other material, and that the orifice end is not 

subject to partial clogging. The gas line should be purged prior 

to resetting the gage to force any moisture or debris from the 

gas line.

Drawdown situations should be avoided to the greatest 

extent possible. For sites where high water velocity is possible 

in the vicinity of the orifice end, a static tube orifice should 

be used to prevent draw down due to the Venturi effect. Sites 

that are subject to the draw down use variable stage gage 

height corrections to account for this problem. The methods 

described to develop variable stage gage height corrections are 

in the Variable Stage Gage Height Corrections section. Nonsubmersible pressure transducers should not be reset to the 

reference gage when it is suspected that the non-submersible 

pressure transducer is affected by draw down, or increased 

pressure due to ice cover or high suspended-sediment 

concentrations.

Non-submersible pressure transducers have a “bubble 

rate” (air-flow rate) at which the air in the orifice line is supposed to produce bubbles at the orifice end in the water. This 

bubble rate is generally programmable within the pressure 

transducer system; however bubble rates in the stream almost 

never match exactly with that set in the system. The rate at 

which bubbles appear in the stream can indicate improper 

function of the system (there generally should be at least 

one bubble every 4 seconds or so). Therefore, the bubble 

rate should be checked in the stream periodically, and at any 

time that the gage requires reset. Bubble rates in the non-submersible pressure transducer system should be set to at least 

60 bubbles per minute. At stations that have more than 200 ft 

of gas line between the orifice end and the pressure transducer, 

the bubble rate should be set to the highest rate possible. 

Operation of Radar Stage Sensors

Radar stage sensors are less expensive and are easier to 

install and maintain than the other types of primary recording 

gage sensors, but they also have limitations that can reduce 

their accuracy or even render them inoperable in certain conditions. These instruments must be above the water surface to 

operate, so if they become submerged (for example when the 

bridge they are mounted to is inundated), they will cease to 

operate; so care must be taken to only install them at locations 

where they will never become inundated. They are calibrated 

to measure a water surface and will give erroneous readings 

when the surface below them is ice, snow, the streambed, or 

any surface other than water. This makes them unsuitable for 

sites where the stream can become very narrow, or where ice 

can form below the bridge while the control remains ice free. 

Wind-driven waves on the surface of the water occasionally 

cause these instruments to sense readings that are biased low, 

called “radar dips.” These low-biased values must be edited as 

described in the Gage Height Record section of this document. 

Because these instruments generally take a long time to make 

manually-forced readings on site, and because these readings 

are occasionally affected by radar dips requiring editing to 

correct for low bias, it is acceptable to use radar stage sensors 

readings from the continuous record in NWIS for comparison 

with the reference gage at all times except when the radar sensor gage requires a stage value reset.

Operation of Submersible Pressure Transducers

Submersible pressure transducers are less expensive and 

easier to maintain that non-submersible transducers, but can be 

damaged if frozen, so in Kansas they are generally used only 

at lakes in stilling wells. All submersible pressure transducers used within the KSWSC coverage area must be vented to 

the atmosphere. Non-vented submersible pressure transducers 

require compensation for changes in atmospheric pressure, and 

therefore are not to be used for data collection activities. These 

pressure transducers report gage height based on the hydrostatic pressure exerted on the submerged transducer, therefore 

it is critical that they be mounted in such a manner that the 

transducer is immobile to provide accurate and consistent 

readings.

Verification of Peak Stage

Between site visits, when direct comparison between the 

reference and primary recording gages cannot be made, CSGs 

and high water marks (HWMs) serve as a surrogate reference 

gage for which peak data can be used for comparison with the 

primary recording gage. Peaks recorded by CSGs and HWMs 
Site Visits 11

can record a peak in between the sampling interval of the primary recording gage and indicate if a primary recording gage 

was not working properly during the peak (such as a pressure 

transducer being subject to drawdown during high flow or 

determining if an orifice was moved prior to or following the 

peak), as well as allow for better estimation of missing data 

when the primary recording gage fails during a hydrologic 

event. All independent peaks determined at a site are recorded 

in the field forms in the High Water Mark Measurement section with an explanation of how the mark was obtained, and 

an estimated plus or minus accuracy in feet. A section of the 

station analysis is reserved for comparison of the recorded 

peak stage and the independent measurement’s peak stage. In 

accordance with Office of Surface Water Technical Memorandum 2014.06, the annual peak stage should be described in the 

station analysis, which ends the respective water year in which 

the peak occurred. This description of the annual peak stage 

must include the method by which the peak stage of the year 

was verified to be true and accurate. If the independent peak 

stage value does not verify the recorded peak stage within 

0.05 ft. (with consideration for the determined accuracy of the 

independent peak), then the independent peak stage should be 

input into the data-corrected-gage height record by the methods described in the memorandum. 

Site Visits

Periodic visits to gaging sites are necessary to perform 

routine inspections and maintenance of the gaging equipment as well as to inspect the conditions of the stream and 

make direct measurements of discharge. It is KSWSC policy 

that gages with continuous records of discharge be visited 

and measured at least once every 56 days (8 weeks), or more 

frequently as necessary based on hydrologic and other conditions. All other gages are to be inspected at least once every 

90 days. 

There are several procedures that must occur during 

every site visit. These procedures are to ensure the safety of 

the field person, as well as the integrity of the data collected. 

First of all, strict adherence must be made to the site-specific 

traffic control plan for each site, as outlined in the KSWSC 

Traffic Control Plan (Marintzer and Foster, 2014) and the Job 

Hazard Analysis for site in question. During every site visit, 

the reference gage and primary stage sensor should be read. At 

all sites at which a discharge is computed, the control condition should be noted with a picture taken of the control, unless 

the control is hard to reach and no shift is indicated by the 

measurement or suspected based on comparison of discharge 

to index sites, in which case inspection of the control can 

be foregone entirely. If a site has equipment to sense water 

temperature (including in situ hydroacoustic instruments) or 

air temperature, then an independent comparison temperature 

should be acquired at each visit.

Discharge Measurements

Numerous methods and procedures are used to measure 

stream discharge by the KSWSC. It is the responsibility of the 

hydrographer in the field to recognize and use the method that 

will result in the highest quality and most efficient measurement, given the conditions at the time of the measurement. 

In the KSWSC, most low flow measurements are made by a 

hydrographer wading in the stream using an acoustic Doppler velocimeter (ADV), and most high-flow measurements 

are made by deploying an acoustic Doppler current profiler 

(ADCP) from a manned boat or tethered from a bridge or 

cableway. For cases of extreme low flow, when use of an 

ADV is determined to be impractical or inaccurate, measurements are made using a Parshal Flume or volumetric methods. 

Mechanical current meters are generally only used at times 

when an acoustic instrument is unavailable or fails to work 

due to conditions in the stream such as very high suspendedsediment concentrations. 

Measurement Frequency

Direct measurements of discharge are necessary to 

maintain an accurate and current stage-discharge rating for the 

gaging site. It is KSWSC policy that gages with continuous 

records of discharge be measured at least once every 56 days 

(8 weeks), or more frequently as necessary based on hydrologic and other conditions. Discharge measurements must be 

made at varying stages and on a routine basis to establish a 

stage-discharge rating and define the timing and magnitude of 

variations to that rating. The hydrographer responsible for the 

site must decide when unscheduled measurements are needed 

by using the go2 program, knowledge about the site and 

these uses of its data, and input from the Field Office Chief. 

Attempts are made to measure at or near the peak maximum 

and minimum flows of the year when possible. 

The presence of ice in the stream often results in unstable 

control conditions, even with otherwise steady flow. As a 

result of the unstable control conditions, the interval between 

measurements for a site known to be affected by ice is 

decreased to no more than 21 days. Ice forming on the control 

results in a variable and usually uncertain stage-discharge 

relation, requiring the discharge to be estimated. This more 

frequent measuring schedule allows for increased accuracy in 

estimations for sites that have ice on the control. 

General Procedures for Making Discharge 

Measurements

For all measurements of discharge, readings of the 

primary and reference gages are required both before and 

after the measurement. These readings should be taken as 

close to the start and end times of the measurement as possible to achieve the most accurate representation of stage for 

the measurement. The stage associated with a measurement 
12 U.S. Geological Survey Quality-Assurance Plan for Surface-Water Activities in Kansas, 2015

should be based on the reference gage. If at the time of the 

discharge measurement it is determined that the reference gage 

is not working or is otherwise unavailable, an attempt should 

be made to establish a temporary reference point from which 

the elevation can be reconciled by levels as soon as possible. 

Exceptions to this rule only exist when the reference gage does 

not accurately represent the stage for that site, for example if 

the reference gage is reading to ice or to a water surface not 

representative of the gaged water surface. If the reference 

gage is reading to a water surface not representative of the 

gaged water surface, then a temporary reference point should 

be established in the gaging pool with a permanent reference 

established and levels run to all reference points as soon as 

possible.

A weighted mean gage height must be used to determine 

the stage associated with a discharge measurement if, during 

the time of the measurement, the elevation of the stream is 

subject to a net change greater than 0.10 ft (Turnipseed and 

Sauer, 2010, p. 39). Calculations should be performed using 

the spreadsheet available in the BARC computer program with 

results saved for archival with the discharge measurement.

An independent water temperature measurement must be 

made and documented prior to every measurement made with 

hydroacoustic instruments, or during each visit to a site with 

an in situ hydroacoustic instrument such as an acoustic Doppler velocity meter (ADVM) (OSW Technical Memorandum 

2010.07). The water temperature measured by the hydroacoustic instrument should be within 2 degrees Celsius (°C) of the 

independent water temperature measurement, otherwise the 

instrument should not be used to make the measurement and 

should be returned for repair. The independent water temperature must be measured directly next to the hydroacoustic 

instrument, which requires special instruments or extra effort 

for the in situ instruments.

Check Measurements

Following completion of a streamflow measurement at 

a site with a discharge rating, the discharge measured should 

be compared with the current discharge data displayed on 

NWISweb using a mobile device to determine if a check 

measurement is necessary. A check measurement should be 

made when the original measurement is suspected of having 

problems, or if a measurement does not plot within the allowable error (5 percent for a measurement rated good, 8 percent 

for a measurement rated as fair, and 13 percent for a measurement rated as poor) plus 5 percent, or 0.10 ft3/s (whichever 

is greater) of the shifted-rating curve in use. If there is an 

obvious and explainable reason for the shift, and the measured 

flow seems reasonable and accurate, then simply explain the 

reason for the change in shift that is exempting the check measurement, and then a check measurement is not required. For 

instance, there may be an obvious change of the control that 

would explain the deviation. All such explanations should be 

clearly documented in the measurement notes. If a satisfactory 

explanation cannot be found then a check measurement must 

be made. 

Check measurements are performed by changing as much 

about the measurement as practically possible while making 

the measurement at as close to the same time and gage height 

as the original measurement. 

Hierarchy for Things to Change When Making a Check 

Measurement of an ADCP Measurement:

• If the stream can be waded, make a wading midsection measurement with an ADV or mechanical current 

meter

• If the stream cannot be waded, switch (as much as is 

possible) to a different measurement cross section

• If no other quality cross sections are available without 

diminishing the accuracy of the measurement due to 

inflow/outflow or changing stage, change to a different 

ADCP instrument 

• If no other ADCP instrument is available, change the 

instrument set up (water mode, bottom mode, and so 

on) as much as possible, while maintaining practical 

settings for the conditions at hand

• If more than one person is on site, switch who operates 

the computer and who operates the boat

• If none of the aforementioned options are practical, a 

midsection measurement with a current meter should 

be made

• If a current meter is not available, a midsection measurement with the ADCP should be made

Hierarchy for Making a Check Measurement of a 

Midsection ADV Measurement:

• Check the instrument initially used for errors in the 

QA/QC test. If the instrument does have errors in the 

QA/QC test, or if the temperature is obviously reported 

erroneously for some verticals, then all considerations 

for check measurements should avoid the continued 

use of the instrument in question.

• When practical, based on conditions of the stream, 

change measurement method (for example, change to 

a current meter, moving boat ADCP, flume, volumetric 

measurement, and so on). Due to stream conditions, 

available cross sections, and available instruments a 

different measurement method may not be possible. 

• Most measurements are made using the best available 

cross section first. The next best available cross section 

should be used if a check measurement is necessary, 

however if this results in greatly reduced measurement 
Site Visits 13

quality due to no other quality cross sections available 

then the check measurement may be made in the vicinity of the original cross section. When remaining in the 

vicinity of the original cross section, the tagline should 

be restrung in a new location upstream or downstream, 

the hydrographer should traverse the stream from the 

opposite direction to the original measurement, and the 

width and locations of the partial sections should not 

be identical to the original measurement. It is always 

preferable to find a new measurement location if by 

doing so a suitable cross section can be used.

• If possible, change personnel operating the ADV and 

the tagline used.

Making A Check Measurement of a Midsection Current 

Meter Measurement:

The methods for making a check measurement for a 

current meter measurement are similar to those used for an 

ADV measurement. It is preferable to change instruments to 

an ADV or ADCP. If that is not possible and no other current 

meter is available, then the current meter should be subject to 

an additional spin test and thorough inspection of the instrument prior to performing the check measurement.

Midsection Measurements of Discharge

Most midsection measurements made within the KSWSC 

are made using the Flowtracker ADV; however Pygmy and 

Price AA mechanical current meters, as well as ADCPs are 

occasionally used to make midsection measurements. Methods for collecting measurements using these instruments are 

generally very similar, with variance predominately in the 

working limitations of the various instruments. Quality control 

procedures require special consideration for the different types 

of instruments.

Quality Control Tests For ADVs

The Flowtracker ADV has a built-in quality control (QC) 

test, which is to be performed in the flowing part of the stream, 

away from any obstructions, prior to each discharge measurement. The results of this QC test are stored internally in the 

Flowtracker along with the associated measurement files. 

Upon returning to the office, the measurement files should 

be downloaded and stored in the digital archive as described 

in the section titled File Folders for Surface Water Stations, 

therefore resulting in archival of the attached QC test result. 

Due to the dependence of the acoustic instrument on 

accurately reading the water temperature, an independent 

water temperature should be read by placing a thermometer 

in the vicinity of the ADV head and obtaining a comparison 

water temperature reading. If the comparison water temperature reading is not within 2 °C then the measurement should 

not be performed using the instrument (Office of Surface 

Water memorandum 2010.07). 

All ADVs in the KSWSC are enrolled in a program 

through which the HIF performs tests on the instruments at 

3 year intervals. During the testing procedure, the instrument is subject to tow-tank testing, testing of the thermistor, 

and a beam check is performed. The results from these tests 

are maintained by the KSWSC Hydroacoustics Specialist, 

and can be found (organized by instrument) in the KSWSC 

digital archive at the internal network location \\igskqdcwgs002\KS_Data_Dir\KSWSC_general\Instrument_checks\

Flowtrackers. 

Quality Control Tests for Mechanical Current Meters

A timed spin test must be made under controlled conditions within the 24 hours preceding a measurement, when the 

results of the meter are suspect, and before and after repairs. 

To perform the spin test the meter must be placed in a level 

and stable state, in an environment where no wind currents 

or drafts could affect the results of the spin test. Sharply spin 

the rotor while starting a stopwatch. Stop the stopwatch when 

the rotor comes to a complete stop. The minimum, acceptable spin time for pygmy meters is 0:45 seconds, and for AA 

meters is 2:00 minutes (Turnipseed and Sauer, 2010, p. 51). 

If the meter fails, the meter should be inspected, cleaned, and 

adjusted before being tested again. Meters that continue to fail 

the spin test must be sent off for repair before being returned 

to service.

All spin tests should be documented in a spreadsheet 

titled “Current_Meter_Spin_Tests.xlsx” with the date and 

duration of the spin test, as well as the initials of the person 

performing the test. This EXCEL file is can be found in the 

directory at \\igskqdcwgs002\KS_Data_Dir\KSWSC_general\

Instrument_checks\Price Meters available on request.

General Rules for Midsection Discharge Measurements

Methods and rules for making midsection measurements 

of discharge are described in Turnipseed and Sauer (2010). 

The width of the stream and width between verticals should be 

measured directly using a graduated tagline or tape measure, 

which is strung perpendicular to the mean direction of flow 

for wading measurements. For bridge measurements graduated marks on the bridge rail are used to determine widths, and 

for cableway measurements graduated marks on the cable are 

used. When measuring using an ADV, flow angles are determined by the instrument. To calculate an accurate velocity 

corrected for flow angle, the ADV wading rod must be aligned 

perpendicular to the tagline. Flow angles for mechanical current meter measurements must be determined by the hydrographer as described in Turnipseed and Sauer (2010, p. 25).

It is desirable to keep section discharge per vertical 

less than 5 percent of the overall measured discharge of the 

stream to provide accurate data in an efficient manner. This 

goal is best accomplished by targeting for 25 verticals to be 

measured at locations of near equal discharge per discharge 
14 U.S. Geological Survey Quality-Assurance Plan for Surface-Water Activities in Kansas, 2015

measurement. The minimum allowable distance between verticals is 0.3 ft. During low flow conditions or in very narrow 

streams it may not always be possible to achieve 25 verticals 

in the highest quality measuring sections. It is preferable to 

use a measuring section that has a more uniform horizontal 

velocity profile with an even bottom rather than a measuring 

section that allows for 25 verticals to traverse the stream. A 

measurement made in a location as such is prone to have midsections that contain more than 5 percent of the total measured 

discharge. 

Duration of Velocity Measurements

Samples of velocity should be of duration of 40 seconds, 

per measurement point, per vertical. In circumstances where 

the stage is changing rapidly, or when a longer duration may 

present a hazard to the hydrographer, the sample time can be 

decreased to 20 seconds. If the duration of velocity sampling 

is reduced then the quality rating of the measurement should 

be reduced as a result with the reason for using a shorter sampling duration clearly stated in the field notes.

Minimum Depth for Midsection Discharge Measurements

The minimum total depth at a vertical for obtaining 

an accurate measurement of velocity using the Flowtracker 

ADV, pygmy meter, or Price AA meter is 0.3 ft. Although the 

Flowtracker will continue to work as low as 0.2 ft, velocity 

measurements in depths of less than 0.3 ft are prone to spikes 

in data and therefore are of diminished quality and should not 

be made; therefore midsection discharge measurements using 

these instruments should only be attempted if all verticals to 

be used in the measurement have a depth of at least 0.3 ft.

Measurement Depths at a Given Vertical

When using the Flowtracker ADV or pygmy meter, 

velocity measurements should normally be taken at 0.6 of the 

depth below the water surface in the vertical when the water 

depth at the location is between 0.3 and 1.50 ft, and this is then 

used as the mean velocity in the vertical. Velocity measurements should be made at depths below the surface of both 0.2 

and 0.8 of the total depth of the vertical (and those velocities 

averaged together) for total vertical depths greater than 1.50 ft. 

The Price AA meter is more susceptible to errors introduced by the top of the water column; therefore the velocity 

is measured at 0.6 of the depth below the water surface in the 

vertical where the water depth at the location is between 0.3 

and 2.50 ft, and this is then used as the mean velocity in the 

vertical. Verticals with a total depth of greater than 2.50 ft 

must be measured at depths below the surface of both 0.2 and 

0.8 ft of the total depth of the vertical (and those velocities 

averaged together) when using the Price AA meter. 

Exceptions to these rules include the following:

• If something interferes with the measurement at the 

0.2 or 0.8 depth (such as aquatic plants on the streambed, or slush ice near the surface), the 0.6 depth can 

be used as the point to measure a single mean velocity 

(the measurement quality rating should probably be 

downgraded). 

• If the velocity measurement at the 0.2 depth is not 

faster than the velocity at the 0.8 depth, then the vertical has a nonstandard velocity profile. In this case, 

a third velocity measurement should be taken at the 

0.6 depth, and then that 0.6 depth velocity averaged 

with the average of the velocities 0.2 and 0.8 depths 

for the mean depth of the vertical. 

• If the flow is rapidly changing, or conditions are unsafe 

(but not so unsafe as to completely stop the measurement), a 0.6 depth velocity can be used as the mean 

instead of an otherwise required average of the 0.2 and 

0.8 depth velocities to speed up the measurement. Note 

that this would be used in conjunction with reducing 

the individual point measurements from a minimum 

of 40 seconds down to 20 seconds. Further note that 

it is preferable to just reduce the measurement time, 

and not reduce number of points within a vertical that 

velocities are measured. 

Rating of Midsection Discharge Measurements

It is the responsibility of the hydrographer in the field 

to rate the quality of the measurement, taking into account 

several aspects that are both numerically based and observationally based. The aspects that are numerically based are 

recorded in the output from the Flowtracker as statistical 

uncertainty (referred to as STATS in the Flowtracker program) 

(FlowTracker Technical Manual, March 2009, p. 104) and 

the percent of total measured discharge per midsection. The 

base level rating of the midsection measurement determined 

numerically is listed in the following table. Note that if a measurement exceeds any of the “Fair” rating criteria, it should be 

rated Poor. 

Best possible rating 

of the midsection 

measurement

Maximum percentage of 

total flow recorded in 

80 percent of midsections

Maximum percentage 

of total flow found in all 

midsections

Maximum percentage of 

statistical uncertainty

Excellent 1.5 2 1.5

Good 5 8 3.5

Fair 8 12 7
Site Visits 15

In addition to the base level of uncertainty determined 

numerically, the hydrographer should take into account visual 

observations that can only work to decrease the overall uncertainty of the measurement. These visual observations include 

the following: quality of the measuring section, accuracy of 

width and depth measurements, if the tagline was strung perpendicular to the mean flow, if the ADV wading rod was held 

at true perpendicular to the tagline, if the tagline was experiencing stretch or sag, and if the proper stance was performed 

while making the measurement (downstream and to the opposite side of the wading rod from the sampling volume).

Midsection Measurements from Ice Cover

The highest priority in collecting streamflow data during 

winter periods (or at any time) is employee safety. Job hazard 

analyses for individual sites will describe conditions that 

require multiple-member crews on site, and when personal 

floatation devices are required.

The KSWSC discourages measurement of discharge on 

ice-covered streams where slush ice is present and does not 

stock current meters approved for these conditions. Kansas 

Water Science Center policy on the use of metering equipment 

in ice-covered streams where no slush ice is present is that 

type AA meters with conventional metal-bucket rotors, ADVs 

or ADCPs are acceptable for use in slush-free conditions. 

When the effective depth of water under ice cover is less than 

0.5 foot, a pygmy meter or ADV must be used.

Midsection Methods for Measurements under Ice Cover

Measurements of discharge under ice cover differ from 

standard midsection measurements in that the vertical velocity profile is nonstandard, and that the depth of the water as 

measured in a hole in the ice is not representative to the area 

over which water is flowing; therefore, an effective depth 

and velocity coefficient must be used in the calculation of 

discharge. This effective depth is the result of the total depth 

of water minus the distance from the water surface to the bottom of the ice (Turnipseed and Sauer, 2010. p. 29). Ice depth 

should be measured using an ice stick, which is a stick (graduated in units of 0.01 or 0.10 ft) with an L-shaped piece on the 

bottom used to hold the bottom of the stick on the bottom of 

the ice. When the flowing water is in contact with the bottom 

of the ice, the ice serves as a friction force on the flow, and 

reduces the velocity at the top of the water column, therefore creating a nonstandard vertical velocity profile. Because 

of this, if the 1-point velocity method is used (measured at 

0.6 depth), a 0.92 coefficient must be applied to it to obtain the 

mean velocity in the vertical. If 2-point (0.2 and 0.8 depths) 

or 3-point (0.2, 0.6 and 0.8 depth) velocities are obtained then 

the normal mean velocity computations still apply (Turnipseed 

and Sauer, 2010, p. 29). All other methods are similar to those 

of a standard midsection discharge measurement. It is acceptable to have more than 5 percent of the overall discharge in 

a partial section; however a minimum of 15 partial sections 

should be used. All attempts should be made to keep partial 

section discharge less than 10 percent of the total discharge 

(Turnipseed and Sauer, 2010, p. 29). A much more detailed 

explanation of how to make discharge measurements under ice 

cover are described on pages 29–31 of USGS Techniques and 

Methods 3–A8 (Turnipseed and Sauer, 2010). 

ADCPs may also be used to make measurements of 

discharge under ice cover, though this is rarely done by the 

KSWSC. Procedures for doing this are described in “Standard 

Operating Procedures for under-ice discharge measurements 

using ADCPs, Paul Campbell, Water Survey of Canada, 

2014.” (Campbell, 2014) 

Midsection Measurement Using an ADCP

Midsection measurements using ADCPs are made where 

a moving boat ADCP measurement cannot be made or as a 

check measurement to a moving boat ADCP measurement. 

Cases where an ADCP may work for a midsection measurement, but not for a moving boat measurement, include channels with vegetation on the bed, streams with excessively high 

suspended-sediment loads, and streams with a large amount of 

moving bed. The procedures for using the midsection method 

with an ADCP are similar to the ones used with mechanical 

meters; however, instead of point measurements of velocity, 

the average velocity is obtained from profiling the velocity in 

nearly the entire water column at each section (Turnipseed and 

Sauer, 2010). Width of subsections is directly measured by 

the hydrographer using graduated bridge marks, a tagline, or 

laser range finder. Depth and velocity measurements are made 

directly by the ADCP, with hydrographers manually measuring 

flow angles. As with other midsection measurements, 25 subsections are necessary to make an accurate measurement. 

When making a midsection measurement using an ADCP, 

it is KSWSC policy that the latest vendor supplied midsection software, with a status of recommended or approved by 

the Hydroacoustics Work Group, must be used. Using the 

software designed for making a standard moving boat ADCP 

measurement is not allowed.

Moving Boat Measurement Using an ADCP

Instrument Testing and Quality Control

Acoustic Doppler Current Profilers are tested by the HIF 

every three years in accordance with Office of Surface Water 

Technical Memorandum 2014.04. Additionally, all ADCPs 

within the KSWSC are gathered for a test consisting of comparison measurements once every other year. Newly purchased 

instruments should be subject to comparison measurements to 

a known reliable instrument throughout the range of potential 

conditions before being put into service. The results from 

these tests are maintained by the KSWSC Hydroacoustics 

Specialist, and can be found in the KSWSC digital archive at 

\\igskqdcwgs002\KS_Data_Dir\KSWSC_general\Instrument_

Checks\ADCPs\; available on request.
16 U.S. Geological Survey Quality-Assurance Plan for Surface-Water Activities in Kansas, 2015

Collecting Data

Methods, procedures and policies for operating, maintaining, and reviewing the data collected by ADCPs are described 

in “Measuring Discharge with Acoustic Doppler Current 

Profilers from a Moving Boat, Mueller and others (2013).” 

Described in the following 10 sections are areas of extra 

importance, or topics ADCP users frequently have questions 

about. 

Measurement Duration

Moving boat measurements of discharge under steady 

flow conditions are to be of a minimum duration of 720 seconds (12 minutes) of exposure time (OSW Technical Memorandum 2011.08). Exposure time is the total amount of time 

during which transect data is actively collected. Not included 

in exposure time is the amount of time to collect moving 

bed tests, run instrument self-checks, read gages, or time in 

between transects. When measuring rapidly-changing flows, 

it is acceptable to have a duration of less than 720 seconds, 

however the rating of the measurement should be downgraded 

accordingly, and measurements should always consist of reciprocal pairs of transects starting on each bank. 

Unmeasured Areas of Discharge

ADCPs have minimum depth requirements that prevent 

them from measuring the flow all the way to the edge of the 

stream; therefore flows near the edge must be estimated. This 

estimation is performed automatically by the data collection 

software based on a sample of the velocity at the edge of the 

measurable portion of the stream and the assumed shape of 

the channel bed from the sampling location to the bank. If a 

single estimated-edge discharge contains more than 5 percent 

of the overall discharge, an alternate method of measuring/

estimating the discharge (other than the standard method in the 

ADCP software) should be used to check the edge discharge 

computed by the ADCP software.

Multiple Channel Considerations

Multiple channel discharge measurements are undesirable 

due to the increased unmeasurable areas. However, it is not 

always possible to avoid making measurements in such locations. When measuring in multiple channels, the total exposure 

time is counted as the total amount of time spent performing 

transects in all of the channels. It is necessary to perform a 

moving bed test in each of the channels unless the discharge 

in a channel is less than 10 percent of the overall discharge. It 

is necessary to include notes assigning moving bed tests and 

transect data to the appropriate stream channel.

Moving Bed Tests and Corrections

It is required that a moving bed test be performed for 

every moving-boat discharge measurement obtained using 

an ADCP. In the KSWSC there are three types of moving 

bed tests used: the loop method, the single-point stationary 

method, and the multiple-point stationary method. Each is the 

preferred method for different specific conditions. 

It is recommended that if KSWSC hydrographers 

strongly suspect that the ADCP will not find any moving 

bed in the stream, that they perform a single-point stationary 

moving bed test (procedures outlined in Mueller and others, 

2013, p. 53–54). The reasons for using a single-point stationary method are that this method works with all ADCPs, does 

not require a compass calibration (which can be time consuming and difficult to adequately do at some sites), and generally 

takes less time than the other two methods. 

If it is suspected that the ADCP will find moving bed in 

the stream, or if the single-point stationary test originally run 

found a moving bed, then one of the two other methods must 

be used to the measure the magnitude of moving bed across 

the channel so that the discharge data can be corrected for the 

negative bias that moving bed introduces into it. The preferred 

method for correcting discharge because of moving bed conditions is the loop method (procedures outlined in Mueller and 

others, 2013, p. 55–56). This method is preferred over the 

single or multiple-point stationary bed tests for correcting the 

discharge because it is based on a more spatially comprehensive assessment of the moving bed. This method requires that 

the ADCP have an internal compass accurately calibrated as 

close as possible to the measuring section at the site before the 

loop test begins; and requires that very little bottom-tracking 

data be invalid during the test. Loop tests should be made of 

a duration exceeding 3 minutes of exposure time, with a boat 

speed that is the lesser of a boat speed that requires no less 

than 3 minutes to complete the loop path or a boat speed that 

is less than 1.5 times the mean water speed. If the mean water 

speed throughout the traversed section of the stream is less 

than 0.8 ft/s then the loop test is not considered a valid method 

to correct for moving bed.

If the site has moving bed and the ADCP does not have 

a compass (such as some StreamPro models), or the compass 

cannot be calibrated properly, then a moving bed test using 

the multiple-point stationary method should be made and used 

to correct the discharge if needed. The multiple-point stationary method is essentially the same as the single-point method 

described above, but with more sample points (Mueller and 

others, 2013, p. 53–54). The same is true if more than 10 percent of the ensembles consistently have invalid bottom-track 

data in loop tests during a measurement. 

Moving bed corrections indicated by the software that 

will result in a change to the overall discharge of greater than 

1 percent must be applied. Measurements with moving bed 

tests indicating a correction of less than or equal to 1 percent 

should not have a correction applied. 

It is the responsibility of the hydrographer in the field to 

recognize situations likely to result in the need to apply a moving bed correction, and start with the most appropriate method 

of testing for moving bed; and then make any additional moving bed tests and correct the data appropriately as needed.
Site Visits 17

Items of note in the KSWSC policy on moving bed tests:

• Moving bed tests should be made before discharge 

transects are collected.

• Single-point stationary moving bed tests must be 

recorded for at least 5 minutes (300 seconds), with 

the ADCP at the location in the measurement section 

expected to have the highest potential for a moving 

bed.

• Multiple-point stationary moving bed tests must consist 

of measurements of moving bed in at least 3 locations 

in the measurement section, including the location in 

the measurement section expected to have the highest 

potential for a moving bed. Data must be recorded at 

each of these 3 plus locations for a minimum of 3 minutes at each location (written communication from 

Dave Mueller in Surface Water Technical Review of 

the Kansas Water Science Center August 26, 2011) 

• If the ADCP boat is not anchored or tied off to a stationary object, the minimum times above for recording 

stationary tests must be doubled.

• If the compass cannot be calibrated with a resultant 

error of less than 3 degrees after three attempts, or if 

the percentage of invalid bottom-track data during a 

loop test always exceeds more than 10 percent after 

three attempts, then the multiple-point stationary test 

should be used in place of the loop test to measure the 

moving bed and correct the discharge transects.

Use of Collected Transect Data

All transects collected must be averaged together as the 

total discharge for the measurement. It is allowable to discard transect data only under the circumstance of obviously 

erroneous data. The reasoning for discarding any transects 

must be clearly described in the measurement notes with an 

explanation stating what the error in the data is. Example circumstances that may result in transects not being used include 

excessive amounts of missing or erroneous data, incorrect 

instrument settings that cannot be changed in post-processing, 

or a path of the instrument across the channel that substantially 

reduced the quality of the measurement. Even when transects 

are not used, measurements should always consist of reciprocal pairs of transects starting on each bank, so additional 

transects must be made if possible, or extra transects deleted if 

needed to meet this requirement.

Processing ADCP Measurements 

After data collection has been completed, corrections 

to the data are made by applying corrections for moving 

bed, adjustment to the extrapolation method, and screening 

erroneous data through application of thresholds or discarding erroneous transects. Each of these processing procedures 

should be described in the processing notes for the measurement. At a minimum, processing notes will contain mention 

of the moving bed test results and examination of the extrapolation method. If further processing is required additional 

notes must describe changes to the raw data. If moving bed 

test results indicate that a correction should be applied, the 

original discharge is noted, as well as the corrected discharge. 

If EXTRAP indicates that the extrapolation method should be 

changed, the new method being used must be reported in the 

notes, as well as the percent change to discharge.

Application of Extrapolation Methods

The extrapolation method used to calculate discharge in 

unmeasured portions of the column of water using an ADCP 

can have a substantial effect on the total discharge calculated 

for that measurement. To most accurately determine the proper 

extrapolation method the program EXTRAP should be used 

as a guide to analyze the data. Care should be taken when 

applying recommended changes to the extrapolation method 

that these recommendations make sense hydraulically given 

the bed and channel conditions, wind driven effects, and flow 

regime of the measuring site at the time of the measurement. 

If the change recommended by EXTRAP has a difference in 

total discharge listed in the sensitivity analysis of greater than 

1 percent, and the hydrographer determines that the recommended change is hydraulically sound given the conditions, 

then the hydrographer must apply the recommended changes 

in the WinRiver software. It is possible for EXTRAP to recommend an extrapolation coefficient greater than that allowed 

by the WinRiver software (currently 0.50). If applying a coefficient greater than that allowed by the software is necessary, 

then the hydrographer should use the percent difference for 

the recommended change and apply that percent change to the 

overall discharge with no change to the extrapolation methods 

applied within WinRiver. Users should be aware that an application such as this is outside the design plans of the EXTRAP 

program, as the sensitivity analysis does not take into account 

the unmeasured areas of edge discharges, however this application in many cases will result in a discharge closer to that 

indicated by the change to extrapolation methods than simply 

using the largest coefficient allowed by the WinRiver software.

Field Processing of Measurements

In adherence to OSW Technical Memorandum 2012.01, 

all ADCP measurements must be processed on site following 

completion of data collection. Processing of measurements on 

site is an important step in determining if a check measurement is necessary based on the data collected. Additionally it 

is KSWSC policy to send in all measurement data from the 

field by email, which requires a complete and accurate calculation of discharge. 
18 U.S. Geological Survey Quality-Assurance Plan for Surface-Water Activities in Kansas, 2015

Archival of ADCP Data

All measurements, regardless of the method of data collection or instrument used, are archived as described in the 

section titled “Storing and Presentation of Hydrologic Data—

Archiving.” For ADCP measurements it is necessary to store 

all files created as part of the measurement, regardless of their 

use, including any files output by utility computer programs to 

analyze the measurement, and a digital printout of the processing notes. The preferred file format for the processing notes is 

PDF. 

Review of Measurements

Measurements made with an ADCP must be reviewed 

by an experienced ADCP user. This review process ensures 

that proper methods and policies were followed when the data 

were collected, and that any deviation from policy is clearly 

described in the processing notes, as well as taken into account 

when rating the quality of measurement.

Measurement Using Parshall-Flume

Portable Parshall measuring flumes are used when measuring shallow streams with low velocities in channels that 

can be directed through the flume without loss of water due 

to seepage bypassing the flume (Turnipseed and Sauer, 2010, 

p. 83). 

Accuracy in flume measurements is highly dependent on 

the level installation of the flume, and that the flow has been 

allowed to stabilize following installation of the flume. Measurement error also is reduced by taking multiple samples of 

head readings in the flume at 30-second intervals after the flow 

has stabilized. A total of 3 minutes of sampling at 30-second 

intervals should be averaged. The flumes used by the KSWSC 

are 3 inch flumes, which can measure between 0.001 and 

0.5 ft3/s of flow.

Volumetric Measurement

Volumetric measurements are the most accurate method 

for measuring small discharges in a stream. The premise of 

the volumetric measurement method is to measure the time 

necessary to fill a container to a known volume. Difficulties 

present themselves, however, when trying to divert water in a 

natural channel into a container. This method typically works 

best when it can be made at a V-notch weir or at locations 

where a small earth dam can be constructed to divert all flow 

through a small pipe and into the container. If a small earth 

dam is required to collect the entire flow, the stage behind the 

dam must be allowed to stabilize before proceeding with the 

measurement. Three measurements of discharge should be 

made to ensure consistent results, and then the results of those 

three measurements averaged together to get the final measured discharge. The graduated container used when making 

a volumetric measurement should always be calibrated before 

the initial use for measurement. Details on how to calibrate a 

container are described in Turnipseed and Sauer ( 2010, p. 85). 

Time of measurement should always be determined using a 

stopwatch.

Float Measurements

In circumstances where shallow depth prevents the 

proper function of a current meter or ADV, but the stream 

cannot be channelized such to provide an accurate measurement using a Parshall-Flume or volumetric methods, then 

a float measurement is the preferred method for estimating 

streamflow. Float measurements can also be used to approximate flow in conditions that are not low flow, however use of 

the method should be restricted to instances when the standard 

equipment and methods fail or are unable to be used for one 

reason or another.

The accuracy of the measurement increases as the distance travelled increases, therefore the reach over which the 

float travels should be made as long as possible allowing for a 

uniform channel with no obstacles or eddies on which the float 

may become caught, and ideally be a minimum of 10 ft.

Time of float must always be measured with a stopwatch. 

Field notes should always include details on wind speed and 

direction at the measuring section as the float and/or water 

surface may experience unsteady velocities due to wind, 

especially in locations with low water velocities. The average 

area must be calculated at a minimum of 5 locations along the 

reach travelled by the float including the upstream and downstream terminus. Details on how to make float measurements 

can be found in Turnipseed and Sauer (2010, p. 85–86).

Indirect Measurements of Discharge

In some situations, especially during floods, it is impossible or impractical to directly measure discharge. There may 

not be sufficient warning for personnel to reach the site to 

make a direct measurement, or physical access to the site during the flood may not be feasible. 

A peak discharge determined by indirect methods is in 

many situations the best available means of defining the upper 

portions of the stage-discharge relation at a site. Because 

extrapolation of a stage-discharge relation, or rating, beyond 

twice the measured discharge at a gaging station is undesirable and may be unreliable, discharge measurements made by 

indirect methods during periods of high flows are important 

forms of data (Rantz and others, 1982, p. 334). 

The KSWSC follows data-collection and computation 

procedures presented in Benson and Dalrymple (1967). That 

report includes policies and procedures related to site selection, onsite survey, identification of high-water marks, the 

selection of roughness coefficients, computations, and the 

written summary. The KSWSC also follows procedures for 

measurement of peak discharge by indirect methods presented 

in Rantz and others (1982, p. 273). 
Site Visits 19

In addition to the general procedures presented in Benson 

and Dalrymple (1967), the KSWSC follows guidelines presented in other reports that describe specific types of indirect 

measurements suited to specific types of flow conditions. The 

slope-area method is described in Barnes (1967) and Dalrymple and Benson (1967). The USGS applies the Manning equation in application of the slope-area method. Procedures for 

selecting the roughness coefficient are described in Arcement 

and Schneider (1989). The computer-based tool, SAC, used 

for slope-area computation is discussed in Office of Surface 

Water memorandum 96.03 and is documented in a report by 

Fulford (1994). A SAC GUI version of the computer model 

is also available at (http://water.usgs.gov/software/SAC/). 

Procedures for the determination of peak discharge through 

culverts, based on a classification system that delineates six 

types of flow, is described in Bodhaine (1982). The computerbased tool, CAP, available to assist in computation of peak 

discharge at culverts is discussed in Office of Surface Water 

memorandum 96.04 and is documented in a report by Fulford 

(1998). At sites where open-channel width contractions occur, 

such as flow through a bridge structure, peak discharge can 

be measured with methods described in Matthai (1967) and 

with the water-surface profile computation model (WSPRO) 

(Shearman, 1990). Debris-flow conditions, which are most 

common in small mountainous basins, are discussed in Office 

of Surface Water memorandum 92.11. 

Determinations of water-surface profiles along a stream 

channel in association with selected discharges are made 

when studies are done that involve delineations of flood plains 

or when extensions are made to stage-discharge relations at 

streamflow sites. USGS personnel are required to follow the 

procedures associated with step-backwater methods described 

in Davidian (1984). The computer-based tool used for assisting in the computations of water-surface profiles with stepbackwater methods, WSPRO, is discussed in Office of Surface 

Water memorandum 87.05. 

General guidelines that are followed by the KSWSC 

when making indirect measurements include those discussed 

in Shearman (1990) and in Office of Surface Water memorandum 92.10. Violation of any one of the general guidelines does 

not necessarily invalidate an indirect measurement (Office of 

Surface Water memorandum 92.10). 

The responsibility for ensuring that indirect measurements are performed correctly is held by Kansas Surface 

Water Specialist. It is required that a review of procedures 

and documentation be performed prior to publication of the 

data or use in any interpretive study. Reviews usually are done 

by the surface water specialist or another designated experienced surface-water hydrologist. All data associated with the 

indirect measurement are reviewed, including the high-water 

mark determinations, level notes, n-value determinations, and 

hydrologic computations. All indirect measurements done by 

the KSWSC are reviewed. Measurements that are questionable 

and difficult to assess are reviewed by USGS regional surfacewater specialists, and the Kansas Surface Water Specialist 

is responsible for ensuring that deficiencies identified by the 

outside party are corrected. 

Determining when and where indirect measurements are 

made is the responsibility of the Director on recommendations 

from the Data Chief. For the KSWSC, it is a general rule that 

indirect measurements are made at sites when peak flow at a 

site is estimated to be at least twice the discharge of the greatest measured flow or when needed at ungaged sites in support 

of interpretive studies of flood documentation. 

It is the responsibility of the Chief-of-Party (of the 

indirect measurement survey) or a trained senior technician to 

identify and flag high-water marks. Because the quality and 

clarity of high-water marks are best marked soon after a flood, 

personnel traveling to gaging sites are required to have available in their vehicles nails and plastic markers, spray paint, 

paint sticks, and survey flagging. 

After each indirect measurement is computed, the graphs, 

field notes and data, plotted profiles; maps, calculations or 

computer output, and written analysis associated with the 

measurement are checked by an experienced surface-water 

hydrologist. The information is stored in the directory in the 

location \\igskqdcwgs002\KS_Data_Dir\KSWSC_general\

Indirect_Discharge_Measurements; available on request. Any 

paper notes used during the indirect discharge measurement 

should be digitally scanned and stored electronically within 

the aforementioned directory. 

The responsibility of maintaining the accuracy of the 

peak-flow data files, including computer database files, lies 

with the KSWSC (Office of Surface Water memorandum 

92.10). It is the responsibility of the Data Chief to ensure that 

appropriate indirect-measurement results are entered into the 

peak-flow files. It is the responsibility of the Surface Water 

Specialist to ensure that the peak-flow files are correct. 

Gage Height of Zero Flow

The gage height at the point on a low flow control at 

which the stream will stop flowing is known as the Gage 

Height of Zero Flow (GZF). This point is found by measuring the deepest point in the stream at the upper terminus of a 

section control. The depth as measured is then subtracted from 

the gage height at the time of the measurement to obtain the 

GZF. Knowing the GZF and how it has changed over time is 

beneficial for many aspects of record working. During periods 

when a stream is on the verge of going dry, having an accurate 

GZF can yield higher quality measurements than the often 

poor measuring conditions available in such conditions. The 

GZF is an integral piece to rating development as it is closely 

related to the offset of the rating in the section control portion. 

Comparison of the GZF over time can offer the most insight 

into changes to the section control as it undergoes scouring or 

filling and is often the only way to explain changes to the shift 

diagram resultant from scouring or filling with clear control 

conditions. Continued lowering of a GZF can indicate that 

degradation of the channel is occurring and that a new rating 
20 U.S. Geological Survey Quality-Assurance Plan for Surface-Water Activities in Kansas, 2015

is therefore warranted. For these many reasons, it is KSWSC 

policy that a GZF is to be obtained every time that it can be 

done safely, accurately and efficiently. The estimated accuracy 

of the GZF measurement should be noted on the field forms, 

and ideally it should be plus or minus 0.10 ft or less.

Field Notes

The KSWSC uses the SV Mobile computer program to 

record field notes. It is the policy of the KSWSC that all discharge measurements are calculated in their entirety (including 

any needed corrections for moving bed or other factors) before 

personnel leave the site, unless emergency evacuation is 

required for reasons of safety. Measurements and site inspections (including field form files and files created in association 

with instruments) are to be sent in from the field by email 

whenever possible. It is the duty of the Field Office Chief to 

establish a designee who will receive field notes, enter the 

field notes into the database, and apply any data corrections or 

shifts necessary based on the data received. Although Office of 

Surface Water Technical Memorandum 2014.08 allows for up 

to 2 business days for measurements not within rated accuracy to the data displayed on NWISWeb or up to 7 business 

days for measurements that are within rated accuracy to the 

data displayed on NWISWeb, to best meet the needs of our 

cooperators and the general public the requirements within 

the KSWSC are more strict. All discharge measurement field 

notes, with all mandatory items filled in, must be entered into 

the NWIS database within 24 hours of a measurement being 

made—ideally within 1 hour after the measurement is made. 

Because of deficiencies in the data collection fields of the 

SV Mobile program (and NWIS) comment fields are largely 

used to provide thorough explanations of the data collected. 

For example, gage height readings offer no location for data 

corrections to be appended to the field note; therefore it is 

necessary for gage height corrections to be described in the 

comment field associated with the sensor being corrected. The 

goal is to be able to easily compare primary recording gage 

readings with reference gage readings to determine if a data 

correction is applied appropriately; therefore, it is preferable to 

compare corrected readings of reference gages to uncorrected 

readings of the primary recording gage. All raw readings from 

reference gages should be contained in the comment field 

for the reference gage, with a description of any corrections 

applied. Corrected readings for the reference gage go in the 

actual gage reading field. For primary recording gage readings, the reading in the actual gage reading field is the reading 

without any corrections applied, and the corrected values and 

description of the correction applied are recorded in the comment field for the primary recording gage.

Archival of Field Notes and 

Measurement Files

All field notes and measurement files must be placed on 

the network drive at \\igskqdcwgs002\KS_Data_Dir\Station_

Specific; available on request , in the appropriate directory for 

the station and measurement within 8 working-hours of returning to the office from performing field work. Any field notes 

that were not successfully sent from the field must be entered 

into NWIS. If amendments to measurement files or field notes 

are necessary, these should be performed before record work is 

attempted. 

Record Working

Streamflow records are computed by converting gage 

height record to discharge through application of stagedischarge ratings. Records are computed on a continual basis 

as much as possible to improve the accuracy of provisional 

records shown on the NWISweb, and to provide the most upto-date information possible to end users of the data.

Station Analysis

The end product of record working is the production of 

a station analysis that details the considerations taken into 

account when screening, correcting, adjusting, and estimating data for the record period to serve as a reference in case 

questions arise about the records at some future date (Rantz 

and others, 1982, p. 580). Details included in the record period 

station analysis are described in the following headers:

Equipment

The section of the record titled Equipment should be 

included for all record types whenever a change in equipment 

type or location deems it necessary. This includes changing 

the type of data collection platform, brand or model of equipment used, and any addition or removal of sensing equipment. 

When equipment is moved to a new location (such as an 

orifice that is substantially moved along the bank, moved from 

bank mounted to pier mounted, or a radar that is moved to a 

substantially different location along a bridge) a description 

of the change in location and reason for doing so should be 

included, even if the equipment deployed remains the same.
Record Working 21

Gage Height Record

The section of the record titled Gage Height Record 

should be included in all surface-water sites (discharge, stage 

only and reservoir sites). Contents of this section should 

describe the overall quality of the gage height record collected 

for the period including periods and dates of erroneous data, 

estimated data, and missing data. Description of the estimated 

data should include methods by which the data was estimated, 

as well as the evidence used by the record worker to determine that estimation was necessary. Actual corrections to the 

gage height record are reserved for a separate section of the 

analysis.

Groundwater Elevation Record

The groundwater elevation record section is the equivalent for groundwater sites to the gage height record section for 

surface-water sites.

Datum and Gage Height Corrections

All record types (surface water and groundwater) should 

include a record section on datum and gage height corrections. In this section should list the last time that levels were 

run and any datum or gage height corrections applied (or not 

applied) to the record. If levels were run, describe the results 

and actions taken. For gage height corrections, describe 

the cause of the correction and the timing of the correction. 

Long-term corrections, such as those to a wire weight gage or 

for drawdown of an orifice, should remain static within this 

section with a description of the time periods or site visits used 

to derive the drawdown correction and reasoning for not using 

any inspections performed that were excluded during that time 

period.

Peak Verification

A record section describing verifications of peak stage 

should be included for all stream flow sites (discharge and 

stage only record sites). This section should list the peak as 

recorded by the primary recording gage during the record 

period, the minimum recording elevation of any crest stage 

indicators in place at the site, and any peak stages recorded 

by those crest stage indicators during the record period. If the 

stage of the stream exceeds the minimum recording elevation 

of the crest stage indicator, but a peak was not recorded by the 

indicator, then a description should be included pertaining to 

why the crest stage indicator failed. If the peak stage is found 

by a high water mark not associated with a crest stage indicator then the nature of the high water mark should be described.

Ratings and Shifts

All discharge sites should include a record section discussing ratings used for discharge calculations and the shifting 

of those ratings. This discussion should include notation of 

measurements used to develop the ratings (either in specific 

terms of measurement numbers or more general terms of time 

periods included with a description of excluded similar measurements) for record periods when a new rating was implemented. The rating description should include mention of the 

physical changes to the stream that warranted the development 

of the new rating; for example, bank slump resulting in a need 

to redraw the channel control portion of the rating. The date on 

which the rating was first implemented should be retained in 

record analyses from record period to record period.

Shift analyses should describe any shifts that were necessary to be applied to the rating or deemed not necessary to be 

applied to the rating. This description should include mention 

of the measurements made during the record period, control 

conditions that the respective measurements were subject 

to, and comparison of those control conditions to previous 

field visits. Analysis of shift application should include field 

observations combined with examination of the discharge rating to describe how the shape of the shift adjusted rating was 

derived, as well as the factors used to determine timing of shift 

implementation.

Measurements that were made during the record period 

but are not being used to calculate discharge for any reason 

should have an explanation for the exclusion reported within 

this section of the record analysis. 

Hydrographic Comparison

For sites where discharge is calculated, there should be a 

record section titled Hydrographic Comparison. This section 

contains a descriptive comparison of the calculated discharge 

for the site during the record period to an index site or sites 

either along the same stream or in the vicinity. The comparison 

should explain how well the sites compare with each other and 

reasons for the correlation between the sites weakening during 

parts of the record period if necessary. In some cases hydrographic comparison is not possible at a site because of the site 

being highly subject to regulation or being extremely isolated 

geographically, in which case the hydrographic comparison 

section should explain why no good index site can be found.

Special Computations of Discharge

For sites where discharge is published, a record section 

titled Special Computations of Discharge is written to describe 

discharge data that has been computed by means other than 
22 U.S. Geological Survey Quality-Assurance Plan for Surface-Water Activities in Kansas, 2015

with the ratings. This section should describe what time periods, if any, during the record period required estimation, the 

characteristics which influenced the hydrographers to perform the estimation, and the means by which estimation was 

performed. If data appears unnatural but is decided not to be 

estimated, it should be mentioned in this section with a remark 

stating why it was determined to be true and accurate data.

Remarks

All record types should include a section dedicated to any 

special remarks for the site and record period. There are no 

required items which must be discussed in this section; rather 

it is used to detail special situations which may be occurring at 

the site not covered in other sections of the analysis.

Water Year Peak

For the record period which crosses into a new water at 

streamflow sites (not lake/reservoir sites), a section is included 

titled Water Year Peak. In this section is described the peak 

recorded stage for the forgoing water year, the date on which 

the peak occurred, and any substantiating data obtained 

regarding the peak.

Well Integrity Test

A record section titled Well Integrity Test should be 

included listing the date and time of the most recent well 

integrity test. If a well integrity test was performed during the 

record period, then the analysis should include a full report 

detailing what type of test was performed and the results of the 

test, as well as comparison(s) to previous test(s). 

Reservoir Contents

Reservoir contents are generally computed for most 

reservoir sites within the KSWSC. For these sites a Reservoir 

Contents record section is included listing the rating in use 

during the period, the date on which that rating was implemented, and the agency which developed the rating.

Special Computations of Elevation or Contents

The Special Computations of Elevation or Contents 

record section is included in analyses for reservoir sites listing 

the dates which have had the elevation or contents estimated, 

the reason that estimation was necessary, and the methods 

used to perform the estimation.

Data Record

The Data Record section of the record is a section specific to index velocity sites comparable to the Gage Height 

Record section at other streamflow sites. This section is used 

to detail the quality of the data record for the period with 

regards to the velocity data collected, gage height data collected, and discussion of automatically collected beam check 

tests looking for any obstacles which may have interfered with 

the quality of the velocity data during the record period.

Monitoring Program

A record section titled Monitoring Program is included 

for precipitation records. This section describes the cooperator 

for the precipitation data, as well as the specific needs of the 

cooperator (for example, total precipitation for day, maximum 

precipitation for a period, liquid precipitation only or liquid 

and frozen precipitation).

Precipitation Record

The Precipitation Record section of the record is included 

for precipitation sites. This section describes the general quality and completeness of the data for the record period listing 

dates which have diminished quality data or missing data.

Quality Assurance

The Quality Assurance record section is included for precipitation record sites and describes the field inspections and 

calibrations that were performed during the record period and 

any adjustments or corrections that were required as a result 

thereof.

Estimation of Precipitation Events

Any days of estimated precipitation are mentioned in a 

record section titled Estimation of Precipitation Events including dates and methods of estimation.

Record Working Duties

It is the responsibility of the hydrographer who performed the field work to finish any field notes and process all 

measurements and levels to the point of completion before 

the record can be worked; all entries to databases, archival of 

electronic files, and any other storage and updating of data 

collected, such as levels summaries, is to be completed by the 

party whom collected the data. 
Record Working 23

The hydrographer working the record is responsible for 

applying any gage height corrections necessary, and screening, flagging or estimating erroneous gage height record as 

necessary, including radar dips. The reasoning and timing for 

any gage height corrections should be clearly described in the 

Gage Height Corrections section of the station analysis for the 

record period. 

Examination of gage height records should include any 

peak verification data obtained during the record period. Comparison of peak data from high water marks and crest stage 

indicators to the primary recording gage data can indicate if 

the primary recording gage was working properly during the 

rise, and assist in estimating record when the sensor for the 

primary recording gage is damaged during an event.

After an accurate record of gage height has been established, the record worker should apply any shifts or develop a 

new rating if necessary, based on the measurements made and 

hydrologic conditions and events during and before the period 

of record being worked. All applications of shifts or new 

ratings should be clearly described in the Ratings and Shifts 

section of the station analysis for the record period. 

Once any necessary shifts have been applied, days with 

missing or erroneous data should be estimated and the methods and reasoning of estimations described within the Special 

Computations of Discharge section of the station analysis.

Record Working Procedures

Gage Height Record

A record of gage height readings is necessary to develop 

a continuous record of discharge using the stage-discharge 

relationship developed for discharge gages. Occasionally 

gages are subject to errors, which require manual editing or 

estimating of the erroneous gage height record. This occurs 

when radar gages read to troughs in waves, resulting in periodic erroneously low values known as radar dips, and when 

pressure transducer gages become covered in sediment, resulting in short term erroneously high values. When these types of 

problems occur, the true stage that should have been measured 

is generally still apparent in the record, even though individual 

readings may be erratic and do not match the reference gage. 

The gage height record can be edited or estimated by smoothing the erratic data and connecting it with good adjacent data, 

following the trend in stage. An explanation of when edited or 

smoothed gage height record should be flagged as estimated 

is explained in the section of this document titled “Estimating 

Gage Height Record.”

Erroneous Gage Height Record

When working hydrologic records, the gage height is 

examined for readings that are much greater or less than the 

surrounding data. Readings that are determined to not be 

representative of the true stage at that time, and cannot be corrected by application of a gage height correction or accurately 

estimated, are deleted from the “edited value” record in 

NWIS. 

Gage Height Corrections

Gage height corrections can be resultant from movement of the gaging structures, drifting in the calibration of the 

gaging instruments, or problems related to the location of the 

instrumentation (such as drawdown). 

Gage height corrections should be applied any time that 

the primary recorder does not match the reference gage within 

0.01 ft, for conditions that provide comparable and accurate 

readings. Reference gage readings to ice, and readings during 

times of rapidly changing flow when the stage may change in 

the time it takes to make readings of both gages, are exempt 

from gage height corrections because of the unreliable data 

and poor comparability between gages present in those situations. If either gage reading has a plus or minus error of 

greater than 0.01 ft (such as a wire weight reading to a water 

surface with waves), the magnitude of that plus or minus error 

then becomes the minimum difference between gage readings 

for a data correction to be applied. 

It is possible that a discharge measurement will plot 

outside the allowable percent away from the corresponding 

continuous-record instantaneous discharge value after proper 

shifting (based on the reference gage height) has been applied, 

even when the gages read within 0.01 ft. In such cases, if 

applying that correction for a difference of plus or minus 

0.01 ft between the reference and primary recording gages 

brings the continuous-record instantaneous discharge value to 

within of the allowable difference from the measurement, it 

must be applied. For instance, if a measurement is made and 

rated good with the primary gage reading 0.94 ft and the reference gage reading 0.95 ft; however, at that stage the stagedischarge rating for that station is sensitive such that a 0.01 ft 

difference in stage results in a 6 percent change in discharge, 

then a plus 0.01 ft gage height correction is necessary to bring 

the real-time discharge to within the allowable error of the 

measurement. 

Single-Point Gage Height Corrections

Corrections that are due to the vertical movement of 

some part of the gaging structure should consist of a single 

point correction, which is in place throughout all stages. These 

corrections are likely to be caused by an event (orifice struck 

by floating debris, orifice moved by ice, algal growth over an 

orifice resulting in consistent partial plugging), and should 

be put into use at the time that the event is estimated to have 

occurred. Some events occur gradually, and therefore a proration is the most appropriate method of correction application. 

If the event occurred before the current period, the correction should be put into place at the beginning of the current 

period, with a corresponding shift change if necessary. Data 

corrections should never be prorated over time simply for the 

purpose of smoothing or hiding their application; instead they 

should be started immediately at the earliest time data are not 
24 U.S. Geological Survey Quality-Assurance Plan for Surface-Water Activities in Kansas, 2015

in “approved” status when it is believed the correction should 

have been in effect. 

Variable Stage Gage Height Corrections

Variable stage gage height corrections are sometimes 

necessary in situations where the difference between the actual 

and correct readings of a gage changes as the stage increases 

or decreases. An example of this is correcting for draw down 

of a non-submersible pressure transducer or stilling well 

because of the Venturi effect, which increases as stream velocity increases. These variable stage gage height corrections are 

constructed by examining the differences between the primary 

recording and reference gages over a period of time long 

enough to provide multiple comparisons throughout a range of 

stage, but not so long that a physical change has occurred to 

the configuration of the gages, which would cause the comparison data to be invalid. It is therefore necessary to document 

changes to the orifice, such as moving the orifice location from 

a pier to the stream bank, from one stream bank to the other, 

or significant vertical or horizontal changes in position of the 

orifice that would change the velocity profile in the vicinity of 

the orifice. Additionally, changes within the stream, such as 

bank slump, can result in a change to the velocity profile in a 

stream. Any changes that occur in the location of the orifice 

should be documented in the station analysis for that period in 

the Equipment paragraph of the record. 

Variable stage gage height corrections should be examined for validity on a regular basis as part of the record working, checking, and reviewing process. The responsible party 

for each step of the process should examine variable stage 

corrections every time that a new data point in the correction 

range is made available. 

A spreadsheet is available to assist in creating these variable stage corrections, and to document the data points used. 

This spreadsheet is titled “Variable_Corrections.xlsx” and can 

be found at \\igskqdcwgs002\KS_Data_Dir\KSWSC_general\

Software; available on request. Inputs to the spreadsheet are 

raw readings from the primary recording gage, readings from 

the reference gage (corrected if necessary), and the date of the 

inspection. Data points included on the spreadsheet should 

only be from times when the primary recording gage was 

reading different than the reference gage. Use of zero correction readings will skew the results of the linear regression 

being applied making it not representative of the data where a 

correction is necessary. Calculations performed on the spreadsheet determine the difference between the primary recording 

and reference gages, plot the difference versus stage, apply a 

linear regression to determine the stage at which the correction 

begins, and give the points necessary to be input into NWIS to 

correctly apply the linear correction. 

As the correction is a result of changing velocity in the 

vicinity of the orifice, it is likely that at some unknown point 

the water velocity in the vicinity of the orifice reaches a maximum and is no longer affected by a change in stage. It is for 

this reason that close visual examination of the data points as 

they lie on the plot should be performed, checking for a break 

over point at the upper end where the magnitude of correction 

remains relatively stable. 

Variable stage corrections should be input to NWIS as 

two point type 2 corrections. The correction should have a 

magnitude of zero at the lower end. The stage input for the 

upper end should be higher than any stage values reported by 

the gage during the period in question with a magnitude determined by extrapolating the linear equation out to that stage.

Estimating Gage Height Record

Gage height record can be estimated at times when gage 

height data has been semi-accurately collected; however, the 

quality of that data is degraded due to deficiencies in the primary recording gage. Examples of deficiencies in the primary 

recording gage are orifices that become covered in sediment, 

or radar gages that are subject to radar dips. Estimates should 

be performed by following the trend between good adjacent 

readings that are not affected by the errors that cause the estimation. When estimating for a covered orifice, this is generally accomplished by drawing a line connecting the lowest 

readings during the time the orifice is covered. During times 

that radar stage sensors are subject to radar dips, generally the 

trend of stage is recorded; however, many of the values are 

lower than the good adjacent data. Therefore to estimate gage 

height record for radar dips, a line should be drawn from the 

last good reading to the next reading not affected by radar dips 

following the trend in stage. 

All values of corrected gage height record will retain the 

default flagging of “marked as estimated” in ADAPS.

Except at lake gages, mean daily gage height values are 

never directly estimated by the hydrographers, only instantaneous gage height values. The estimation of daily gage height 

values may, however, result in a mean daily value, which is 

marked as estimated by default. 

If a long term data loss occurs at a lake gage, or if a short 

term data loss occurs at a lake gage when adjacent data is not 

of high enough quality to estimate the individual value gage 

height record, then the final daily gage height value should be 

estimated with a daily value remark code of “e” applied.

Special care must be taken prior to finalizing the working of a record period to ensure that no gage height record 

was estimated prior to a gage height correction being applied 

to the record period as estimated values will not be corrected 

automatically.

Peak Gage Height Record Obtained From Auxiliary Data

Estimation of gage height record can also include adding 

an alternative reading of peak stage when the primary recording gage failed to record a peak. Alternative readings of peak 

stage include high water marks, crest stage indicator peaks, or 

a direct reading of a reference gage at the time of a peak. The 

estimated instantaneous value is entered into NWIS at the time 

the peak is judged to have occurred. As this value is derived 

from a reading of the reference gage or an auxiliary gage it 

should be write-protected in NWIS.
Record Working 25

Rating and Shifts

The determination of the stage-discharge relation and 

associated development of the rating is one of the fundamental 

tasks in computing a discharge record. The rating is usually 

the relation between gage height and discharge (simple rating). 

Ratings for some special sites involve additional factors such 

as rate of change in stage, or fall in slope reach (complex ratings) (Kennedy, 1983, p. 14). 

USGS personnel follow procedures for the development, 

modification, and application of ratings that are described in 

Kennedy (1984). Personnel also follow guidelines pertaining 

to rating and records computation that are presented in Rantz 

and others (1982, chap. 10–14 and p. 549) and in Kennedy 

(1983, p. 14). The software application GRSAT is used for rating development and shift analysis.

For each gaging station, the current rating table is available in NWIS, as well as many historic ratings. Ratings are 

reviewed during records review. 

Each rating at a station is given a unique identification 

number beginning with 1. New ratings that are the result of 

(1) a physical change in the stage-discharge relation, (2) extensions of old ratings, or (3) are corrections to minor errors in 

old ratings that have already been approved and therefore cannot be changed. These new ratings are given a new identification number of the next unit higher. Any questions related to 

station ratings should be directed to the Field Office Chief or 

the Data Chief.

Ratings may be subject to an upper-end extension of no 

more than 2.5 times the highest directly measured discharge 

assuming that extension of the rating makes hydrologic sense 

based on observations of the controlling features of the stream, 

and extension on the lower end to one-fourth of the lowest directly measured discharge or to zero flow if the lowest 

measured discharge is 1 ft3

/s or lower or if a gage height of 

zero flow has been obtained with an accuracy of at least plus 

or minus 0.03 ft.

Measurements that are not within the respective error 

bounds to the rating must have a shift implemented to the 

rating which is within the error bounds of the measurement 

unless the measurement is marked as “Do Not Use” in the 

database. This shift application should be put into place within 

1 hour of the measurement being entered into the database, so 

that the discharge data displayed in real-time are as accurate 

as possible based on what is known at the time. Development 

of the shift diagram used should take into account the physical cause for the shift, and at what point this feature would no 

longer affect the stage-discharge relationship. Likewise, the 

physical cause of the shift must be taken into account when 

determining the proper timing for shift application. 

At times of ice-affected control conditions, backwater, beaver dams, or other conditions which render the stage 

discharge relationship invalid, shifts to the rating should 

not be applied; instead the discharge during these periods 

of time should be estimated. Shifts should not be applied to 

measurements which have been marked in the database as “Do 

Not Use.”

Measurements Marked as Do Not Use

Measurements which have been marked as “Do Not 

Use” in the database should have clear documentation within 

the measurement comments describing the reasons that the 

data is considered to be erroneous. When drawing ratings and 

shifts, these measurements should be completely disregarded. 

Unused measurements should have a description in the station 

analysis for the period during which the measurement was 

made explaining the ways that the measurement data is erroneous. A record period must not be worked up to the time of an 

unused measurement until a satisfactory measurement has 

been obtained for discharge sites.

Estimating Discharge for Periodic Errors

Instantaneous values of discharge may be estimated to 

correct for short duration losses of data or to correct for short 

duration periods of erroneous discharge record. Although it is 

acceptable to estimate longer periods of discharge by estimating instantaneous discharge values, the practicality of doing so 

diminishes for durations lasting more than 3 consecutive days. 

Estimation for short periods of time is generally based on 

trend of flow and local precipitation data for the location. The 

daily discharge value may be write-protected if the discharge 

changes by less than 10 percent throughout the estimated 

period and the day that is write-protected has at least 12 consecutive hours of record of not being estimated.

Estimating for Persistent Errors

When the stage-discharge relationship at a site is temporarily too unstable or uncertain to adequately compute streamflow from the record of stage, or when the stage record itself 

is incomplete or erroneous and cannot be estimated for use in 

discharge computations, discharge values must be estimated. 

The most common conditions that negatively affect the stagedischarge relationship are beaver dams, the presence of ice 

in the channel or on the control, and variable backwater from 

a confluence or impoundment downstream. If any of these 

conditions are recognized to be occurring, the discharge record 

must be estimated at the station and measurements must be 

made more frequently to aide in those estimations. 

Estimating Discharge Because of Backwater From Ice

Estimating discharge because of backwater from ice 

requires close comparison to meteorological conditions and 

events that occur during the period of estimation, comparison 

with discharge measurements at the gaging station, comparison to nearby stream gages that remained free of ice during 

the period in question, and taking into account releases from 
26 U.S. Geological Survey Quality-Assurance Plan for Surface-Water Activities in Kansas, 2015

reservoirs if relevant. Estimation of discharge when ice is 

present in the stream is only necessary when ice in the channel or on the control causes the stage to increase. There are a 

couple of conditions described later in this section (ice damming or ice storage upstream from the gage), which can cause 

the stage and flow to decrease at the gage. When this happens, 

the record is normally good, and should not be estimated.

Ice forming in the channel or collecting on the control 

can result in backwater at the gaging station. As the gage 

height record during times of backwater is still accurate, no 

gage height record should be estimated. Shifts to the rating are 

not an allowable method of correcting or estimating discharge 

affected by backwater from ice.

Ice Damming Upstream From the Gaging Location

It is possible for an ice dam to form upstream from the 

gaging site resulting in a temporary decrease in flow as evident by a drop in gage height at the gaging station. Typically 

this ice dam upstream will eventually break loose resulting 

in a rise in the streamflow at the gaging station. In a situation 

such as this, as long as ice does not collect in the channel at 

or below the gage or on the control resulting in backwater, 

no estimation is necessary. It can be determined if backwater 

resulted as the ice dam passed through the control by applying continuity of mass to the streamflow over the period in 

question; the amount of water stored by the ice dam upstream 

should be equal to the amount of water that passes through the 

control when it breaks up. 

Temporary Loss of Discharge to Ice Storage

A portion of the streamflow can also be stored (held back) 

in the channel in the form of ice; therefore, meteorological 

conditions should be taken into account to explain oscillations 

in the trend of discharge values. It is common for sharp drops 

in temperature, especially during periods with little sunshine, 

to result in an increased portion of the streamflow being stored 

as ice in the channel, resulting in a decrease in streamflow. 

Conversely, a period of warm air temperatures with sunny 

days to melt some of the ice in the channel can result in an 

increase in streamflow, even when there is no precipitation at 

the time. 

When these events happen upstream from a streamgage 

that has little or no backwater effect from ice itself, the stages 

recorded by the streamgage can be used to accurately compute 

the record of streamflow that has these fluctuations because 

of upstream freezing and thawing. To verify that the record 

of flow computed by the gage is accurately accounting for 

storage and releases of flow from ice, and not affected by 

backwater from ice itself, compare the volume of water lost 

to storage when the stream freezes to the volume of water that 

melts later on. Although this comparison is not always simple 

to determine, and there are complicating factors at times, in 

general this gives a good indication of the accuracy of the 

flows at the gage when these situations occur (as well as providing evidence of the occurrence). 

Estimating Discharge Because Of Variable Backwater 

Caused by Beaver Dams

Beaver dams create a dynamic obstacle for determining 

streamflow using a stage discharge relationship. The presence 

of beaver activity in a stream can result in backwater at the 

gaging station and decreased quality of measuring sections 

because damming the stream slows water velocities. The backwater from beaver dams is different from that created by ice in 

that the beaver dam activity acts independently from weather 

phenomena, or any measurable criteria that can be monitored 

on a large scale. With the problems of backwater restricted to 

areas that have beavers active in them, it is possible that the 

streamflow at a gaging station affected by unstable control 

conditions from beaver activity can be fairly accurately 

estimated by comparison to the flow at another station nearby 

which is not affected by a beaver dam. Beaver dams tend to 

cause the most severe problems on smaller streams and during 

low flow conditions. The amount of backwater induced by a 

beaver dam is dependent on the size and make-up of the beaver dam in question. Beaver dams are often constructed and 

maintained on a continual basis, therefore a measurement of 

discharge indicates the particular shift at a given point in time, 

but that shift may be invalidated by beavers (or other factors) 

modifying the dam following completion of the measurement. 

For times when beavers are active within a stream, the 

daily discharge must be estimated. Because of the length of 

time beaver dams affect the stage, and the variability in that 

affect, it is almost always impractical to estimate instantaneous values of discharge. It is possible for a beaver dam to be 

present in a stream without changes being made to the dam by 

beavers or other factors, resulting in a stable stage-discharge 

relationship. The described stable situation can be reliably and 

accurately shifted to in most situations. The resulting data is 

required to be marked as estimated only if confidence is low 

for the shift to appropriately calculate discharge throughout 

the range of stage while the shift is in place. For this and other 

reasons, it is KSWSC policy that beaver dams not be modified 

or removed by KSWSC staff, unless there is strong evidence 

that beavers will not build back a dam in the vicinity at any 

time in the near future. Methods for estimating of beaver 

dam-affected discharge record are somewhat similar to those 

used to estimate discharge for ice record, however all considerations for temperature and ice storage and melting can be 

disregarded. 

It is KSWSC policy that shifting of ratings not be used to 

account for changes to beaver dams. The timing and magnitude of shifts cannot be accurately determined from a record 

of stage and discharge. Also, using shifting to estimate record 

is more time consuming than graphical-comparison estimation of discharge records, and is no more accurate. Applying 

estimated shifts based on changes in stage that are assumed 

to be changes to the control, in an attempt to improve realtime discharge values displayed on the internet, also is not 

allowed—be it because of beaver activity in the stream, or 

anything else. 
Record Working 27

Thresholds

Thresholds in NWIS are used to prevent unrealistic readings from gages from making it into the database. In accordance with the Office of Surface Water Technical Memorandum 2014.03, all sites are to have thresholds set at the lowest 

possible value that the instrumentation can accurately read, 

and at the highest possible value that the instrumentation can 

accurately read. These thresholds, which belong under the 

Very Low (VLO) and Very High (VHI) threshold fields in the 

software, should contain the character string (POL), including the parentheses, in the LVH Label (Very High Threshold 

Label) and LVL Label (Very Low Threshold Label). This 

string signals approval for displaying the threshold as a reference line to the public on NWISweb hydrograph plots. The 

KSWSC additionally requires that all stage or elevation data 

descriptors have Very Rapid Increase (VI) and Very Rapid 

Decrease (VD) thresholds set to 0.24 feet per minute, to block 

erroneous single IV spikes from making it into the database, 

and prevent sites from being reported in the OSW spike 

reports. In the event that the VI or VD thresholds screen out 

accurate data on a very flashy stream, the data that has been 

screened out should have the erroneous flagging removed as 

soon as possible for inclusion in the dataset and for display on 

NWISWeb.

For pressure transducers, the highest possible value 

is either the point at which the pressure transducer reaches 

maximum pressure (generally 15 psi or 30 psi), or the point 

at which the equipment in the gage house would become 

inundated. At these sites, the VHI threshold should be set to 

this stage and have the label “(POL)” so that the maximum 

operating limits of the gage will be displayed as a reference 

line on the hydrograph in NWISweb . The lowest possible 

value at these sites is determined by the elevation of the bubbler orifice or submersible transducer sensor. If the pressure 

transducer is installed at a site, which is not subject to going 

dry, the VLO threshold should be set to 0.02 ft higher than this 

lowest possible reading and the LVL Label should include the 

character string (POL), including the parentheses. If the pressure transducer is installed at a site, which may be subject to 

going dry , then the VLO threshold should be set 1 foot lower 

than the elevation of the orifice or offset, and the LVL Label 

should NOT include the character string (POL), but instead 

state “reference line is set in nw_edit.” So that the public are 

notified of the operating limits for the gage in NWISweb, a 

reference line must be manually set and maintained in nw_edit 

with the label “Operating limit (minimum)” at the stage 0.02 ft 

higher than the elevation of the orifice or offset.

For radar gages, the highest possible stage value is 

generally 1 foot below the elevation of the radar, or the point 

at which the equipment in the gage house would become inundated (whichever is lowest). At these sites, the VHI threshold 

should be set to this stage and have the label (POL), including the parentheses. The VLO threshold at these sites should 

be set to the stage at which radar readings are considered to 

definitely be invalid because of interference by the stream 

bed, and should NOT have the (POL) label, but instead state 

“reference line is set in nw_edit.” So that the public are notified of the gage’s operating limits in NWISweb, a reference 

line must be manually set and maintained in nw_edit with the 

label “Operating limit (minimum)” at the stage below that it is 

estimated that the radar begins to be affected by interference 

from the stream bed.

Special Circumstances 

Seiching of Lakes

Lakes are subject to seiching, an oscillation of the surface 

of a landlocked body of water. Seiching can result in the gage 

height fluctuating up and down a few hundredths or even 

tenths of a foot, lasting for up to several hours. The cause 

for such fluctuations is wind pushing the surface water either 

toward or away from the area of the lake where the stage 

sensor is deployed. When this action is sustained it leads to 

an increase or decrease in stage for the lake in the vicinity of 

the sensor as the water piles up at the down-wind shoreline. 

Gage height record that is subject to this phenomenon should 

not be estimated or edited; rather the mean daily values of lake 

water surface elevation and contents should include any values 

subject to seiching.

Inland-River Storm Surge

On rare occasions, in very special conditions, a phenomenon that likely has no official name occurs that affects 

the stage record at streamgages. Strong persistent winds can 

drive water in a stream downwind, which can have the effect 

of increasing the flow when the wind is blowing downstream 

or decreasing the flow when the wind is blowing upstream. In 

both of these cases, the stage discharge relationship likely is 

not substantially affected. If the wind is blowing perpendicular 

to the streamflow direction however, the water in the stream 

can pile up on one bank or the other. When this happens, and 

the stage sensor is located on or very near a bank, the stage 

at the sensor will be higher or lower than the mean stage in 

that cross section of the stream. This condition does affect the 

stage-discharge relationship, because although the flow rate 

likely remains steady, the stage at the sensor either increases 

or decreases. This phenomenon is most common on larger 

streams without good protection from the wind, when stream 

velocities are low, and the stream is shallow; though it can 

happen in other conditions. 

When temporary and unexpected increases or decreases 

in stage occur in a stream-stage record, wind-driven water 

must always be considered as a possible cause. When the 

wind is pushing flow upstream or downstream, it should be 

mentioned in the station analysis for that period, but nothing should be changed in the record of data. When the wind 

is pushing water perpendicular to the normal streamflow 

direction and causing the stage sensor to measure a stage that 
28 U.S. Geological Survey Quality-Assurance Plan for Surface-Water Activities in Kansas, 2015

is higher or lower than the mean stream stage in that cross 

section, then the individual values of stream stage during that 

period should be estimated based on the trend before and after 

the time of wind effect. 

Error Handling and Web Display

Gages producing erroneous data or missing data should 

be repaired as quickly as possible to prevent large quantities 

of data loss, and to allow for real-time uses by the public and 

cooperators to be based on data that is as accurate and complete as possible. To prevent data that is knowingly erroneous 

from being displayed on the internet, erroneous parameters 

should be turned off on the Web using the program nw_edit. 

This program allows for the data to be restricted from view 

with a descriptive notation that indicates to the public why the 

data are not available. For stations where discharge is computed, both stage and discharge must be turned off when stage 

data is determined to be erroneous. The following are error 

codes which are considered acceptable for use in the KSWSC 

for the given circumstance:

Eqp—Equipment Malfunction, the equipment malfunction code is used when the stage sensor is subject to persistent 

erroneous readings, or data are not being received in the database for one reason or another. 

Ice—Flow at station affected by ice, the flow at station 

affected by ice code should be used any time that the stage or 

discharge data is erroneous because of ice in the stream. The 

stage data may become erroneous because of a radar sensor 

reading on an ice covered surface, or when an orifice becomes 

encapsulated in ice. It is preferable to communicate that these 

errors in gage height are not caused by a problem with the 

equipment itself, but rather because of icy conditions in the 

stream, and therefore the gage cannot be repaired to provide 

proper stage data. The discharge should be turned off on the 

Web using this code any time that the stage is turned off using 

this code. If the discharge is affected by ice in the stream causing the stage-discharge relationship to be uncertain or unreliable, then only the discharge should be turned off on the Web.

Bkw—Flow affected by backwater, if a station is subject 

to backwater, the flow affected by backwater code should 

be used. Proper use of this descriptive code is restricted to 

backwater caused by a downstream confluence with another 

stream or reservoir. This code should attribute times when 

the discharge cannot be corrected by a change to the rating or 

shift, yet the discharge is not affected by ice.

Dis—Discontinued station, if a station has been discontinued, the discontinued station code should be used to 

indicate both stage and discharge is no longer available and 

the code should remain in use until the Data Chief determines 

real-time display of the station is no longer necessary.

***—Data temporarily unavailable, the data temporarily 

unavailable code is to be used any time that there is an issue 

requiring data to be masked that is not covered by other error 

codes. For example, this code may be used when a beaver dam 

results in unverified changes to the control.

Checking Hydrologic Records

Each hydrologic record is subject to a quality control process that involves checking of the record, and a review of the 

methods and procedures implemented for the record period. 

These assignments are made in RMS with the system automatically alerting record checkers/reviewers to the availability 

of new records assigned for checking/reviewing by email. It 

is the responsibility of the record checker to complete the following actions:

• (If levels were run during the record period) Examine 

the levels notes for adherence to levels policy; check 

any calculations not calculated automatically by the 

Station Levels program, and check that numbers have 

been correctly transferred from the field notes to the 

station description in SIMS and the results of levels 

summary file. 

• Examine all field notes for accuracy, adherence to 

policy and completeness (including the transfer of 

discharge measurement data into SV Mobile/SiteVisit), 

adherence to policies and procedures on field data collection methods, and proper archival of files including 

levels notes, discharge measurements, and SV Mobile 

files. 

• Ensure that all numbers from the station analysis match 

those in NWIS.

• Ensure that the timing and application of shifts applied 

in NWIS are accurately described in the station analysis, and that all days of missing or estimated record 

have been reported as such in the station analysis. 

• Ensure that gage height corrections are checked for 

proper calculation and appropriate application. 

Records which are determined to be in error by the record 

checker are returned to the record worker for rework.

Reviewing Hydrologic Records

Record reviews are performed on all records by Field 

Office Chiefs, senior technicians, or the Data Chief. The 

purpose of the review is to ensure that proper methods were 

applied throughout the process of obtaining the surface-water 

data and computing the record. It is the responsibility of the 

record reviewer to review the following:
Operation of Index Velocity Stations 29

• Levels should be reviewed, if performed during the 

period, to ensure that all policies are followed. Records 

wherein the levels are more than 3 months overdue, or 

when levels policies were not fully satisfied, should not 

be approved until a proper set of levels are run and any 

needed changes made to the record.

• Changes or corrections by the individual checking the 

record.

• Ensure that both reference and recorder gages were 

read and compared, and that any necessary gage 

height corrections have been applied appropriately and 

described in the station analysis. If there is no comparison of the reference and recorder gages during or after 

the period, one must be obtained before the record can 

be appropriately worked and approved. 

• Shift applications for appropriate implementation, 

taking into account descriptions of the control and 

changes to the control described in the station analysis 

and field notes.

• Check to ensure that the rating in use has been properly 

drawn and continues to accurately calculate discharge. 

Records should not be approved (or marked ready for 

checking for that matter) when ratings lack at least 

three discharge measurements with a stages of at least 

0.5 ft apart, when ratings are extended more than 

2.5 times the highest measurement at the upper end, or 

when ratings are extended below one fourth of the lowest measurement on the lower end.

• Estimations and methods of estimation should be compared to trend of flow and compared to nearby index 

stations.

• Hydrographic comparison with other stations is used 

to examine estimated days, as well as compare shift 

applications and comparison of flows for consecutive 

stations along the same stream. 

• Extremes of stage and discharge should be examined.

• The station description should be reviewed for completeness and accuracy during each period reviewed, 

as well as an especially thorough review for the first 

record period following the end of the water year.

• NWISweb manuscript pages for the station are checked 

for accuracy during each period reviewed, as well as an 

especially thorough review for the first record period 

following the end of the water year.

• Job hazard analysis should be reviewed every time 

that a change occurs affecting the traffic at the site, the 

conditions in the wading section, or an organizational 

change to the job hazard analysis is made. An additional thorough review takes place for the first record 

period following the end of the water year.

Necessary changes are coordinated among the parties, with the 

Data Chief resolving any disputes. When reviews are completed, the station status is changed to “Reviewed” in RMS 

and data aging status is set to “Approved” by the reviewer. 

Using swreview

The KSWSC uses a program called swreview to assist 

with record reviews. Reviewers should use the output from 

this script to examine the following:

• That the individual value discharge hydrograph falls 

within the allowable percent from discharge measurements. 

• For trends that may indicate that a longer term change 

to the control has been in place, or that an average shift 

may be appropriate to multiple measurements made in 

a given stage range.

• That discharge measurements are being made as 

needed to fill in definition gaps within the rating.

• The timing of any shifts applied to the rating, comparing with explanations for the shifts in the station 

analysis and field notes. 

• The shape of the shifted rating to ensure that the shift 

returns to the rating in an appropriate manner and that 

the shift only applies to parts of the rating that should 

be affected by the reported physical change to the 

control.

• For any erroneous data that the record worker failed to 

flag as erroneous and ensures that all estimations are 

proper.

• The discharge hydrograph in relation to comparison 

site discharges.

• The accuracy and validity of the rating in use, the need 

for development of a new rating, and final approval of 

new ratings developed during the period.

Output from the script can be found at http://swr.cr.usgs.gov. 

Documentation describing swreview can be retrieved from 

http://water.usgs.gov/usgs/osw/adaps/swreview.html.

Operation of Index Velocity Stations

Stations where discharge is calculated using the index 

velocity method are subject to special criteria not relevant 

to stations where discharge is calculated using the typical 

stage-discharge method. Detailed methods for operation, 

maintenance, and quality assuring of an index velocity site are 

described in Levesque and Oberg (2012), as well as prescribed 

in Office of Surface Water memorandum 2012.04. Of particular note are some of the procedures required while performing 
30 U.S. Geological Survey Quality-Assurance Plan for Surface-Water Activities in Kansas, 2015

routine maintenance, site visits, and discharge measurements. 

As the instruments used for collecting stream velocity data are 

hydroacoustic instruments, it is required that an independent 

water temperature be obtained for comparison with the logged 

water temperature every time that a site visit is performed. 

Also at each site visit the field person should perform a beam 

check test in the instrument and download the log of beam 

checks for archival. Each time that a discharge measurement 

is performed, the data in the ADVM should be set to log data 

at a 1 minute interval for the duration of the measurement. 

Whereas Office of Surface Water memorandum 2012.04 

policy states that verification of the stage-area rating can be 

performed in 3-year intervals, it is policy in the KSWSC that 

the stage-area rating is checked for accuracy annually.

Operation of Precipitation Gages

Precipitation gages can be operated as either internal or 

public gaging stations. Gages operated for internal purposes 

receive no official quality assurance processes and are used 

only for aid in working of hydrologic records. Data from these 

precipitation gages must not be made available to the public 

because of the lack of quality assurance. 

In contrast, publicly operated precipitation gages are 

generally funded by a cooperator and the data being publicly 

available are thereby subject to quality assurance processes 

described in this document.

Field Procedures for Precipitation Gage 

Operation

The calibration of precipitation gages must be tested at 

least once every 6 months. If the precipitation gage does not 

comply to within 5 percent of the test volume then adjustments to the tipping mechanism must be performed until the 

gage successfully reports within 5 percent of the test volume 

as recommended by Office of Surface Water Technical Memorandum 2006.01. If, after multiple attempts at calibrating a 

precipitation gage, 5 percent compliance cannot be achieved 

then the precipitation gage should be replaced with a gage that 

is within compliance.

The screen and cone of the precipitation gage should 

be inspected at every site visit with any debris that is found 

within the screen and cone removed. Tipping bucket gages 

should have the pivot hinge lubricated with a plastic-safe 

lubricant and the collector cone waxed with liquid car wax at 

the time that the calibration is tested. Inspection notes should 

always include verification the gage is level, there is a visual 

check of a 45 degrees or larger clearance above the collector, 

maintenance activities, 30 tip test wherein the tipping bucket 

is tipped 30 times with number of tips recorded by the data 

collector examined, and calibration information including the 

make/model of calibrator, volume of water used, and flow rate.

Working Precipitation Gage Records

A separate station analysis is necessary for precipitation 

gages operated for public use. The station analysis should be 

written following each inspection of the precipitation gage 

describing performance of the gage during that period. The 

station analysis should include results of calibration procedures, conditions of the screen and funnel at the time of 

inspection, as well as description of any estimates that were 

necessary because of lost data, data that has been determined 

to be inaccurate, or data which is subject to ice or snow in the 

collection cone or melting thereof. Data corrections should not 

be applied to precipitation gages even when the instrument 

is not in calibration, as described in Office of Surface Water 

Technical Memorandum 2006.01 (p. 11).

Estimating Precipitation Record

Estimation for any missing or erroneous record should 

be estimated as described in Office of Surface Water Technical Memorandum 2006.01 (p. 12). Estimates should only be 

performed on daily values of precipitation using an approved 

method with a description of methods used in the station 

analysis.

Checking Precipitation Gage Records

As with all other hydrologic records, each station analysis 

is subject to checking for errors in the data collection calculations and procedures. The primary duty of a record checker for 

a precipitation record is to ensure all calculations at the time 

of the gage calibration have been performed correctly, with a 

secondary responsibility of ensuring that all days of estimated 

data have been included for description in the station analysis.

Reviewing Precipitation Gage Records

Each record period is subject to a review process wherein 

the record reviewer examines the data for any discrepancies 

that the record worker missed. Comparison should be made 

to nearby gages with special attention on days of estimated 

record. Field notes must be examined for compliance with 

policy regarding calibrations and cleaning procedures. 

Storing and Archival of Hydrologic 

Data and Related Metadata

Thorough documentation of qualitative and quantitative 

information describing each gaging station is required. This 

documentation, in the form of a station description, photographs, levels summaries, and an approved hydrologic record 

provides a permanent record of site characteristics, structures, 
Storing and Archival of Hydrologic Data and Related Metadata 31

equipment, instrumentation, elevations, location, and changes 

in conditions at each site.

Station Descriptions

A station description is prepared for each gaging station 

and becomes part of the permanent record for each station. It 

is USGS policy in Kansas that the station description is written when a gage is installed, and then maintained continually 

as changes to the station occur. The responsibility for ensuring 

that station descriptions are prepared correctly and in a timely 

manner is held by the Field Office Chief. Station descriptions 

are written and updated by the personnel who service each 

station. Station descriptions are reviewed continuously by the 

record reviewers, and updates are made when appropriate. 

Station descriptions are stored in the Station Information Management System (SIMS) at http://sims.water.usgs.gov/. 

Station descriptions are written to include specific 

types of information in a consistent format (Kennedy, 1983, 

p. 2). The station description should include the following 

information:

• Description of the gaging structures, instruments and 

locations thereof

• List and description of reference marks used for surveying including location

• Establishment and history of the gaging site, including 

any changes to the location, datum, methods of instrumentation, regulation, and major changes to the control 

features (for example, removal or installation of low 

head dam, construction of levees, and so on)

• Description of the control features

• Description and location of the most commonly measured section

• Historical floods in the vicinity

• A road log may be included in the station description, but is not required if GPS navigation systems 

can adequately lead a person to the gaging location in 

all flow conditions. If a road log is not included then 

the station description must include the latitude and 

longitude of the gaging station. Files for use in Garmin 

brand GPS devices can be found stored on the network 

at \\Sps3dkslwr\data\Data_Archive\GPS_files; available on request.

Photographs

Photographs are used to document conditions and events 

at the gaging stations, conditions of the stream, as well as 

the physical set up of the gaging station. A slideshow display 

of multiple photographs is presented on NWISweb for each 

respective gaging site. It is the responsibility of the DBA to 

publish these photographs to the slideshow on NWISweb. 

Photographs should be retained in the directory specific 

to each station in the data archive. For example, the directory 

location for photographs at the site Turkey Creek near Seneca 

can be found at \\igskqdcwgs002\KS_Data_Dir\Station_Specific\06814000_Seneca\photos; available on request.

A list of features to be photographed includes, but is not 

limited to the following:

• Gage house, from a distance showing mast, solar 

panels, antenna and preferably indicating proximity to 

roads or other hazards

• Inside of gage house showing current equipment in use

• Reference gages

• The stream from mid-channel looking upstream, downstream and throughout the range of flows at the gage

• The stream in various seasonal conditions

• Low flow control

• High flow control

• Photographs of the control during the latest two visits 

to the gage, these are to be used for workers and 

reviewers to compare changes throughout a record 

period. 

Photographic metadata should be used to describe the contents of each photograph, the photographer, and any relevant 

information. Using this metadata allows for a more efficient 

method of searching for photographs to use in reports and 

presentations.

Documents at Gages

At each gaging station there also is a station folder. This 

file contains the operation log, station description, current 

rating table, current levels summary, a data-collection platform (DCP) set-up sheet, job hazard analysis, traffic-control 

plan, and any other materials needed to operate and maintain 

the gage. It is the responsibility of the hydrographer servicing 

the gaging station to make sure these files are maintained and 

updated at the end of each year. 
32 U.S. Geological Survey Quality-Assurance Plan for Surface-Water Activities in Kansas, 2015

Other Data

All other electronic data exist in the NWIS database for 

the KSWSC, or in the electronic archival directory (\\igskqdcwgs002\KS_Data_Dir) for the KSWSC. Paper documents 

including field notes collected before implementation of 

digital note-taking methods are located in the back files of the 

respective field offices. Any new documents that are created 

on paper are digitally scanned and stored in the directory in 

the location pertinent to the given document. 

Safety

Performing work activities in a manner that ensures the 

safety of personnel and others is the highest priority of the 

KSWSC. Beyond the obvious negative impacts that unsafe 

conditions can have on personnel such as accidents and personal injuries, they also can have a direct effect on the quality 

of surface-water data and data analysis. For example, errors 

may be made when attention to detail is compromised by an 

individual because of dangerous conditions creating distractions. So that personnel are aware of, and follow, established 

procedures and policies that promote all aspects of safety, the 

KSWSC communicates information and directives related to 

safety to all personnel by in-house training classes, memorandums, videos, a KSWSC safety Web site, and safety posters. 

Specific policies and procedures related to safety are in the 

facility protection plan, the traffic control plan, the flood plan, 

and job hazard analyses for individual streamgages. It is the 

responsibility of each employee to attend scheduled safety 

training, read all assigned safety material, and practice safe 

work habits at all times. 

An individual has been designated as the KSWSC Safety 

Officer by the Director. The duties of the Safety Officer 

include knowing all safety requirements, organizing all safety 

inspections, organizing needed safety training, maintaining 

the safety Web page, and assisting in filing all required safety 

forms including accident reports. The Safety Officer attends 

regularly scheduled meetings with other Safety Officers to 

share information and review and discuss safety policy. 

Personnel who have questions or concerns pertaining 

to safety, or who have suggestions for improving aspects of 

safety, should direct those questions, concerns, and suggestions to the KSWSC Safety Officer, Data Chief, or Director. 

Copies of the KSWSC traffic control plan and site-specific 

job hazard analyses should be kept in each field office and the 

respective gaging stations. 

Training

Ensuring that personnel obtain knowledge of correct 

methods and procedures is a vital aspect of maintaining the 

quality of surface-water data. By providing appropriate training to personnel, the KSWSC increases the quality of work 

and reduces the likelihood of potential errors. 

Available training is communicated to all KSWSC 

employees through the use of electronic mail and other oral 

or written means. Personnel are encouraged to seek appropriate training at all times and to identify needs or specific 

requests for training to the Data Chief or Director. Each year, 

the KSWSC senior staff discusses and prioritizes training for 

the following year. The result of this discussion is the KSWSC 

training plan. Room for contingency training exists in this 

plan and requests for training other than that on the training 

plan should be communicated to the Data Chief or Director. 

Needed safety training should be included in the annual training plan. New or inexperienced employees are given on-thejob training under the direction of the Data Chief, Field Office 

Chief, and other experienced hydrographers. 

At least once every 2 years, the KSWSC holds a training week. Contents of the training week are determined by 

KSWSC managers and appropriate offsite trainers are brought 

in as needed. 

Summary

Information included in the USGS Surface Water 

Quality-Assurance Plan for Kansas documents the policies 

and procedures that ensure high quality in the collection, 

processing, analysis, publication and storage of surface-water 

data. The roles and responsibilities of KSWSC personnel for 

carrying out these policies and procedures are presented, as 

are issues related to management of the computer database and 

issues related to employee safety and training.

References Cited

Arcement, G.J., and Schneider, V.R., 1989, Guide for selecting 

Manning’s roughness coefficients for natural channels and 

flood plains: U.S. Geological Survey Water-Supply Paper 

2339, 38 p.

Barnes, H.B, 1967, Roughness characteristics of natural channels: U.S. Geological Survey Water-Supply paper 1849, 

213 p.
References Cited 33

Benson, M.A., and Dalrymple, Tate, 1967, General field and 

office procedures for indirect discharge measurements: 

U.S. Geological Survey Techniques of Water-Resources 

Investigations, book 3, chap. A1, 30 p.

Bodhaine, G.L., 1982, Measurement of peak discharge at 

culverts by indirect methods: U.S. Geological Survey Techniques of Water-Resources Investigations, book 3, chap. A3, 

60 p.

Campbell, P., 2014, Standard Operating Procedures for underice discharge measurements using ADCPs, 38 p.

Carter, R.W., and Davidian, Jacob, 1968, General procedures 

for gaging streams: U.S. Geological Survey Techniques of 

Water-Resources Investigations, book 3, chap. A6, 13 p.

Davidian, Jacob, 1984, Computation of water-surface profiles 

in open channels: U.S. Geological Survey Techniques of 

Water-Resources Investigations, book 3, chap. A15, 48 p.

Fulford, J.M., 1994, User’s guide to SAC, a computer program 

for computing discharge by slope-are method: U.S. Geological Survey Open-File Report 94–360, 31 p.

Fulford, J.M., 1998, User’s guide to the U.S. Geological Survey culvert analysis program, version 97-08: U.S. Geological Survey Water-Resources Investigations Report 98–4166, 

70 p.

Kennedy, E.J., 1983, Computation of continuous records of 

streamflow: U.S. Geological Survey Techniques of WaterResources Investigations, book 3, chap. A13, 53 p.

Kennedy, E.J., 1984, Discharge ratings at gaging stations: 

U.S. Geological Survey Techniques of Water-Resources 

Investigations, book 3, chap. A10, 59 p.

Kenney, T.A., 2010, Levels at gaging stations: U.S. Geological 

Survey Techniques and Methods, book 3, chap. A19, 60 p.

Levesque, V.A., and Oberg, K.A., 2012, Computing discharge 

using the index velocity method: U.S. Geological Survey 

Techniques and Methods, book 3, chap. A23, 148 p.

Marintzer, L. S. and Foster, G. M., 2014, Traffic Control 

Handbook and Safety Policy for Work on Bridges and 

Around Roadways for the Kansas Water Science Center, 

2014, 40 p.

Matthai, H.F., 1967, Measurement of peak discharge at width 

contractions by indirect methods: U.S. Geological Survey 

Techniques of Water-Resources Investigations, book 3, 

chap. A4, 44 p.

Mueller, D.S., 2013, extrap—Software to assist the selection 

of extrapolation methods for moving-boat ADCP streamflow measurements: Computers & Geosciences, v. 54, 

p. 211–218.

Mueller, D.S., Wagner, C.R., Rehmel, M.S., Oberg, K.A,, and 

Rainville, Francois, 2013, Measuring discharge with acoustic Doppler current profilers from a moving boat (ver. 2.0, 

December 2013): U.S. Geological Survey Techniques and 

Methods, book 3, chap. A22, 95 p. [Also available at http://

dx.doi.org/10.3133/tm3A22.]

Rantz, S.E., and others, 1982, Measurements and computation 

of streamflow, volumes 1 and 2: U.S. Geological Survey 

Water-Supply Paper 2175, 631 p.

Sauer, V.B., and Turnipseed, D.P., 2010 Stage Measurement 

at Gaging Stations: U.S. Geological Survey Techniques and 

Methods, book 3, chap. A7, 45 p. 

Shearman, J. O., 1990, User’s manual for WSPRO—A 

computer model for water surface profile computations: U.S. Federal Highway Administration Report, 

FHWA–IP-89–027, 187 p.

Turnipseed, D.P., and Sauer, V.B., 2010, Discharge measurements at gaging stations: U.S. Geological Survey Techniques and Methods, book 3, chap. A8, 87 p.

Memorandums Cited

The following memorandums were cited in this report. 

Copies of the memorandums are available to the public at 

the following Web site: http://water.usgs.gov/osw/pubs/

techmemos.html.

Office of Surface Water memorandum 87.05

Office of Surface Water memorandum 89.08

Office of Surface Water memorandum 92.10

Office of Surface Water memorandum 92.11

Office of Surface Water memorandum 93.07 

Office of Surface Water memorandum 96.03

Office of Surface Water memorandum 96.04

Office of Surface Water memorandum 2006.01

Office of Surface Water memorandum 2010.07

Office of Surface Water memorandum 2011.08

Office of Surface Water memorandum 2012.01

Office of Surface Water memorandum 2012.04

Office of Surface Water memorandum 2014.03

Office of Surface Water memorandum 2014.04

Office of Surface Water memorandum 2014.06

Office of Surface Water memorandum 2014.08
Publishing support provided by: 

Rolla Publishing Service Center

For additional information concerning this publication, contact: 

Director, USGS Kansas Water Science Center 

4821 Quail Crest Place 

Lawrence, KS 66049 

(785) 842–9909

Or visit the Kansas Water Science Center Web site at: 

http://ks.water.usgs.gov

Painter and Loving—U.S. Geological Survey Quality-Assurance Plan for Surface-Water Activities in Kansas, 2015—Open-File Report 2015–1074

ISSN 2331-1258 (online)

http://dx.doi.org/10.3133/ofr20151074