Cover photos: Left: Edward Moran, hydrologist with the U.S. Geological Survey, Alaska Science Program, is setting 

up a survey-grade global positioning system on a Natural Resources Canada-Geodetic Survey Division benchmark. 

Survey-grade global positioning systems are used to update and expand survey control along Kootenay Lake, British Columbia. Right: U.S. Geological Survey scientists on the Kootenai River are mapping riverbank elevations by 

means of a mapping-grade laser rangefinder and angle encoder interfaced with a survey-grade global positioning 

system. The scientists also are mapping the river bathymetry by using an onboard, survey-grade echo sounder 

interfaced with a survey-grade global positioning system and bathymetric mapping software.
Surveying Cross Sections of the Kootenai River 

Between Libby Dam, Montana, and Kootenay Lake, 

British Columbia, Canada

By Gary J. Barton, Edward H. Moran, and Charles Berenbrock

 

Prepared in cooperation with

U.S. Army Corps of Engineers, Idaho Department of Fish and Game, and 

Kootenai Tribe of Idaho

Open-File Report 2004–1045

Boise, Idaho

2004
U.S. DEPARTMENT OF THE INTERIOR

Gale A. Norton, Secretary

U.S. GEOLOGICAL SURVEY

Charles G. Groat, Director

For more information about the USGS and its products:

Telephone: 1-888-ASK-USGS

World Wide Web: http://www.usgs.gov/

Any use of trade, product, or firm names in this publication is for descriptive purposes only and does not imply endorsement by the U.S. Government.

Although this report is in the public domain permission must be secured from the individual copyright owners to reproduce any copyrighted materials 

contained within this report.

Barton, G.J., Moran, E.H., and Berenbrock, Charles, 2004, Surveying cross sections of the Kootenai River between Libby Dam, Montana, and Kootenay 

Lake, British Columbia,Canada: U.S. Geological Survey Open-File Report 2004–1045, 35 p.
CONTENTS

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

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

Purpose and scope.......................................................................................................................................................... 2

Description of study area ............................................................................................................................................... 2

Acknowledgments........................................................................................................................................................... 4

Establishing survey control stations ...................................................................................................................................... 4

Collection of stream channel cross-section data................................................................................................................ 8

Surveying stream channels at cross sections............................................................................................................ 9

Surveying streambanks at cross sections .................................................................................................................. 9

Quality control procedures ............................................................................................................................................ 9

Static global positioning system measurements ............................................................................................. 9

Computation of coordinates and elevations for survey control stations..................................................... 11

Accuracy of real-time kinematic global positioning system measurements.............................................. 11

Accuracy of depth-sounder measurements..................................................................................................... 11

Accuracy of total station measurements.......................................................................................................... 11

Stream channel cross sections .............................................................................................................................................. 11

Developing stream channel cross sections................................................................................................................ 15

Accuracy of stream channel survey data ................................................................................................................... 15

 References cited ...................................................................................................................................................................... 15

Appendix A. National Geodetic Survey report on coordinate computations for survey control stations 

in Idaho and Montana....................................................................................................................................................... 25

FIGURES

1–3. Maps showing:

1. Location of the Kootenai River drainage basin, selected streamflow-gaging stations, and dams 

in Montana, Idaho, and British Columbia, Canada ................................................................................................. 3

2. River mile locations and index of enlarged figures showing stream channel cross-section 

locations on the Kootenai River in Montana, Idaho, and British Columbia, Canada ....................................... 17

3. Locations of stream channel cross sections and survey control stations on the Kootenai River:

3a. River mile 202.7 to 221.9 in Montana .............................................................................................................. 18

3b. River mile 190.2 to 202.7 in Montana ............................................................................................................. 19

3c. River mile 170.0 to 190.2 in Montana .............................................................................................................. 20

3d. River mile 156.0 to 170.0 in Idaho .................................................................................................................... 21

3e. River mile 139.0 to 156.0 and the white sturgeon spawning reach near Bonners Ferry, Idaho ........... 22

3f. River mile 105.5 to 139.0 in Idaho ..................................................................................................................... 23

3g. River mile 77.251 to 105.5 in British Columbia, Canada ............................................................................... 24

4. Computer screen image showing the navigational and bathymetric mapping software that displays

and tracks the survey vessel positions ............................................................................................................................ 10

Contents iii
5. Graphs showing representative stream channel cross sections for the various geomorphic reaches

of the Kootenai River:

5a. Canyon reach from river mile 159.2 to 221.9 in Idaho and Montana ........................................................... 12

5b. Buried gravel-cobble reach and the braided reach from river mile 149.2 to 159.2 in Idaho ................... 13

5c. Meander reach from river mile 77 to 149.2 in British Columbia, Canada, and Idaho ............................... 14

 TABLE

1. Site information for survey control stations on the Kootenai River between Libby Dam, Montana, 

and Kootenay Lake, British Columbia, Canada ............................................................................................................... 5

CONVERSION FACTORS, VERTICAL DATUM, AND OTHER ABBREVIATED UNITS

Multiply By To obtain

foot (ft) 0.3048 meter (m)

foot per second (ft/s) 0.3048 meter per second (m/s)

mile (mi) 1.609 kilometer (km)

pound (lb) 0.4536 kilogram (kg)

square mile (mi2) 2.590 square kilometer (km2)

Temperature is given in degrees Fahrenheit (°F), which can be converted to degrees Celsius (°C) by use of the following 

equation: °C=(°F-32)/1.8

DATUM

Vertical coordinate information was referenced to the World Geodetic System of 1984 (WGS84, G873) and the North American 

Vertical Datum of 1988 (NAVD88).

Horizontal coordinate information was referenced to the World Geodetic System of 1984 (WGS84, G873) and the North American Datum of 1983 (NAD83), Idaho Transverse Mercator - North American Datum 1983/1998 Idaho West, in meters.

Other abbreviated units:

Hz, hertz

kHz, kilohertz

iv Surveying Cross Sections, Kootenai River
1

Surveying Cross Sections of the Kootenai 

River Between Libby Dam, Montana, and 

Kootenay Lake, British Columbia, Canada

ABSTRACT

The declining population of Kootenai River 

white sturgeon, which was listed as an Endangered 

Species in 1994, has prompted a recovery team to 

assess the feasibility of various habitat enhancement scenarios to reestablish white sturgeon populations. As the first phase in this assessment, the 

U.S. Geological Survey collected stream channel 

cross-section and longitudinal data during 2002–

03 at about 400 locations along the Kootenai River 

from Libby Dam near Libby, Montana, to where 

the river empties into Kootenay Lake near Creston, British Columbia, Canada.

Survey control stations with a horizontal and 

vertical accuracy of less than 0.1 foot were established using a global positioning system (GPS) 

prior to collection of stream channel cross-section 

data along the Kootenai River. A total of 245 cross 

sections were surveyed. Six cross sections 

upstream from Kootenai Falls were surveyed using 

a total station where the river was too shallow or 

dangerous to navigate by vessel. The remaining 

239 cross sections were surveyed by interfacing 

real-time GPS equipment with an echo sounder to 

obtain bathymetric data and with a laser rangefinder to obtain streambank data. These data were 

merged, straightened, ordered, and reduced in size 

to be useful. Spacing between these cross sections 

ranged from about 600 feet in the valley flat near 

Deep Creek and Shorty Island and near bridges to 

as much as several miles in other areas.

These stream channel cross sections will provide information that can be used to develop 

hydraulic flow models of the Kootenai River from 

Libby Dam, Montana, to Queens Bay on Kootenay 

Lake in British Columbia, Canada. 

INTRODUCTION

Many local, State, and Federal agencies are concerned about the declining population of white sturgeon (Acipenser transmontanus) in the Kootenai River 

in Idaho. In 1994, the Kootenai River white sturgeon 

was listed as an Endangered Species, and fishing for 

this species was prohibited. The white sturgeon population decline is reflected in fewer juvenile sturgeon 

and an overall decline in spawning success (U.S. Fish 

and Wildlife Service, 1999). The last successful 

recruitment of white sturgeon occurred in 1974. 

Recruitment occurs when a spawning event produces 

juvenile fish that survive to create a new year-class of 

fish in sufficient numbers to maintain the fish population. 

Lack of Kootenai River white sturgeon recruitment has been attributed, at least in part, to changes in 

the natural streamflow regime of the Kootenai River 

after closure of Libby Dam near Libby, Montana, in 

1972. These changes are hypothesized to have 

adversely affected channel substrate and sturgeon 

spawning habitat near Bonners Ferry, Idaho (fig. 1; 

Collier and others, 1996). Other changes in the 

Kootenai River that could have affected the spawning 

substrate are the construction of dikes on the natural 

levees, changes in backwater conditions near Bonners 

Ferry caused by changes in the level of Kootenay Lake, 

and loss of wetlands in the river valley.

The Kootenai River White Sturgeon Recovery 

Team, composed of scientists and engineers from the 

Kootenai Tribe of Idaho (KTOI) and several local, 

State, Federal, and Canadian agencies, is trying to reestablish the recruitment of white sturgeon. Recognizing 

this, the U.S. Geological Survey (USGS), in cooperaBy Gary J. Barton, Edward H. Moran, and Charles Berenbrock
2 Surveying Cross Sections, Kootenai River 

tion with the U.S. Army Corps of Engineers, the Idaho 

Department of Fish and Game (IDFG), and the KTOI, 

is conducting several studies that will provide the 

recovery team with information to develop hydraulic 

flow models of the Kootenai River from Libby Dam, 

Montana, to Queens Bay on Kootenay Lake in British 

Columbia, Canada. These models can be used to 

assess the feasibility of various habitat enhancement 

scenarios to reestablish the recruitment of white sturgeon.

PURPOSE AND SCOPE

The purpose of this report is to (1) describe methods for surveying stream channel cross sections from 

Libby Dam (Montana) to where the Kootenai River 

empties into Kootenay Lake (British Columbia); (2) 

present latitude, longitude, and elevation data for survey control stations that were established to provide 

horizontal and vertical referencing for the cross-section 

data; and (3) provide an online link to the complete set 

of cross-section data collected during this study. 

Selected cross sections that were representative of each 

geomorphic reach in the study area are presented in 

graphical form in this report. Additional cross-section 

and longitudinal data were obtained in the white sturgeon spawning reach near Bonners Ferry, Idaho (fig. 

1), for use in developing a multidimensional hydraulic 

model. Cross sections also were obtained at bridges 

throughout the study area. These bridge data are not 

published in this report but can be obtained by contacting the following USGS office: U.S. Geological Survey, 230 Collins Road, Boise, Idaho 83702-4520.

DESCRIPTION OF STUDY AREA

The Kootenai River begins in British Columbia, 

Canada, and flows through Montana, Idaho, and back 

into British Columbia (fig. 1). The study area is the 

reach of the Kootenai River from Libby Dam in Montana at river mile (rm) 221.9 to where the river empties 

into Kootenay Lake at rm 77.251 and includes the 

spawning habitat for the Kootenai River population of 

white sturgeon near Bonners Ferry, Idaho, from rm 

139.8 to 153.3 (figs. 2 and 3a–g, back of report). The 

Kootenai River is referred to as the Kootenay River in 

British Columbia. For the purpose of this report and as 

a matter of convenience, the United States spelling 

(Kootenai) will be used when referring to the river, and 

the Canadian spelling (Kootenay) will be used when 

referring to the lake because it is located entirely 

within British Columbia, Canada.

The Kootenai River Basin is an international 

watershed that drains parts of British Columbia, Montana, and Idaho (fig. 1). The Kootenai River drainage 

basin is located within the Northern Rocky Mountains 

physiographic province, which is characterized by 

north- to northwest-trending mountain ranges. The 

Rocky Mountains form much of the eastern basin 

boundary, the Selkirk Mountains form the western 

basin boundary, and the Cabinet Mountains form the 

southern basin boundary. The Kootenai River is 448 mi 

long and drains an area of 17,600 mi2. The river’s elevation is 11,870 ft at its headwaters in British Columbia. 

At Kootenai Falls, located 29 mi downstream 

from Libby Dam, the river loses 300 ft of elevation 

over a distance of a few hundred yards and creates a 

natural fish-migration barrier. At Bonners Ferry, 

located 69 mi downstream from Libby Dam and near 

the upstream end of the white sturgeon habitat, the 

Kootenai River flows westward into a nearly straight, 

northwest-trending, 298-mi-long trough known as the 

Purcell Trench. The Purcell Trench is flanked by the 

Selkirk Mountains on the west and by the Purcell 

Mountains on the east. Here, the river meanders northwestward through the broad, flat bottomlands referred 

to as the Kootenai Flats (fig. 1) for about 50 mi to 

Kootenay Lake near Creston, British Columbia. The 

Kootenai River then flows from the lower end of the 

West Arm of Kootenay Lake for about 20 mi and empties into the Columbia River at Castlegar, British 

Columbia. 

Bonnington Falls, which now is the site of four 

dams, isolates white sturgeon from other populations 

of fish in the Columbia River Basin. The natural barrier 

has isolated the Kootenai River white sturgeon for 

approximately 10,000 years (Northcote, 1973). 

The river’s elevation is about 1,844 ft at the confluence of Kootenay Lake, located 146 rm downstream 

from Libby Dam. Kootenay Lake creates backwater 

conditions in the Kootenai River to a point downstream 

from the mouth of Deep Creek (rm 149.2) near Bonners Ferry. During May, June, and early July, when 

lake stage and river discharge are high, backwater conditions can extend a few miles upstream from the U.S. 

95 Bridge (about rm 153) at Bonners Ferry (fig. 3e). 
Lake Creek

Kootenay

River

Moyie River

River

Yaak

River

Kootenai

River

Kootenay

L

Kooc

River

St. Mary

Fisher

West

Arm

Kootenay

Lake

Columbia

River

Columbia

Lake

Slocan

Lake

River

Slocan

Libby

Dam

Lake

Creek

Dam

Kootenai

Falls

Dam

Moyie

Dam

Corra

Lynn

Dam

Bonners

Ferry

Troy

Libby

Creston

Porthill

Nelson

Castlegar

Crossport

Moyie

Springs

Queens

Bay

Proctor

Bonnington

Falls

Grohman

Narrows

Copeland

Kimberley

Cranbrook

12318500

12304500

12301933 

00 40 20 60 80 KILOMETERS

20 40 MILES

Base from U.S. Geological Surveydigital data, 1:100,000, 1980Albers Equal-Area projectionStandard parallels 43° 30', 47° 30',

and -114° 00', 41° 45'No false easting or false northing

115 

115 

° 116 40' ° 00' 116° 20' 116° 40' 117° 00' 117° 117 20' ° 40'

118° 00'

48° 20'

48° 40'

49° 00'

49° 20'

49° 40'

50° 00' 

British

Columbia

Idaho

Montana

CANADA

UNITED STATES

PURCELL MOUNTAINS

SELKIRK

MOUNTAINS

CABINET

MOUNTAINS

EXPLANATION

Expanded area shown in figure 2U.S. Geological Survey gaging station and identifierWest Kootenay Power and Light gaging station

12318500

CANADA

UNITED STATES

Kootenai River

Drainage Basin

Figure 1. Location of the Kootenai River drainage basin, selected streamflow-gaging stations, and dams in Montana, Idaho, and British Columbi
4 Surveying Cross Sections, Kootenai River 

During periods of low flow, backwater conditions 

diminish and free-flowing water may extend a few 

miles downstream from the U.S. 95 Bridge.

Corra Lynn Dam, located at the outlet of 

Kootenay Lake (fig. 1), was completed in 1931. Corra 

Lynn Dam is operated for hydroelectric power and 

affects water levels in Kootenay Lake and, hence, in the 

backwater-affected reach of the Kootenai River. The 

river channel upstream from the dam at Grohman Narrows was deepened in 1939 to remove obstructions to 

free flow in the river and reduce hydraulic losses in the 

forebay of the dam (International Joint Commission, 

1938, Order of Approval, Kootenay Lake; accessed 

January 21, 2004, at http://www.ijc.org/conseil_board/ 

kootenay_lake/en/kootenay_mandate_mandat.htm). 

This allowed the lake to be kept at a lower level for 

dam operation, thus reducing the backwater effect in 

the Kootenai River. Construction of Libby Dam began 

in 1966, and Koocanusa Reservoir was officially 

impounded on March 21, 1972. Libby Dam is operated for flood protection, hydroelectric power, and recreational opportunities.

Synder and Minshall (1996) and Barton (in press) 

classified four geomorphic reaches in the Kootenai 

River between Libby Dam and Kootenay Lake: a canyon reach, a braided reach, a gravel-cobble reach, and a 

meander reach. The canyon reach extends from Libby 

Dam to 1.2 mi downstream from the mouth of the 

Moyie River. Here, the valley broadens and the river 

forms a low-gradient, braided reach as it courses over 

gravel and cobbles. This braided reach extends downstream into the study area to a bedrock constriction 

near the U.S. 95 Bridge over the Kootenai River at 

Bonners Ferry. The buried gravel-cobble reach extends 

downstream from this bedrock constriction to the 

mouth of Deep Creek near Bonners Ferry. The meander reach extends from rm 149.9, 0.7 mi upstream from 

the mouth of Deep Creek, to the confluence with 

Kootenay Lake (fig. 3e–g). 

Paragamian and others (2001; 2002) identified 

five primary reaches in the Kootenai River between rm 

141.6 and 149.0 where white sturgeon spawned during 

the period 1994–99 and observed that spawning 

occurred mostly in the outsides of river bends in the 

thalweg. The white sturgeon spawning habitat includes 

the buried gravel-cobble reach but principally lies 

within the meander reach.

ACKNOWLEDGMENTS

The authors thank the people of the Kootenai 

River Valley in Idaho, Montana, and British Columbia, 

who provided access to the Kootenai River for surveying. The authors also appreciate that Andre Mainville 

of the Geodetic Survey Division, Natural Resources 

Canada, in Ottawa, Canada, provided the USGS with 

Canadian survey control converted to the NAVD88 

datum. Dennis G. Milbert of the National Geodetic 

Survey (NGS) in Silver Spring, Maryland, and Andre 

Mainville addressed the issue of modeling geoid height 

across the United States and Canadian international 

border. Curt Smith of the NGS contributed many hours 

to compute coordinates for survey control stations 

using static global positioning system (GPS) data collected by USGS field personnel. Rick Backsen of the 

USGS in Post Falls, Idaho, the lead vessel operator for 

this project, safely operated the vessel under very difficult flow conditions in the Kootenai River and helped 

with many logistic issues. Paul Kinzel, USGS hydrologist, provided technical support on configuring the 

bathymetric mapping system software. Jon Nelson, 

USGS research hydrologist in Denver, Colorado, provided a survey-grade depth sounder for the project. 

USGS hydrologic technicians Tim Morgan and Russ 

Christensen and USGS hydrologist John Gralow 

worked long hours establishing survey control stations. 

Kimberly Mueller, student with the USGS in Tacoma, 

Washington, entered survey control field measurements 

into the NGS database.

ESTABLISHING SURVEY CONTROL STATIONS

Survey control stations were established between 

Libby Dam, Montana, and Queens Bay, British Columbia. Survey control based on GPS data collected during 

March and April 2002 and October and November 

2002 was used for the horizontal and vertical referencing of stream channel cross sections. Coordinates for 

22 stations were calculated by the NGS, coordinates 

for 50 stations were calculated by a contractor, and 

coordinates for 8 stations were calculated by both the 

NGS and the contractor. Although the NGS and the 

contractor used different geoid models and data processing software, the data were comparable, on the 

basis of the results from the 8 stations processed by 

both approaches.

Static GPS data were collected at 30 survey control stations (fig. 3a–g, table 1) from Libby Dam, Mon-
Latitude1 Longitude1 Latitude1 Longitude1

48 59 46.00685N 116 30 27.82384W 1,716.161 48 59 46.00689N 116 30 27.82410W 1,769.911 1,716.480 Geoid99 No ID NGS (a, b)48 59 18.80705N 116 32 31.62269W 1,711.982 48 59 18.80714N 116 32 31.62284W 1,765.558 1,712.123 Geoid 99 No ID NGS (a, b)

7 48 57 45.70141N 116 25 10.87204W 2,158.579 48 57 45.70198N 116 25 10.87270W 2,211.519 2,158.635 Geoid99 Yes ID NGS (b, c)

48 54 42.81823N 116 25 02.21633W 1,717.930 48 54 42.81878N 116 25 02.21623W 1,771.575 1,718.238 Geoid99 No ID NGS (a, b)48 54 12.62035N 116 24 01.02299W 1,722.215 48 54 12.62027N 116 24 01.02311W 1,775.633 1,722.300 Geoid99 No ID NGS (a, b)

2 48 48 19.17730N 116 19 43.81150W 2,197.713 48 48 19.17725N 116 19 43.81151W 2,251.493 2,197.881 Geoid99 Yes ID NGS (b,c)

48 47 37.72770N 116 22 53.89054W 1,739.642 48 47 37.72832N 116 22 53.89031W 1,793.573 1,739.826 Geoid99 No ID NGS (a, b)48 44 20.03407N 116 24 51.85295W 1,718.898 48 44 20.03417N 116 24 51.85303W 1,772.667 1,719.062 Geoid99 No ID NGS (a, b)

6 48 43 52.82776N 116 15 29.79990W 2,276.342 48 43 52.82789N 116 15 29.80014W 2,330.154 2,276.430 Geoid99 Yes ID NGS (b, c, d)8 48 43 50.77290N 116 17 35.02155W 2,279.472 48 43 50.77300N 116 17 35.02199W 2,333.514 2,279.564 Geoid99 Yes ID NGS (b, c)

48 43 29.21592 N 116 09 13.29477W 2,294.301 48 43 29.21574N 116 09 13.29516W 2,347.556 2,294.495 Geoid99 No ID NGS (a, b)

48 42 19.02312N 116 22 11.06155W 1,723.205 48 42 19.02326N 116 22 11.06146W 1,777.644 1,723.468 Geoid99 No ID NGS (a, b)48 42 18.79595N 116 22 10.80187W 1,721.352 48 42 18.79462N 116 22 10.80246W 1,776.496 1,722.320 Geoid99 No ID NGS (a, b)48 41 53.65111N 116 18 43.21616W 1,729.531 48 41 53.65106N 116 18 43.21643W 1,783.829 1,729.603 Geoid99 No ID NGS (a, b)48 41 53.18653N 116 18 44.80826W 1,728.445 48 41 53.18628N 116 18 44.80846W 1,782.720 1,728.491 Geoid99 No ID NGS (a, b)

5 48 41 23.35287N 116 06 04.70846W 2,250.627 48 41 23.35291N 116 06 04.70843W 2,303.599 2,250.686 Geoid99 Yes ID NGS (b, c, d)6 48 32 16.94254N 116 25 07.82454W 2,113.353 48 32 16.94284N 116 25 07.82514W 2,167.664 2,113.107 Geoid99 Yes ID NGS (b, c, d)7 48 37 44.15800N 116 01 36.07663W 2,226.886 48 37 44.15778N 116 01 36.07735W 2,279.974 2,227.152 Geoid99 Yes MT NGS (a, b, d)

48 35 07.00352N 115 59 01.71280W 2,226.565 48 35 07.00302N 115 59 01.71339W 2,279.760 2,226.903 Geoid99 No MT NGS (a, b)

6 48 32 46.80801N 115 57 42.85043W 1,808.576 48 32 46.80778N 115 57 42.85070W 1,861.811 1,808.901 Geoid99 Yes MT NGS (b, c)

48 28 46.19106N 115 54 19.28431W 1,936.552 48 28 46.19128N 115 54 19.28453W 1,989.898 1,936.801 Geoid99 No MT NGS (a, b)48 27 06.28302N 115 46 21.60530W 2,008.688 48 27 06.28331N 115 46 21.60549W 2,061.568 2,008.980 Geoid99 No MT NGS (a, b)

3 48 26 14.01730N 115 51 10.57162W 2,073.468 48 26 14.01766N 115 51 10.57195W 2,127.142 2,073.868 Geoid99 Yes MT NGS (b, c)2 48 26 09.48316N 115 38 19.06721W 2,019.114 48 26 09.48366N 115 38 19.06740W 2,072.178 2,019.518 Geoid99 Yes MT NGS (b, c)6 48 24 27.48609N 115 35 35.62364W 2,004.409 48 24 27.48627N 115 35 35.62382W 2,057.822 2,004.895 Geoid99 Yes MT NGS (b, c)

48 23 51.90255N 115 32 48.94692W 2,044.232 48 23 51.90258N 115 32 48.94711W 2,097.625 2,044.610 Geoid99 No MT NGS (a, b)

6 48 22 48.34279N 115 26 31.15685W 2,052.680 48 22 48.34310N 115 26 31.16007W 2,104.993 2,052.543 Geoid99 Yes MT NGS (b, c)4 48 21 56.91003N 115 24 05.92364W 2,074.544 48 21 56.90974N 115 24 05.92410W 2,127.313 2,075.082 Geoid99 Yes MT NGS (b, c)2 48 22 05.05482N 115 21 38.94634W 2,068.655 48 22 05.05500N 115 21 38.94707W 2,121.230 2,069.236 Geoid99 Yes MT NGS (b, c, d)4 48 24 33.16622N 115 18 41.26369W 2,424.193 48 24 33.16655N 115 18 41.26399W 2,476.299 2,424.754 Geoid99 Yes MT NGS (b, c)

8J 49 24 21.38066N 116 48 53.02263W 1,749.603 -- -- 1,802.802 -- Kootenai Yes CD SD (c)

J 49 15 00.32528N 116 4140.79290W 1,722.356 -- -- 1,775.335 -- Kootenai Yes CD SD (c)

49 39 14.42072N 116 55 48.34244W 1,719.518 -- -- 1,773.612 -- Kootenai Yes CD SD (c)49 37 01.51708N 117 00 00.60020W 1,698.993 -- -- 1,752.654 -- Kootenai Yes CD SD (c)49 17 55.52630N 116 39 34.33286W 1,726.027 -- -- 1,778.589 -- Kootenai Yes CD SD (c)49 10 43.88201N 116 33 13.35566W 1,802.769 -- -- 1,855.561 -- Kootenai Yes CD SD (c)49 07 01.75953N 116 34 44.72588W 1,732.077 -- -- 1,785.682 -- Kootenai Yes CD SD (c)49 03 41.01568N 116 31 06.52200W 1,765.151 -- -- 1,818.491 -- Kootenai Yes CD SD (c)49 07 22.41826N 116 36 34.37736W 1,695.646 -- -- 1,749.026 -- Kootenai Yes CD SD (c)

ey control stations on the Kootenai River between Libby Dam, Montana, and Kootenay Lake, British Columbia, Canada

nd 

N 

er NAD83(1999) coordinates

Geoid model used in 

computing 

coordinates and 

elevation 

NGS or NRCAN 

benchmark

Comments

AD83, North American Datum of 1983; NAVD88, North American Vertical Datum of 1988; NGS, National Geodetic Survey; NRCAN, Natural Resources 

ho; MT, Montana; CD, Canada; Geoid99, NGS 1999 geoid model of the United States; SD, System Dividends LLC; Kootenai, geoid model that is a subset of 

ican Geoid99 model with both models appended at the international border; --, no information presented]

NAVD88 

elevation, in

feet1

NAVD88 

ellipsoid 

height, in feet

1

WGS84(G1150) coordinates

WGS84 

(G1150) 

ellipsoid height, 

in feet1

State 

Agency computing 

survey solutions1

Establishing Survey Control Stations 5
Latitude1 Longitude1 Latitude1 Longitude1

48 56 26.48376N 116 29 38.16786W 1,716.555 -- -- 1,769.826 -- Kootenai No ID SD (a)48 50 30.48260N 116 24 56.28810W 1,728.789 -- -- 1,782.251 -- Kootenai No ID SD (a)48 47 21.92669N 116 24 01.59611W 1,725.820 -- -- 1,779.452 -- Kootenai No ID SD (a)48 41 53.18618N 116 18 44.80778W 1,728.425 -- -- 1,782.651 -- Kootenai No ID SD (a)48 42 05.16137N 116 14 32.64767W 1,726.191 -- -- 1,780.020 -- Kootenai No ID SD (a)48 42 11.07663N 116 11 13.84533W 1,743.140 -- -- 1,796.555 -- Kootenai No ID SD (a)

49 36 09.4216N 116 47 38.97743W 1,725.230 -- -- 1,778.658 -- Kootenai No CD SD (a)

49 02 40.14138N 116 32 45.81290W 1,709.495 -- -- 1,763.012 -- Kootenai No CD SD (a)49 11 22.68539N 116 38 39.18233W 1,710.988 -- -- 1,763.973 -- Kootenai No CD SD (a)49 30 59.04876N 116 50 17.97173W 1,730.659 -- -- 1,784.032 -- Kootenai No CD SD (a)

49 23 34.93101 N 116 44 10.99829W 1,707.818 -- -- 1,760.781 -- Kootenai No CD SD (a)

49 23 34.37577N 116 44 10.97456W 1,707.457 -- -- 1,760.420 -- Kootenai No CD SD (a)49 32 01.43779N 116 46 59.62119W 1,796.929 -- -- 1,850.030 -- Kootenai No CD SD (a)48 47 16.20288N 116 23 45.76908W 1,714.403 -- -- 1,768.084 -- Kootenai No ID SD (a)48 47 13.04427N 116 24 28.64218W 1,721.972 -- -- 1,775.535 -- Kootenai No ID SD (a)48 46 55.37036N 116 24 14.56219W 1,723.593 -- -- 1,777.205 -- Kootenai No ID SD (a)48 46 20.76198N 116 23 10.57994W 1,715.807 -- -- 1,769.600 -- Kootenai No ID SD (a)48 45 39.45362N 116 23 15.19283W 1,728.425 -- -- 1,782.244 -- Kootenai No ID SD (a)48 45 13.99251N 116 23 58.68017W 1,730.010 -- -- 1,783.737 -- Kootenai No ID SD (a)48 44 46.98105N 116 24 45.13187W 1,724.160 -- -- 1,777.749 -- Kootenai No ID SD (a)48 44 27.71136N 116 23 47.43801W 1,729.672 -- -- 1,783.478 -- Kootenai No ID SD (a)48 44 10.56556N 116 22 56.58874W 1,718.881 -- -- 1,772.828 -- Kootenai No ID SD (a)48 43 40.57817N 116 23 11.04733W 1,716.736 -- -- 1,770.689 -- Kootenai No ID SD (a)48 43 04.64300N 116 23 29.85083W 1,726.686 -- -- 1,780.630 -- Kootenai No ID SD (a)48 42 13.44348N 116 21 15.53187W 1,730.971 -- -- 1,785.197 -- Kootenai No ID SD (a)48 41 44.88784N 116 19 55.20771W 1,710.381 -- -- 1,764.659 -- Kootenai No ID SD (a)

3 48 40 32.65883N 116 20 01.54330W 1,792.270 -- -- 1,846.624 -- Kootenai Yes ID SD (a, d)

9 48 37 49.39258N 116 20 54.71604W 2,153.789 -- -- 2,208.094 -- Kootenai Yes ID SD (c)2 48 58 49.76901N 116 28 26.67621W 2,021.470 -- -- 2,074.649 -- Kootenai Yes ID SD (c)6 48 50 52.13616N 116 20 03.22466W 2,155.502 -- -- 2,208.865 -- Kootenai Yes ID SD (c)5 48 56 35.98050N 116 23 46.73511W 2,103.602 -- -- 2,156.444 -- Kootenai Yes ID SD (c)2 48 43 42.61869N 116 11 53.40827W 2,240.764 -- -- 2,294.114 -- Kootenai Yes ID SD (c)

ation, and ellipsoid height were put in memory of global positioning system for use during real-time kinematic channel-geometry surveying.

ey control stations on the Kootenai River between Libby Dam, Montana, and Kootenay Lake, British Columbia, Canada--Continued

NAVD88 ellipsoid height, in feet

1

Comments 

nd 

N 

er NAVD88 elevation, in feet1 WGS84(G1150) coordinates NAD83(1999) coordinates

Geoid model used in 

computing 

coordinates and 

elevation 

State 

Agency computing 

survey solutions1 WGS84 (G1150) 

ellipsoid height, 

in feet1

NGS or NRCAN 

benchmark

ude existed.

em data and survey control station information were supplied by representatives of the U.S. Geological Survey.

obal positioning system in this project.

existed in the National Geodetic Survey database or the Natural Resources Canada, Geodetic Survey Division database.

6 Surveying Cross Sections, Kootenai River
7

tana, to Porthill, Idaho, during October and November 

2002 using the Federal Geodetic Control Committee’s 

(1989) geodetic accuracy standards and specifications 

for using GPS relative positioning techniques. These 

survey control stations fall into one of the following 

categories: (1) three existing NGS A- and B-order horizontal and first- and third-order vertical survey control 

stations, (2) one existing NGS first-order horizontal 

and first-order vertical survey control station, (3) one 

existing NGS B-order horizontal survey control station, 

(4) 10 existing NGS first-order vertical control stations, 

and (5) 15 newly established benchmarks. Time 

required for GPS data collection at survey control stations typically ranged from 2.5 hours to more than 5 

hours. The static GPS data were collected using two 9-

channel, dual-frequency, Trimble 4700 GPS receivers 

equipped with a microcentered L1/L2 antenna; a 

microcentered L1/L2 with ground plane antenna; and 

two 24-channel, dual-frequency, Trimble 5700 GPS 

receivers equipped with Zephyr and Zephyr Geodetic 

antennas. A technical report (Trimble, 2001) describes 

the Federal Geodetic Control Subcommittee evaluation 

of the Trimble 5700 GPS.

Horizontal control for the 30 survey stations 

where coordinates were calculated by NGS is based on 

NAD83 and vertical control is based on NAVD88. Vertical and horizontal coordinates for the survey control 

stations established during this study and horizontal 

coordinates for the existing NGS benchmarks are based 

on the NGS GPS data post-processing program PAGENT, version 2002.01.28. Coordinates (horizontal position) and ellipsoid heights are determined from a leastsquares adjustment using the NGS program ADJUST, 

version 4.2. Orthometric heights are determined from 

least-squares adjustments using the NGS program 

ADJUST, version 4.2, and the geoid model Geoid99 by 

constraining all known, valid orthometric heights. 

The Geoid99 model was vertically constrained to the 

published orthometric and ellipsoid heights for the 

NGS A-, B-, and first-order vertical benchmarks and 

was horizontally constrained to five NGS continuously 

operating reference stations (NCORS) located southeast and southwest of the study area. Input to the model 

included the static GPS satellite data collected at each 

station during the field investigation and data from 

NCORS. The geoid model was used only to determine 

an “approximate” orthometric height (equation 1) from 

an ellipsoid height. 

H = h – N (1)

where

H = orthometric height,

h = ellipsoid height, and

N = geoid height (throughout much of the conterminous United States, the geoid is a negative 

number).

The difference between published orthometric 

height and ellipsoid plus geoid height is what is 

“adjusted” when constraining published orthometric 

heights. Field data were downloaded and converted to 

RINEX2 standard format using Trimble’s DAT2RIN, 

version 1.14a. NCORS data and broadcast and International GPS Service (IGS) precise ephemeris data were 

downloaded from the NGS Website, http://www.ngs. 

noaa.gov. The accuracy of the entire network of survey 

control stations (table 1) was determined to be about 

1.55 parts per million (ppm) vertical and 0.033 ft horizontal. Curt Smith, NGS State representative for Idaho 

and Montana, computed coordinates for survey control 

stations, and his report is provided in appendix A (back 

of report). Many of the survey control station data are 

also available from the NGS Website at http:// 

www.ngs.noaa.gov/cgi-bin/datasheet.prl

Coordinates for 30 survey control stations from 

Moyie Springs, Idaho, to Queens Bay, British Columbia, were computed from static GPS data that the 

USGS collected during March and April 2002 (table 1). 

These data were collected using a somewhat less rigorous method compared with that employed later during 

the October and November 2002 static GPS surveying 

effort. Duration of GPS occupations at benchmarks 

was generally shorter, meteorological conditions were 

not recorded, and the antenna height was measured 

only at the beginning of each GPS occupation. Static 

GPS data were collected using the same four Trimble 

GPS receivers and antennas described earlier in this 

section; two of the receivers occupied the same survey 

control stations during consecutive measurements, so 

movement of receivers resembled a leapfrog pattern. 

Michael McInnis of System Dividends, Inc., Denver, 

Colorado, was contracted to compute coordinates for 

the survey control stations. McInnis employed Trimble’s Geomatics computer model configured with a 

hybrid geoid model. Andre Mainville of the Geodetic 

Survey Division, Natural Resources Canada, generated 

and supplied the hybrid geoid model by appending the 

Establishing Survey Control Stations
8 Surveying Cross Sections, Kootenai River 

Geoid99 model and the Canadian geoid model HT, version 2.0, modified to the study datum (NAVD88) at the 

international border. Dennis Milbert, developer of the 

American Geoid99 model, provided a cursory review 

of the hybrid geoid model and recommended using the 

modified model (Dennis Milbert, National Geodetic 

Survey, written commun., 2002). The computed coordinates for survey control stations are based on a minimally constrained adjustment which holds data from 

the NCORS, located in Spokane, Washington, and in 

Polson, Montana, fixed in the horizontal and holds data 

from NGS benchmark 85C068, located in the middle 

of the study area, fixed in the vertical. In comparison, 

the NGS processing constrained the data using 15 NGS 

A-, B-, and first-order vertical benchmarks and 5 

NCORS. The latitude, longitude, and elevation of each 

survey control station are presented in table 1.

Both the NGS and System Dividends, Inc., computed coordinates and elevation at the same survey 

control stations at eight sites along the Kootenai River 

in Idaho. As previously mentioned, System Dividends, 

Inc., and the NGS computed coordinates and elevations 

on the basis of static GPS data collected at survey control stations during spring and fall 2002, respectively. 

The difference between elevations computed by System Dividends, Inc., and the NGS ranged from 0 to 

0.128 ft; the median was 0.033 ft. The maximum discrepancy between the two sets of survey control solutions was less than the 0.155 ppm of vertical accuracy 

the NGS has rated for the network of survey control 

stations in Montana and Idaho. 

COLLECTION OF STREAM CHANNEL CROSSSECTION DATA

The U.S. Geological Survey collected stream 

channel cross-section and longitudinal data at about 

400 locations along the Kootenai River between Libby 

Dam near Libby, Montana, to where the river empties 

into Kootenay Lake near Creston, British Columbia, 

Canada, during June and July 2002 and April, May, and 

June 2003. Of these, 245 cross sections were processed 

because they were suitable for use in one-dimensional 

hydraulic flow and sediment transport models. Cross 

sections were spaced at varying distances throughout 

the study reach (fig. 3a–g). Spacing was approximately 

600 ft in the white sturgeon spawning reach between 

Deep Creek and Shorty Island, near the transition 

between backwater and the free-flowing river near 

Bonners Ferry, Idaho, and near bridges throughout the 

study reach. For other areas, spacing of cross sections 

averaged about 0.5 mi in Idaho and Montana but was as 

much as several miles in Canada. Each cross section 

was given a station number in river miles that corresponded to its location on the river. 

River miles referenced in this report were derived 

from designations by the USGS National Mapping 

Division on 7.5-minute (1:24,000-scale) maps and by 

the Columbia Basin Inter-Agency Committee (1965). 

River miles generally are measured in 1-mi increments 

along the channel centerline in an upstream direction 

beginning with 0 at the river mouth, which, in this case, 

was the outlet to Kootenay Lake. Since the publication 

of these documents, the channel length in several 

places along the Kootenai River has changed somewhat 

because of bank erosion, deposition, or channel migration. As a result, the actual distances between the river 

mile designators shown on the maps are not always 

exactly 1.0 mi. However, it was decided to use these 

designators because many people are familiar with 

them and use them for a variety of purposes. 

To utilize these river mile designators for identifying cross sections, the actual distance between river 

miles was measured in Idaho from the 1992 USGS 7.5-

minute digital orthophoto quadrangles and in Montana 

from the 1995 USGS digital orthophoto quarter quadrangles. The digital orthophoto quadrangles are based 

on the rectification of aerial photos taken during the 

1990s. The distance between the nearest downstream 

river mile designator to the cross section then was measured along the channel centerline. The ratio of crosssection distance to distance between river miles was 

calculated and used as the extension in the cross-section name. For example, a cross section located twothirds of the way between rm 155 and 156 would be 

designated rm 155.667.

The surveying of stream channel cross sections 

during 2002 was referenced to System Dividends, Inc., 

computed coordinates for survey control stations. 

These cross sections are located between rm 105 and 

162. The surveying of stream channel cross sections 

during 2003 was referenced to NGS computed coordinates for survey control stations. These cross sections 

are located between rm 77 and 105, rm 139 and 148, 

and rm 162 and 221.3. The surveying of all streambanks at cross sections was referenced to NGS computed coordinates for survey control stations. Because 
9

System Dividends, Inc., and NGS computed coordinates for survey control stations were nearly identical, 

the stream channel cross-section data collected during 

summer 2002 were not adjusted to NGS computed 

coordinates.

SURVEYING STREAM CHANNELS AT CROSS SECTIONS

The PC-based Windows navigational and bathymetric mapping software, HYPACK MAX, by Coastal 

Oceanographics, Inc., was used to plan and manage the 

hydrographic surveys and edit and manage the bathymetric data collected at each stream channel cross section. This software was installed on a laptop computer 

interfaced with a GPS and survey-grade depth sounder 

(fig. 4). The GPS equipment is described in the section 

“Establishing Survey Control Stations.” To establish 

the precise position of the depth sounder, the GPS was 

operated in real-time kinematic mode using a base station with a geodetic antenna set up over a survey control station and a roving antenna mounted in the survey 

vessel above the depth-sounding transducer. The GPS 

base station and roving antenna were radio linked to 

facilitate real-time differential correction to the bathymetric data being obtained by the echo sounder. The 

coordinates output from the GPS were WGS84 and 

NAVD88. The navigational and bathymetric mapping 

software, HYPACK MAX, was configured to display 

and track the vessel positions against a background of 

USGS digital line graphs showing hydrography, topology, and survey control monuments (fig. 4). 

Water depth was measured with a survey-grade 

Innerspace Technology, Inc., Model 448 thermal depthsounder recorder. Manufacturer specifications for this 

depth sounder report that the depth of operation is from 

0 to 335 ft, and speed of sound in water is selectable 

from 4,550 to 5,050 ft/s with a sounding rate of 20 Hz. 

The sounding signal is amplified with a time-varying 

gain that automatically compensates for spreading loss 

and attenuation over the depth range, and the depth 

measurement accuracy is ±0.1 ft. The depth-sounding 

transducer operated at 208 kHz with an 8-degree beam 

width at 3 decibels. During early summer 2002, water 

temperatures were recorded at the surface. During the 

spring 2003 surveying season, water temperatures were 

recorded both at the surface and near the riverbed with 

a Hydrolab Datasonde multiparameter water-quality 

probe. Water temperatures ranged from 41.0° to 44.6°F 

at these two depths throughout the entire survey. The 

difference in water temperatures did not warrant a 

change in the velocity of sound through water, which 

was set at 4,800 ft/s. 

Six stream channel cross sections upstream from 

Kootenai Falls were surveyed using a Topcon GTS–

302 total station instrument. This surveying method 

was used where the river was too shallow or dangerous 

to navigate by vessel. Cross-section geometry was 

defined by a series of land-surface elevation data measured at variably spaced distances along section lines 

perpendicular to the directions of flow. 

SURVEYING STREAMBANKS AT CROSS SECTIONS

Streambank shots were taken on the streambank 

at cross sections at breaks in topographic slope using a 

mapping-grade laser rangefinder (Laser Technology 

Impulse 200LR) and angle encoder (Laser Technology 

Mapstar Angle Encoder System) interfaced with the 

Trimble 5700 GPS. Accuracy for the laser rangefinder 

is 0.1 ft at 164 ft, 0.2 ft at 492 ft, and 0.5 ft at its maximum range of 1,887 ft. Distance between the laser 

rangefinder and the streambank was typically less than 

700 ft. Field testing by the USGS survey field crew 

showed that the vertical accuracy of the laser 

rangefinder and angle encoder was ±0.1 ft and the horizontal accuracy was 2 ft.

QUALITY CONTROL PROCEDURES

Good quality control procedures help maintain 

the accuracy and precision of measurements, ensure 

that field measurements reflect the conditions being 

monitored, and provide data that can be relied upon for 

their intended uses. Accuracy is the relation between 

the reported data and the “true” value. During the 

establishment of survey control in Montana and Idaho, 

quality control procedures were completed using standardized NGS methods (Federal Geodetic Control 

Committee, 1989). The real-time kinematic GPS and 

depth-sounder measurements were checked for accuracy at the start of each day during 2002 fieldwork and 

at the start, at random times during, and at the end of 

each field day during 2003 fieldwork.

Static Global Positioning System Measurements

Static GPS data collection for the purpose of 

establishing survey control stations during October and 

November 2002 included most of the quality control 

procedures that are outlined in the Federal Geodetic 

Control Committee’s (1989) guidelines for establishing 

Collection of Stream Channel Cross-Section Data
Kootenai

River

Myrtle Creek

Easting

Filename for

raw bathymetric

data

Course trav

bathymetric m

vessel along 

section of the 

Course trav

metric mappi

a longitudinal l

Background map is theU.S. Geological Surveydigital line graph of theMorovia 7.5 minutequadrangle showinghydrography and topology

Figure 4. Computer screen image showing the navigational and bathymetric mapping software that displays and tracks the survey vessel p
11

GPS-derived ellipsoid heights. These quality control 

procedures included ensuring that the antenna height 

was measured at the start, middle, and end of a GPS 

occupation at each survey control station. The identifier 

number was recorded for each of the eight notches on 

the GPS antenna’s microcentered L1/L2 with ground 

plane antenna and Zephyr Geodetic antenna that were 

measured to determine height above the benchmark. 

During the October and November 2002 fieldwork, 

weather conditions such as barometric pressure, temperature, and humidity were measured at the GPS 

antenna during GPS occupations at each survey control 

station. Quality control procedures for static GPS data 

collected during March and April 2002 for the purpose 

of establishing survey control stations included two 

sessions of static GPS data collection at each survey 

control station with a different antenna height for each 

session.

Computation of Coordinates and Elevations for Survey 

Control Stations

Quality control in the computation of coordinates 

and elevations included an analysis of the residuals in 

each step of the survey control adjustment process 

using the NGS program ADJUST, version 4.2 (appendix A). This analysis indicated that most of the existing NGS benchmarks conformed well to the GPSdetermined orthometric heights; therefore, the newly 

determined benchmarks should reflect how well the 

processed vectors fit the network and constrained 

benchmarks.

Accuracy of Real-Time Kinematic Global Positioning 

System Measurements

The manufacturer reported that the accuracy of 

the Trimble 4700 and 5700 series GPS in the real-time 

kinematic mode is ±0.066 ft plus 1 ppm in the vertical 

and ±0.033 ft plus 1 ppm in the horizontal. Accuracy is 

subject to conditions such as multipath, obstructions, 

satellite geometry, and atmospheric parameters. 

Because the manufacturer reported that vertical accuracy is one-half the horizontal accuracy, the real-time 

kinematic GPS elevation (vertical) measurements were 

used to represent potential errors. Real-time kinematic 

GPS elevations were measured daily during fieldwork 

at survey control stations to provide quality control. 

The roving GPS antenna was removed from its mount 

on the survey vessel and set atop a survey control station. These measurements were almost always within 

0.03 ft of the station’s reported vertical solutions. This 

level of accuracy reflects a properly operated and functioning real-time kinematic GPS surveying system. In 

addition, the real-time kinematic GPS elevation measurements at survey control stations validate the integrity of the solutions that were computed for the 

network of survey control stations.

Accuracy of Depth-Sounder Measurements

Accuracy of the depth-sounder measurements 

was evaluated at the start of each field day at three 

depths; two depths from 3 to 20 ft below the transducer 

and the river bottom. The depth-sounding target was a 

30-lb Columbus weight mounted on an E-reel. A measuring rod was used to measure the depth of water. 

Water temperatures were measured at the surface and 

near the riverbed to check for any indication of a 

change in the velocity of sound through water. 

This test verified that accuracy was consistently 

within 0.1 ft. Upon completion of each depth-sounder 

accuracy check during the 2003 fieldwork, the 

HYPACK MAX computer-recorded streambed elevations were checked for consistency by comparing them 

with manually computed streambed elevations. Manual 

computations were based on the elevation of the GPS 

roving antenna read from the GPS receiver minus the 

vertical distance between the roving antenna and the 

depth-sounding transducer and the depth-sounder measurement. 

Accuracy of Total Station Measurements

The manufacturer reported that the accuracy of 

the GTS–312 series total station is ±0.0066 ft + 2 ppm 

in the horizontal and ±0.0066 ft + 2 ppm in the vertical. 

The accuracy for surveying stream channels at cross 

sections using a total station exceeds that for surveying 

with GPS in the real-time kinematic mode and using a 

depth sounder. Although cross-section measurements 

with a total station may be more accurate, the speed of 

data acquisition is generally greater with a GPS in the 

real-time kinematic mode.

STREAM CHANNEL CROSS SECTIONS 

Data (distance and elevation) for the 245 cross 

sections in figure 3a–g are available in tabular ASCII 

format from the U.S. Geological Survey, Idaho District 

Website at http://id.water.usgs.gov/projects/kootxsections/index.html. Selected stream channel cross secStream Channel Cross Sections
12 Surveying Cross Sections, Kootenai River ELEVATION, IN FEET ABOVE LAND SURFACE

DISTANCE, IN FEET FROM REFERENCE POINT

50 100 150

1,810

1,800

1,790

1,780

1,770

1,760

1,885

1,880

1,875

1,870

1,865

1,860

1,855

1,850

2,120

2,110

2,100

2,090

2,080

2,070

2,060

2,050

0 200 450 500 550 250 300 350 400 600

Cross section 163.027 (Location shown in figure 3d)

Cross section 210.064 (Location shown in figure 3a)

Cross section 185.394 (Location shown in figure 3c)

Left bank Right bank

Land surface

Figure 5a. Representative stream channel cross sections for the Kootenai River canyon reach from river mile 159.2 to 221.9

in Idaho and Montana.
13

ELEVATION, IN FEET ABOVE LAND SURFACE

DISTANCE, IN FEET FROM REFERENCE POINT

100 200 300

1,790

1,780

1,770

1,760

1,750

1,740

1,730

1,780

1,775

1,770

1,765

1,760

1,755

1,750

1,745

1,740

1,735

1,790

1,785

1,780

1,775

1,770

1,765

1,760

1,755

0 400 900 1,000 1,100 500 600 700 800 1,200

Cross section 151.438 (Location shown in figure 3e)

Cross section 158.847 (Location shown in figure 3d)

Cross section 155.165 (Location shown in figure 3e)

Left bank Right bank

Land surface

Figure 5b. Representative stream channel cross sections for the Kootenai River buried gravel-cobble reach and the braided

reach from river mile 149.2 to 159.2 in Idaho.

Stream Channel Cross Sections
14 Surveying Cross Sections, Kootenai River ELEVATION, IN FEET ABOVE LAND SURFACE

DISTANCE, IN FEET FROM REFERENCE POINT

100 200 300

1,770

1,760

1,750

1,740

1,730

1,720

1,710

1,700

1,790

1,780

1,770

1,760

1,750

1,740

1,730

1,720

1,790

1,780

1,770

1,760

1,750

1,740

1,730

1,720

1,710

1,700

0 400 800 500 600 700

Cross section 86.870 (Location shown in figure 3g)

Cross section 144.319 (Location shown in figure 3e)

Cross section 125.004 (Location shown in figure 3f)

Left bank Right bank

Land surface

Figure 5c. Representative stream channel cross sections for the Kootenai River meander reach from river mile 77 to 149.2

in British Columbia, Canada, and Idaho.
15

tions that are representative of each geomorphic reach 

in the study area are presented in figures 5a–c. Distance 

across the channel, in feet, from the left-most surveyed 

point while facing downstream, and the land-surface 

elevation, in feet above NAVD88, are displayed. Information on the accuracy of stream channel survey data 

and on developing stream channel cross sections is provided in the following sections.

DEVELOPING STREAM CHANNEL CROSS SECTIONS

The following steps were used to develop 239 

cross sections; slightly different procedures were used 

to develop 6 cross sections upstream from Kootenai 

Falls. First, bathymetric and streambank data for each 

cross section were merged. Second, each cross section 

was straightened along a line that was roughly perpendicular to the direction of streamflow because there 

were often slight variations resulting from vessel operation. At some cross sections, such as 218.383 and 

155.855, the section line was bent to keep it roughly 

perpendicular to the direction of streamflow because of 

the changing direction of streamflow along the entire 

section. Then the data were ordered from left bank 

(viewed as looking downstream) to right bank, and the 

left-most data point was assigned a distance of 0 ft. 

Distances along a cross section for all other data points 

then were calculated from the left-most point. Last, the 

number of depth soundings per cross section was 

reduced because the number typically exceeded 1,000 

points and was well beyond the number of points 

needed for hydraulic flow and sediment transport models. Therefore, cross-section data generally were 

reduced to fewer than 200 points per cross section by 

retaining only one point between each 4-ft interval. The 

reduced dataset then was viewed graphically to assess 

the difference between the computer-generated streambottom profile and the measured profile. Where necessary, data points were added back into the dataset until 

the profile of the reduced dataset generally represented 

the profile of the original dataset. 

ACCURACY OF STREAM CHANNEL SURVEY DATA

Accuracy of the survey method used to map the 

stream channel bottom is less than ±0.1 ft in the vertical and ±0.05 ft in the horizontal and is based on a 

summation of the following sources of error. Mapping 

error associated with the accuracy of the GPS-derived 

survey control is about 0.016 ft in the vertical. The 

manufacturer reported that the accuracy of the realtime kinematic GPS used in this study was ±0.066 ft in 

the vertical and ±0.033 ft in the horizontal. Accuracy 

of depth-sounder measurements during daily field evaluations was consistently about ±0.0003 ft. 

Surveys were conducted mainly during calm conditions on the river and the vessel was operated in a 

manner that minimized both pitch and roll. The effect 

of survey vessel pitch and roll on the accuracy of 

depth-sounder measurements could not be determined 

but is considered only a very small fraction of overall 

measurement error. The GPS antenna was mounted 

vertically above the transducer and, thus, the GPS measured any change in the depth of the echo sounder 

below the water surface. This configuration of GPS 

antenna and transducer minimized bathymetric surveying errors associated with pitch and roll of the survey 

vessel. 

Accuracy of the survey method used to map the 

exposed riverbanks is ±0.3 ft in the vertical and ±2 ft in 

the horizontal and is based on a summation of the following sources of error rounded to one significant figure. The NGS determined that the accuracy of the 

entire GPS-derived survey control network, compared 

with first- and third-order NGS benchmarks, was ±0.16 

ft. The manufacturer reported that the accuracy of the 

real-time kinematic GPS used in this study was ±0.066 

ft in the vertical and ±0.033 ft in the horizontal. The 

vertical accuracy of the laser rangefinder and angle 

encoder was ±0.1 ft and the horizontal accuracy was 

2 ft.

REFERENCES CITED 

Barton, G.J., in press, Characterization of channel substrate, and changes in suspended sediment transport and channel geometry in white sturgeon 

spawning habitat in the Kootenai River near Bonners Ferry, Idaho, following the closure of Libby 

Dam: U.S. Geological Survey Water-Resources 

Investigations Report 03–4324.

Collier, M., Webb, R., and Schmidt, J.C., 1996, Dams 

and rivers—primer on the downstream effects of 

dams: U.S. Geological Survey Circular 1126, 

94 p.

Columbia Basin Inter-Agency Committee, 1965, River 

mile index for the Kootenai River United States 

and Kootenay River Canada, Columbia River 

Stream Channel Cross Sections
16 Surveying Cross Sections, Kootenai River 

Basin, Idaho, Montana, and British Columbia: 

Columbia Basin Inter-Agency Committee 

Hydrology Subcommittee, 50 p.

Federal Geodetic Control Committee, 1989, Geometric 

geodetic accuracy standards and specifications 

for using GPS relative positioning techniques: 

version 5.0, May 11, 1988, reprinted with corrections on August 1, 1989, variously paged.

Northcote, T.G., 1973, Some impacts of man on 

Kootenay Lake and its salmonids: Great Lakes 

Fishery Commission Technical Report no. 25, 

Ann Arbor, Mich., 25 p.

Paragamian, V.L., Barton, G.J., and Ireland, S., 2001, 

Have we found the pre-Libby Dam spawning 

location of Kootenai River white sturgeon?: 

Abstract, in Proceedings, Idaho Chapter of the 

American Fisheries Society Annual Meeting, 

Boise, Idaho, February 22–24, 2001, 1 p.

Paragamian, V.L., Wakkinnen, V.D., and Crews, G., 

2002, Spawning locations and movement of 

Kootenai River white sturgeon: Journal of 

Applied Ichthyology, v. 18, 9 p.

Synder, E.B., and Minshall, G.W., 1996, Ecosystem 

metabolism and nutrient dynamics in the 

Kootenai River in relation to impoundment and 

flow enhancement of fisheries management: 

Stream Ecology Center, Idaho State University, 

variously paged.

U.S. Fish and Wildlife Service, 1999, Recovery plan 

for the Kootenai River population of the white 

sturgeon (Acipenser transmontanus): Portland, 

Oregon, variously paged.

Trimble, 2001, Federal Geodetic Control Subcommittee evaluation of the Trimble 5700 GPS System 

and Trimble Geomatics Office 1.50 Software.
17

Lake Creek

Libby

Creek

Boulder

Creek

Deep Creek

Myrtle Creek

Boundary Creek

106.56

139.8

153.3

220

210

200

190

180

170

160

150

140

130

120

110

100

90

80

70

Kootenay

River

Moyie

River

River

Yaak

River

Kootenai

Lake

Koocanusa

Fisher

Kootenay

Lake

River

Libby

Dam Lake

Creek

Dam

Moyie

Dam

0

0 30 10 20 40 KILOMETERS

10 20 MILES

115° 115 20' ° 116 40' ° 116 00' ° 116 20' ° 117 40' ° 00'

48° 20'

48° 40'

49° 00'

49° 20'

Idaho

Montana

British

Columbia

Bonners

Ferry

Troy

Libby

Creston

Porthill

Crossport

Moyie

Springs

Kootenai

Falls Dam

Copeland

EXPLANATION

Index of enlarged figures

 Figure 3a

 Figure 3b

 Figure 3c

 Figure 3d

 Figure 3e

 Figure 3f

 Figure 3g

River mile

White sturgeon spawning reach—River

 mile 139.8 to 153.3

170

Figure 2. River mile locations and index of enlarged figures showing stream channel cross-section locations on the Kootenai

River in Montana, Idaho, and British Columbia, Canada.

Figure 2
18 Surveying Cross Sections, Kootenai River 

220

210

S26

S27

S28 S29

S30

Libby

Dam

Libby

Lake

Koocanusa

Kootenai

River

Fisher

River

Libby

Creek

MONTANA

Flower Creek

Big

Creek

Cherry

Rainy

Creek

Dunn

Creek

Buck

Creek

203.104

203.792

204.146

206.363

205.861

205.290

205.053

204.882

204.764

204.495

204.594

204.681

204.984

207.460

206.966 207.939

208.991 208.593

210.064

210.499

211.036

211.564

213.124

212.227

213.043

213.025

213.071

214.396

214.920

215.340

216.014

216.622

216.645

217.067 218.011

217.579

218.383

219.313

220.429

219.881

213.880

213.180

209.747

221.238

115° 30' 115° 25' 115° 20'

48° 25'

48° 20'

0 3 1 2

0

4 MILES

1 4 2 3 KILOMETERS

EXPLANATION

Survey control station and

 identification number

River mile from mouth of river

Cross section and identification

 number—Number is river mile

Cross-section profile shown in

 figure 5a

S27

210

212.227

210.064

Figure 3a. Locations of stream channel cross sections and survey control stations on the Kootenai River, river mile 202.7 to

221.9 in Montana.
19

Figure 3b. Locations of stream channel cross sections and survey control stations on the Kootenai River, river mile 190.2 to

202.7 in Montana.

200

S22

S24

S25

Kootenai

Falls

Dam

Kootenai

River

MONTANA

Cedar

Creek

Quartz

Creek

Falls

Creek

Parameter

Creek

Bobtail

Creek

Pipe

Creek

Flower

Creek

190.219

190.345 191.097

191.033

191.670

191.647 196.686

197.267

198.221

197.724

198.836

199.261

199.727

200.349

201.155

202.540

201.932

115° 40'

48° 30'

48° 25'

115° 45'

0 1 2 3

0

4 MILES

1 2 3 4 KILOMETERS

EXPLANATION

Survey control station and

 identification number

River mile from mouth of river

Cross section and identification

 number—Number is river mile

S24

200

197.724

Figure 3b
20 Surveying Cross Sections, Kootenai River 

180

190

S18

S19

S20

S21

S23

Kootenai

River

MONTANA

Yaak

River

IDAHO

Troy

Boulder

Creek

Lynx

Creek

Callahan

Creek

Ruby

Creek

Star Creek

170.315

170.794

171.394

171.553

171.875

172.007

172.370

173.184

173.929

174.846

175.531

176.008

177.238

176.553

175.236

178.154

177.773

179.172

179.732

180.529

181.422

183.517

183.397

182.552

181.812

183.002

184.048 184.594

185.394

185.780

183.645

183.590

185.831

185.893 186.188

186.582

187.014

185.956

187.540

189.036

188.546

188.164

189.678

116° 00' 115° 55' 115° 50'

48° 35'

48° 30'

EXPLANATION

Survey control station and

 identification number

River mile from mouth of river

Cross section and identification

 number—Number is river mile

Cross-section profile shown in

 figure 5a

S20

180

179.732

185.394 0 1

0123 4 KILOMETERS

2 3 4 MILES

Figure 3c. Locations of stream channel cross sections and survey control stations on the Kootenai River, river mile 170.0 to

190.2 in Montana.
21

160

170

S11

S16

Kootenai

River

Moyie

River

IDAHO

Moyie

Dam

Crossport

Moyie

Springs

Curley

Creek

156.604

156.861

157.561

157.604

157.908

158.847

159.505

159.987

160.438

160.940

162.191

161.590

161.253 162.718

163.027

164.094

164.988

166.811

166.069

167.073

167.516

168.043

168.601

169.109

169.728

116° 10' 116° 05'

48° 45'

48° 40'

116° 15'

EXPLANATION

Survey control station and

 identification number

River mile from mouth of river

Cross section and identification

 number—Number is river mile

Cross-section profile shown in

 figure 5b

 figure 5a

S11

160

164.094

158.847

163.027

0 3 1 2

0

4 MILES

1 4 2 3 KILOMETERS

Figure 3d. Locations of stream channel cross sections and survey control stations on the Kootenai River, river mile 156.0 to

170.0 in Idaho.

Figure 3d
22 Surveying Cross Sections, Kootenai River 

140 139.8

150

153.3

S7

S8

S13

S10 S9

S12

S14 S15

Kootenai

River

IDAHO

Bonners

Ferry

Deep

Creek

Myrtle

Creek

Shorty

Island

139.469

139.980

141.014

140.742

141.180

141.677

141.362

140.282

140.141

140.402

142.345

142.177

141.994

142.432 142.575

142.788

143.003

143.179

143.679

143.492

143.406

143.839

143.990

144.319

144.618

144.979

145.272

145.460

145.561

145.600

146.004

145.662 146.359

147.219

146.628

147.342

148.306

148.000

147.678

148.868

148.559

149.910

149.348 148.723

149.008

149.138

149.527

150.289

150.679

151.047

151.438

151.686

151.785

151.873

152.019

152.392

152.628

152.693 152.842

152.879

152.963

152.790

153.033

153.205

153.341

153.468 153.781

154.972

155.559

155.855

155.165

116° 25' 116° 20'

48° 45'

48° 40'

EXPLANATION

Survey control station and

 identification number

River mile from mouth of river

Cross section and identification

 number—Number is river mile

Cross-section profile shown in

 figure 5c and figure 5b

White sturgeon spawning reach—

 River mile 139.8 to 153.3

S8

150

149.138

144.319

151.438

155.165

0 3 1 2

0

4 MILES

1 4 2 3 KILOMETERS

Figure 3e. Locations of stream channel cross sections and survey control stations on the Kootenai River, river mile 139.0 to

156.0 and the white sturgeon spawning reach near Bonners Ferry, Idaho.
23

105.56

110

120

130

S1

S2

S3

S4

S5

S6

Kootenai

River

IDAHO

Copeland

Parker

Creek

Canyon

Creek

Smith

Creek

Porthill

Trout

Creek

Mission

Creek

UNITED STATES

105.878

106.007

105.564

105.630

107.658

109.041

110.516

114.332 113.405

111.028

117.427

116.484

115.568

122.018

120.472

119.544

118.704

123.222

123.523

125.004

128.067

126.214

131.471

130.000

129.065

132.454

134.564

137.982

137.070

135.982

138.974

116° 30' 116° 25'

116° 20'

48° 55'

49° 00'

48° 50'

116° 35' EXPLANATION

Survey control station and

 identification number

River mile from mouth of river

Cross section and identification

 number—Number is river mile

S4

125

123.222

125.004 Cross-section profile shown in

 figure 5c

0 3 1 2

0

4 MILES

1 4 2 3 KILOMETERS

Figure 3f. Locations of stream channel cross sections and survey control stations on the Kootenai River, river mile 105.5 to

139.0 in Idaho.

Figure 3f
24 Surveying Cross Sections, Kootenai River 

100

90

80

Kootenay

River

BRITISH

COLUMBIA

Creston

Kootenay

Lake

CANADA

Goat

River

104.476

102.392

100.501

98.792

95.583

92.668

91.873

90.288

88.682

86.870

83.111 84.485

82.516

80.675

78.746

77.251

116° 40' 116° 30'

116° 25'

49° 10'

49° 05'

116° 35'

49° 00'

49° 15'

EXPLANATION

River mile from mouth of river

Cross section and identification

 number—Number is river mile

Cross-section profile shown in

 figure 5c

100

91.873

86.870

0 1 2 3

0

4 MILES

1 2 3 4 KILOMETERS

Figure 3g. Locations of stream channel cross sections and survey control stations on the Kootenay River, river mile 77.251

to 105.5 in British Columbia, Canada.
Appendix A. National Geodetic Survey report on coordinate computations for

survey control stations in Idaho and Montana.

[GPS, Global Positioning System; Hz/V, Horizontal/Vertical; IGS, International GPS Service; NCORS, National

Continuously Operating Reference Stations; NGS, National Geodetic Survey; PID, Permanent Identifier; RMS, Root

Mean Square; SSN, Station Serial Number; TBM, Temporary Benchmark]

Appendix A 25
Kootenai River, Montana - Idaho, GPS

Project, 2002

Horizontal Datum: NAD 83 (1998)

Vertical Datum: NAVD 88

State: Montana - Idaho

Survey Type: Static GPS Survey

Locality: Along Kootenai River, Montana &Idaho

Year of Observations: 2002

Year of Computation: 2002

GPS Plan/Observers: U.S. Geological Survey

Computed by: Curt Smith, National Geodetic Survey

26
I. Data Processing and Analysis

A. Raw GPS Data: Data observed in the field was downloaded, converted to RINEX2 standard

format using Trimble s DAT2RIN, version 1.14a, software by Ted Moran, U.S. Geological

Survey, then submitted to Curt Smith for processing and analysis. NCORS data and broadcast and

IGS precise ephemeris data were downloaded from the NGS web site at www.ngs.noaa.gov.

B. Vector Processing and Analysis: Vector processing was performed by Curt Smith using

NGS program PAGE-NT version 2002.01.28, IGS precise ephemeris, and NCORS for

coordinate seeding. PAGE-NT was used to create the project G-file named Koot_org.gfl. High

RMS values and poor solutions for several of the new stations produced weak session processing

results reflecting stations with questionable satellite visibility.

Questionable Processing Results by Vector and Session(s):

P516-C506 282A

T506-TROY 284A, 286B, 303A

T506-Q506 286B

T506-G506 284B, 287A

S381-PORT 288C, 289A

PORT-TRIB 288C

K383-PORT 289B

COPE-PORT 290A

TRIB-COPE 290B

TRIB-PORT 290B

BONN-COPE 290C

KLOC-COPE 290D

V382-PORT 290E

BONN-KLOC306A

The NGS program Online Positioning User Service (OPUS) results for these stations showed

high RMS values and difficulty solving ambiguities for many of the new stations, which were

obviously partially or fully obstructed.

After final review of processed vectors the following network connections were found missing:

2766-E506 (essential)

Q506-LBBR (or other adjacent station; Q506 is a single occupation only, no check)

CENT-2766

K383-FSO1

S381-PLS6

S381-BONN

F382-KLOC (KLOC does not appear to be a very good GPS station)

TRIB-TBM8 (if TBM points are temporary, no future connections required)

TBM7-TRIB or K383 (if TBM points are temporary, no future connections required)

TBM6-TBM7 (if TBM points are temporary, no future connections required)

TBM1-PORT (PORT does not appear to be a very good GPS station)

27
C. Data Adjustment and Analysis: The NGS program ADJUST version 4.15 was used to

perform all adjustments. There were 11 vectors rejected from the G-file after analysis of the

original minimal constrained horizontal adjustment and the Koot_upd.gfl was used throughout

the adjustment process. Digital copies of the constrained horizontal, Koot_Hc.adj, and vertical,

Koot_Vc.adj, adjustments accompany this report.

Rejected Vectors by Session and Vector:

284B T506-G506

287B TROY-PLS1

288C PLS1-S381

290A COPE-BONN

290D KLOC-PLS1

290D KLOC-SPN1

290E COPE-V382

290F TBM3-COPE

291B PLS1-TBM7

291B SPN2-TBM7

303A PLS1-T506

Vectors That Couldn t Be Rejected for Lack of Redundancy by Session and Vector:

282B PORT-K383

283A C506-G506

283A T506-G506

290D KLOC-COPE

D. Constrained Coordinates and Heights: Coordinates and heights were obtained from the

NGS Intranet site for all constrained stations in the adjustments. Geoid heights were obtained

using NGS program GEOID99 and added to the B-file. The various adjustment constraint Afiles were created using MS WordPad.

E. Computed Coordinates and Heights: Computed coordinates and heights were derived

from the final B-file, Koot_fin.bfl, which is created by combining the constrained horizontal and

vertical B-files. Accuracies for the computed coordinates for new stations reflect the residuals

listed by each vector associated with that station as found in the constrained adjustments.

II. Station Statistics

A total of 30 stations were directly occupied by representatives from the U.S. Geological Survey

during this project. Data from 5 NCORS to the southwest and southeast of the project area were

used in this project. See file Kootenai Prelimary Coordinates.doc. These stations fall into one of

the following categories:

National CORS: 5

Existing NGSIDB A or B Order Horizontal/Vertical Control Stations: 3

Existing NGSIDB A or B Order Horizontal Control Stations: 1

Existing NGSIDB 1st, 2nd, or 3rd Order Horizontal/Vertical Control Stations: 1

Existing NGSIDB Vertical Control Stations: 10

New marks established: 15

28
III. Computation of Horizontal Control

A. First Free Adjustment with Rejected Vectors: An initial free adjustment was run. The

NAD83 (1998) position and ellipsoid height of station CENTRAL (PID# TO0807) were held

fixed.

Input Files: Degrees of Freedom = 348

Koot_org.bfl Variance Sum = 115294.0

Koot_org.afl Std. Dev. of Unit Weight = 18.20

Koot_org.gfl Variance of Unit Weight = 331.30

Output Files:

Kbbk.or ==> Koot_upd.bfl

Koot_org.adj

11 vectors showed unusually large residuals and adjustment was rerun, rejecting the 11 vectors,

using updated B-file, Koot_upd.bfl, and G-file, Koot_upd.gfl.

Input Files: Degrees of Freedom = 315

Koot_upd.bfl Variance Sum = 64836.1

Koot_upd.afl Std. Dev. of Unit Weight = 14.35

Koot_upd.gfl Variance of Unit Weight = 205.83

Output Files:

Kbbk.up ==> Koot_fr.bfl

Koot_upd.adj

B. Minimal Constrained Horizontal Adjustment: A horizontal adjustment was run. The

updated B-file from the first free adjustment was used as input along with the copied final G-file.

Station CENTRAL (PID# TO0807) position and ellipsoid height were held constrained. The

results were checked and indicated that the proper vectors had been rejected.

Input Files: Degrees of Freedom = 315

Koot_fr.bfl Variance Sum = 64836.1

Koot_Hfr.afl Std. Dev. of Unit Weight = 14.35

Koot_upd.gfl Variance of Unit Weight = 205.83

Output Files:

Kbbk.hf ==> Koot_Hfr.bfl

Koot_Hfr.adj

C. Constrained Horizontal Adjustment: A horizontal adjustment was run. The updated Bfile from the first free adjustment was used as input along with the updated G-file. Positions and

ellipsoid heights were constrained at the listed stations. The results revealed that all constrained

control fit fairly well.

29
Horizontally Constrained NCORS:

 SSN 4-Char PID Hz/V Latitude Longitude Station Name

 0035|MSOL|DE8232|A- |46 55 45.8|114 06 31.8|MISSOULA CORS ARP

 0019|PLS1|AJ1818|A- |47 39 49.5|114 06 50.0|POLSON 1 CORS ARP

 0036|SC00|AJ7205|A- |46 57 03.3|120 43 28.5|SC00 CORS ARP

 0024|SPN1|AJ1822|A- |47 31 06.0|117 25 25.2|SPOKANE 1 CORS ARP

 0025|SPN2|AJ1824|A- |47 31 06.1|117 25 24.0|SPOKANE 2 CORS ARP

Horizontally Constrained A and B-Order Stations:

 SSN 4-Char PID Hz/V Latitude Longitude Station Name

 0005|C506|TN0682|B-1|48 22 05.0|115 21 38.9|C 506

 0006|CENT|TO0807|B- |48 37 44.1|116 01 36.0|CENTRAL

 0014|K383|TO0536|A-1|48 32 16.9|116 25 07.8|K 383

 0023|S381|TO1176|A-3|48 43 52.8|116 15 29.8|S 381 RESET

Input Files: Degrees of Freedom = 339

Koot_Hfr.bfl Variance Sum = 98198.5

Koot_Hc.afl Std. Dev. of Unit Weight = 16.58

Koot_upd.gfl Variance of Unit Weight = 274.92

Output Files:

Kbbk.hc ==> Koot_Hc.bfl

Koot_Hc.adj

D. Minimally Constrained Vertical Adjustment: A vertical adjustment was run. The B-file

from the first free adjustment after including Geoid heights was used as input along with the

updated G-file. Station P 516 (PID# TN0726) position and orthometric height were constrained.

This adjustment basically mirrored the first free adjustment because there is only one control

station.

Input Files: Degrees of Freedom = 315

Koot_Vfg.bfl Variance Sum = 64836.1

Koot_Vfr.afl Std. Dev. of Unit Weight = 14.35

Koot_upd.gfl Variance of Unit Weight = 205.83

Output Files:

Kbbk.vf ==> Koot_Vfr.bfl

Koot_Vfr.adj

Comments: Comparisons between the minimal constraint vertical adjustment with published

orthometric heights at all known orthometric stations indicated that all published NAVD88

orthometric heights fit well within the project area with the exception of G 506 (PID#TN0686).

Both GPS solutions to G 506 were poor so there is no real GPS-derived check on the published

NAVD88 height for this station.

Unconstrained — (Minus) Constrained NAVD88 Orthometric Heights Arranged East to West:

30
 SSN 4-Char Un-Constrained Constrained U - C

0001 2766 754.699 754.776 -0.077

0008 E506 648.323 648.405 -0.082

0005 C506 646.472 646.551 -0.079

0013 G506 641.623 641.602 0.021

0022 Q506 627.186 627.224 -0.038

0026 T506 631.573 631.600 -0.027

0033 TROY 648.312 648.353 -0.041

0018 P516 567.480 567.480 Constrained

0012 G381 702.183 702.137 0.046

0023 S381 710.286 710.231 0.055

0009 F381 711.315 711.255 0.060

0010 F382 686.279 686.255 0.024

0034 V382 674.104 674.071 0.033

0014 K383 660.846 660.704 0.142

E. Constrained Vertical Adjustment: A constrained vertical adjustment was run. The

updated B-file from the minimally constrained vertical adjustment and the original G-file were

used as input. Orthometric heights at the listed stations as well as the position at one station

were constrained. The results revealed that all constrained control fit very well. Station G 506

(PID#TN0686) shows high height residuals but was constrained anyway as it only connects to

two other constrained bench marks and does not affect the rest of the adjustment.

Vertically Constrained First and Third Order Stations from NGS Database:

 SSN 4-Char PID Hz/V Latitude Longitude Station Name

 0001|2766|TN0674| -1|48 24 31. |115 18 35. |27+66.94

 0005|C506|TN0682|B-1|48 22 05.0|115 21 38.9|C 506

 0008|E506|TN0684| -1|48 21 57. |115 24 10. |E 506

 0009|F381|TO0518| -1|48 43 50. |116 17 34. |F 381 X

 0010|F382|TO0612| -1|48 48 18. |116 19 45. |F 382

 0012|G381|TO0645| -1|48 41 23. |116 06 10. |G 381

 0013|G506|TN0686| -1|48 22 50. |115 26 32. |G 506

 0014|K383|TO0536|A-1|48 32 16.9|116 25 07.8|K 383

 0018|P516|TN0726|1-1|48 32 46.8|115 57 42.8|P 516

 0022|Q506|TN0696| -1|48 24 27. |115 35 36. |Q 506

 0023|S381|TO1176|A-3|48 43 52.8|116 15 29.8|S 381 RESET

 0026|T506|TN0702| -1|48 26 09. |115 38 20. |T 506

 0033|TROY|TN0713| -1|48 26 12. |115 51 12. |TROY AZ MK

 0034|V382|TO0627| -1|48 57 45. |116 25 10. |V 382

Horizontally Constrained B-Order Station:

 SSN 4-Char PID Hz/V Latitude Longitude Station Name

 0006|CENT|TO0807|B- |48 37 44.1|116 01 36.0|CENTRAL

Input Files: Degrees of Freedom = 328

Koot_Vfr.bfl Variance Sum = 91948.0

Koot_Vc.afl Std. Dev. of Unit Weight = 16.74

Koot_upd.gfl Variance of Unit Weight = 280.33

31
Output Files:

Kbbk.vc ==> Koot_Vc.bfl

Koot_Vc.adj

F. Final Free Adjustment with Accuracies: A final free adjustment was run with B-file from

constrained horizontal adjustment along with the copied free horizontal A-file with qq records

and the original G-file producing final adjustment with accuracies.

Input Files: Degrees of Freedom = 315

Koot_Hc.bfl Variance Sum = 64836.1

Koot_qq.afl Std. Dev. of Unit Weight = 14.35

Koot_upd.gfl Variance of Unit Weight = 205.83

Output File:

Koot_qq.adj

G. Final B-file: The updated B-file from the vertical adjustment and the updated B-file from

the horizontal adjustment were combined using NGS program ELEVUP.EXE to create the final

B-file. See attached Final *80* Records from the final B-file in Attachment F at back of

Appendix A.

Input Files:

Koot_Vc.bfl

Koot_Hc.bfl

Output File:

Koot_fin.bfl

H. Blue Book Accuracies: Program BBACCUR.EXE was run on the final adjustment to output

project internal and external accuracies.

Input File:

Koot_qq.adj

Output File:

Koot_BAC.out

XI. Contacts

Project Computer

Curtis L. Smith

National Geodetic Survey

P.O. Box 140533

Boise, ID 83714

Phone: 208-332-7197

32
U.S. Geological Survey

Gary Barton

U.S. Geological Survey-Idaho District

1201 Pacific Avenue, Suite 600

Tacoma, WA 98402

Phone: 253-428-3600 x2613

Edward H. Moran

Hydrologist

USGS Alaska Science Center

4230 University Drive, Suite 201

Anchorage, AK 99508

Phone: 907-786-7115

33
Attachment F

000010*ID*HZTLOBS NGS NATIONAL GEODETIC SURVEY GPS 20020510

000020*10*KOOTENAI RIVER, MONTANA - IDAHO, GPS PROJECT, 2002 - 2003

000030*12*200202200203CLSCURTIS L SMITH 4ORB0

000040*13*NORTH AMERICAN DATUM-83 GRS-80 63781370002982572221

020000*80*000127+6694 48243316655N115184126399W 754784AIDB

020010*86*0001 754776A Y88 -15711T 738912A A

020020*80*00024A2002 48350700302N115590171339W 694877GMT1

020030*86*0002 694871G N88 -16111T 678692A A

020040*80*0003BONNERS FERRY GAGE 48415365106N116184321643W 543711GIDB

020050*86*0003 543711G N88 -16528T 527153A A

020060*80*0005C 506 48220505500N115213894707W 646556AMTB

020070*86*0005 646551A Y88 -15848T 630563A A

020080*80*0006CENTRAL 48374415778N116013607735W 694945GMTB

020090*86*0006 694936G N88 -16100T 678777A A

020100*80*0007COPELAND RM 5 GAGE 48544281878N116250221623W 539985GID1

020110*86*0007 539976G N88 -16257T 523655A A

020120*80*0008E 506 48215690974N115240592410W 648401AMTB

020130*86*0008 648405A Y88 -15920T 632340A A

020140*80*0009F 381 X 48435077300N116173502199W 711253AIDB

020150*86*0009 711255A Y88 -16444T 694804A A

020160*80*0010F 382 48481917725N116194381151W 686263AIDB

020170*86*0010 686255A Y88 -16341T 669859A A

020180*80*0011FSO1 SS 48284619128N115541928453W 606521GMTB

020190*86*0011 606521G N88 -16184T 590242A A

020200*80*0012G 381 48412335291N116060470843W 702141AIDB

020220*86*0012 702137A Y88 -16128T 685981A A

020230*80*0013G 506 48224834310N115263116007W 641607AMT1

020240*86*0013 641602A Y88 -15987T 625558A A

020250*80*0014K 383 48321694284N116250782514W 660700AIDA

020260*86*0014 660704A Y88 -16629T 644123A A

020270*80*0015KLOCKMAN GAGE 48473772832N116225389031W 546683GID1

020280*86*0015 546681G N88 -16382T 530241A A

020290*80*0016KOOTFALL 1 48270628331N115462160549W 628378GMTB

020300*86*0016 628366G N88 -16029T 612233A A

020310*80*0017LIBBY BRIDGE 48235190258N115324894711W 639362GMTB

020320*86*0017 639356G N88 -16159T 623083A A

020330*80*0018P 516 48324680778N115574285070W 567484AMTB

020340*86*0018 567480A Y88 -16127T 551279A A

020350*80*0019POLSON 1 CORS ARP 47394955341N114065007830W 989840GMTA

020360*86*0019 989841G N88 -15327T 974425A A

020370*80*0020PLS 6050 48432921574N116091329516W 715543GIDB

020380*86*0020 715535G N88 -16173T 699315A A

020390*80*0021PORTHILL GAGE 48594600689N116302782410W 539476GID1

020400*86*0021 539469G N88 -16286T 523108A A

020410*80*0022Q 506 48242748627N115353562382W 627224AMT1

020420*86*0022 627224A Y88 -16132T 610971A A

020430*80*0023S 381 RESET 48435282789N116152980014W 710239CIDA

020440*86*0023 710231C Y88 -16375T 693847A A

020450*80*0024SPOKANE 1 CORS ARP 47310606265N117252525729W 738700GWAA

020460*86*0024 738704G N88 -18260T 720365A A

020470*80*0025SPOKANE 2 CORS ARP 47310610707N117252400200W 739180GWAA

020480*86*0025 739181G N88 -18259T 720828A A

020490*80*0026T 506 48260948366N115381906740W 631606AMTB

020500*86*0026 631600A Y88 -16051T 615440A A

34
020510*80*0027TBM1 48591880714N116323162284W 538142GIDB

020520*86*0027 538142G N88 -16287T 521817A A

020530*80*0028TBM3 48541262027N116240102311W 541211GIDB

020540*86*0028 541213G N88 -16256T 524892A A

020550*80*0029TBM6 48442003417N116245185303W 540310GIDB

020560*86*0029 540309G N88 -16339T 523928A A

020570*80*0030TBM7 48421902326N116221106146W 541833GIDB

020580*86*0030 541826G N88 -16513T 525276A A

020590*80*0031TBM8 48415318628N116184480846W 543370GIDB

020600*86*0031 543373G N88 -16529T 526821A A

020610*80*0032TRIBE GAGE 48421879462N116221080246W 541488GIDB

020620*86*0032 541476G N88 -16513T 524876A A

020630*80*0033TROY AZ MK 48261401766N115511057195W 648353AMT1

020640*86*0033 648353A Y88 -16238T 631996A A

020650*80*0034V 382 48574570198N116251087270W 674075AIDB

020660*86*0034 674071A Y88 -16119T 657906A A

020670*80*0035MISSOULA CORS ARP 46554583733N114063184611W 975620GMTA

020680*86*0035 975617G N88 -14822T 960639A A

020699*80*0036SC00 CORS ARP 46570331152N120432853624W1198820GWAA

020700*86*0036 1198821G N88 -19875T 1178801A A

020710*90*0006

020720*ID*

35
and Kootenay Lake British Columbia, Canada—Open-File Report 2004–1045

Barton and others—Surveying Cross Sections of the Kootenai River Between Libby Dam, Montana,