hydraulic testing and data report for six- inch triton filter...

HYDRAULIC TESTING AND DATA REPORT FOR SIX-

INCH TRITON FILTER MATTRESS

Prepared for

Tensar International Corporation

Colorado State University

Daryl B. Simons Building at the

Engineering Research Center

Fort Collins, Colorado

HYDRAULIC TESTING AND DATA REPORT FOR SIX-

INCH TRITON FILTER MATTRESS

Prepared for

Tensar International Corporation

Prepared by

Christopher I. Thornton

Amanda L. Cox

Michael D. Turner

June 2009

Colorado State University

Daryl B. Simons Building at the

Engineering Research Center

Fort Collins, Colorado

i

TABLE OF CONTENTS

TABLE OF CONTENTS ...........................................................................................................i

LIST OF FIGURES ................................................................................................................ iii

LIST OF TABLES ....................................................................................................................v

LIST OF SYMBOLS AND ABBREVIATIONS .....................................................................vi

1 INTRODUCTION ..............................................................................................................1

2 TEST PROGRAM ..............................................................................................................2

2.1 Test Facility ...................................................................................................................2

2.2 Product...........................................................................................................................4

2.3 Embankment Construction .............................................................................................5

2.4 Filter Design and Installation..........................................................................................7

2.5 Six-inch Triton Filter Mattress Construction...................................................................8

2.6 Six-inch Triton Filter Mattress Installation .....................................................................9

2.7 Test Procedure .............................................................................................................13

3 TEST MATRIX AND DATABASE .................................................................................15

3.1 One-foot Overtopping Test...........................................................................................15

3.2 Two-foot Overtopping Test ..........................................................................................20

3.3 Three-foot Overtopping Test ........................................................................................22

3.4 Four-foot Overtopping Test ..........................................................................................24

3.5 Five-foot Overtopping Test ..........................................................................................27

3.6 Post-testing Evaluation.................................................................................................29

4 HYDRAULIC ANALYSIS ...............................................................................................30

4.1 Four-foot Overtopping Test ..........................................................................................31

4.2 Five-foot Overtopping Test ..........................................................................................33

5 SUMMARY.......................................................................................................................37

REFERENCES........................................................................................................................38

APPENDIX A SOIL PHYSICAL PROPERTIES ..............................................................39

APPENDIX B COMPACTION VERIFICATION .............................................................41

APPENDIX C FILTER MATERIAL GRAIN-SIZE DISTRIBUTIONS ..........................43

ii

APPENDIX D PRODUCT INSTALLATION SPECIFICATIONS...................................46

APPENDIX E GRAIN-SIZE DISTRIBUTION FOR STONE INFILL.............................53

APPENDIX F FILTER FABRIC PRODUCT SPECIFICATIONS...................................55

APPENDIX G HYDRAULIC ANALYSIS DATA..............................................................57

iii

LIST OF FIGURES

Figure 1-1. Photograph of the Six-inch Triton Filter Mattress.....................................................1

Figure 2-1. The Engineering Research Center at CSU and Horsetooth Reservoir.......................3

Figure 2-2. Profile View Steep Gradient Overtopping Facility set at 2:1 Slope ...........................4

Figure 2-3. Six-inch Triton Filter Mattresses ...............................................................................5

Figure 2-4. Compacted Embankment before Installation of Six-inch Triton Filter

Mattress...................................................................................................................6

Figure 2-5. Profile View of Granular Filter and Embankment Toe Detail ....................................7

Figure 2-6. Triton Mattress Baffles and Two-by-Six Frames .......................................................8

Figure 2-7. Completed Six-inch Triton Filter Mattress prior to Installation..................................9

Figure 2-8. Mirafi 180N over Compacted Embankment ...........................................................10

Figure 2-9. Crane-installation of Six-inch Triton Filter Mattress...............................................11

Figure 2-10. Six-inch Triton Filter Mattress following Crane-installation .................................11

Figure 2-11. Cross-sectional View of Sidewall Detail...............................................................12

Figure 2-12. Photograph of Toe Wall and Toe Plate .................................................................13

Figure 3-1. Photograph of Installed Revetment System prior to Testing....................................16

Figure 3-2. One-foot Overtopping Test in Progress ..................................................................18

Figure 3-3. Two-foot Overtopping Test in Progress..................................................................20

Figure 3-4. Three-foot Overtopping Test in Progress................................................................22

Figure 3-5. Four-foot Overtopping Test in Progress..................................................................24

Figure 3-6. Five-foot Overtopping Test in Progress ..................................................................27

Figure 3-7. Embankment following Revetment System Removal .............................................29

Figure 4-1. Manning’s n verses Unit Discharge for Three-, Four-, and Five-foot

Overtopping Tests of Six-inch Triton Filter Mattress .............................................30

Figure 4-2. Four-foot Overtopping Measured Flow Depth Data Compared to Model

Flow Depth Data ...................................................................................................32

Figure 4-3. Four-foot Overtopping Water-surface Profile Fit, Manning’s n = 0.040..................32

Figure 4-4. Flow Velocity and Boundary Shear Stress for Four-foot Overtopping Test.............33

Figure 4-5. Five-foot Overtopping Measured Flow Depth Data Compared to Model Flow

Depth Data ............................................................................................................34

Figure 4-6. Five-foot Overtopping Water-surface Profile Fit, Manning’s n = 0.038 ..................35

Figure 4-7. Flow Velocity and Boundary Shear Stress for Five-foot Overtopping Test .............36

Figure A-1. Sub-grade Grain Size Distribution.........................................................................40

Figure B-1. Compaction Verification for Soil Embankment ......................................................42

Figure C-1. Pea Gravel Filter Material Grain-size Distribution Curve.......................................44

Figure C-2. Angular Rock Grain-size Distribution Curve .........................................................45

iv

Figure D-1. Product Construction and Installation Instructions ..................................................48

Figure E-1. Grain-size Distribution for Stone Infill....................................................................54

Figure F-1. Product Data Sheet for Mirafi 180N........................................................................56

v

LIST OF TABLES

Table 3-1. Test Matrix for the Six-inch Triton Filter Mattress ..................................................15

Table 3-2. One-foot Overtopping Test Hydraulic Data .............................................................19

Table 3-3. Two-foot Overtopping Test Hydraulic Data.............................................................21

Table 3-4. Three-foot Overtopping Test Hydraulic Data...........................................................23

Table 3-5. Four-foot Overtopping Test Hydraulic Data ............................................................26

Table 3.6. Five-foot Overtopping Test Hydraulic Data .............................................................28

Table 4-1. Summary Hydraulics for Overtopping Test Series ....................................................31

Table G-1. Four-foot Overtopping Test Regression Data for Velocity and Shear Stress

Analysis ................................................................................................................58

Table G-2. Five-foot Overtopping Test Regression Data for Velocity and Shear Stress

Analysis ................................................................................................................63

vi

LIST OF SYMBOLS AND ABBREVIATIONS

Symbol

D0 grain size that 0% of the particles are finer than



EGL energy grade line

n Manning’s coefficient of hydraulic resistance

Abbreviations

% percent

± plus or minus

ASTM American Society for Testing and Materials

avg average

cfs cubic feet per second

CSU Colorado State University

ERC Engineering Research Center

ft foot or feet

ft/ft foot per foot

ft/s feet per second

H:V Horizontal:Vertical

hr(s) hour(s)

ID identification

in. inch(es)

lb pound(s)

lb/ft3 pounds per cubic foot

mm/dd/yy month/day/year

pcf pounds per cubic foot

PI Plasticity Index

psf pounds per square foot

psi pounds per square inch

SGOF Steep Gradient Overtopping Facility

1

1 INTRODUCTION

During the fall of 2008, hydraulic performance testing was conducted by Colorado State

University (CSU) on one six-inch Triton Filter Mattress manufactured by Tensar International

Corporation. Testing was performed at the Hydraulics Laboratory at the Engineering Research

Center. The Triton Filter Mattress was constructed and installed according to specifications

provided by Tensar International Corporation. A total of five tests were conducted under the test

program. Figure 1-1 presents a photograph of the six-inch Triton Filter Mattress during the

installation process. Information presented within this report documents the construction and

testing processes, and also provides data from hydraulic testing of a full-scale revetment system

under controlled laboratory conditions for the purpose of identifying stability threshold

conditions. Descriptions of the test program, test matrix, database, and test summary are

presented in this report.

Figure 1-1. Photograph of the Six-inch Triton Filter Mattress

2

2 TEST PROGRAM

2.1 TEST FACILITY

Laboratory testing of the six-inch Triton Filter Mattress was performed at the Hydraulics

Laboratory located at the Engineering Research Center (ERC) at CSU. Colorado State

University’s ERC is comprised of laboratories and offices encompassing virtually all engineering

disciplines. Within the ERC, the Hydraulics Division (a subdivision of the Civil and

Environmental Engineering Department) operates the Hydraulics Laboratory.

Water supply to both outdoor and indoor research facilities is furnished by Horsetooth

Reservoir, which is adjacent to the ERC as presented in Figure 2-1. Flow is conveyed through

an existing pipe network to each facility. Outdoor facilities are gravity fed from Horsetooth

Reservoir with a capacity of approximately 170,000 acre-feet of water and a maximum, static

pressure of approximately 110 pounds per square inch (psi) at the ERC pipe network. Each

outdoor facility has its own independent water delivery system.

3

Figure 2-1. The Engineering Research Center at CSU and Horsetooth Reservoir

For this testing program, an overtopping test facility was utilized, which was 4 ft wide by

40 ft long and with a 2H:1V (Horizontal:Vertical) slope. The head-box configuration in this

flume allowed for a maximum of 6 ft of overtopping depth. Figure 2-2 presents a profile

drawing of the Steep Gradient Overtopping Facility (SGOF) utilized for the testing program.

Horsetooth

Reservoir

College Lake

ERC

Outdoor Facilities

4

Figure 2-2. Profile View Steep Gradient Overtopping Facility set at 2:1 Slope

2.2 PRODUCT

The six-inch Triton Filter Mattress was tested under controlled conditions to provide data

consistent with the current state-of-the-practice in calculating hydraulic performance thresholds.

Three sections of geogrid baffles four-feet in width were provided by Tensar International

Corporation, which consisted of lengths of two twenty-foot sections and an eleven-foot section.

The baffle sections were filled with angular stone, and the finished six-inch Triton Filter

Mattress was tested under the duress of an overtopping test protocol. A photograph of the six-

inch Triton Filter Mattresses is presented as Figure 2-3.

Not To Scale

12-in.

2

1

40-ft

12-in. Soil

10-ft Toe Plate

and Cap

Six-inch Triton Filter

Mattress

Flow Straightener

Five-foot

Granular Filter

5

Figure 2-3. Six-inch Triton Filter Mattresses

2.3 EMBANKMENT CONSTRUCTION

The testing program included construction of an earthen embankment section compacted

between vertical walls of an outdoor flume. To prevent subgrade edge effects from

compromising the integrity of the embankment, channel iron was installed along the walls of the

flume. Soil was placed within the head and toe walls of the test section, and compacted in two

equal lifts of six inches. Soil consisted of a clayey sand with a Plasticity Index (PI) of 10. The

test section was constructed to a height where the finished soil embankment surface was 1 ft

above the floor of the testing facility. Embankment geometry incorporated a horizontal 10 ft

long crest section, and a specified slope length of 40 ft at a angle of 2H:1V. Figure 2-4 presents

a photograph of the compacted soil embankment prior to installation of the six-inch Triton Filter

Mattress.

6

Figure 2-4. Compacted Embankment before Installation of Six-inch Triton Filter Mattress

Soil information determined and documented during embankment construction included

the following:

• Soil Texture (ASTM D2487 classification);

• Grain size distribution curve (ASTM D422); and

• Atterberg Limits (ASTM D4318).

All of the documented physical properties of the soil are located in Appendix A.

Soil moisture content and in-situ dry unit weight were determined by nuclear density

gage along the centerline of the embankment as determined by Terracon, Inc. (ASTM D2922 and

D3017) Three locations on the compacted soil embankment were evaluated for their in-situ

moisture content and dry unit weight. From the crest of the test section, these locations were

approximately 10 ft apart. The in-situ moisture contents for these locations were 8.7, 7.8, and

7

7.6 percent by volume and the corresponding compaction percentages were 93, 92, and 90

percent. The Field Density Test Report verifying compaction is located in Appendix B.

2.4 FILTER DESIGN AND INSTALLATION

To reduce the pore pressure created at the downstream end of the embankment, a filter

was designed according to current industry standards and installed just upstream of the porous

toe wall, extending 5 ft upstream. The filter was constructed using angular rock with a D50 of 26

mm, pea gravel with a D50 of 5.7 mm, and sand with a D50 of 0.70 mm. Grain size distribution

curves for the filter material are provided in Appendix C. The filter was installed using the

angular rock extending 2.5 ft upstream of the toe plate with a 2:1 pea gravel to sand mixture

extending the remaining 2.5 ft, creating a total filter thickness of 5 ft. The division between the

soil embankment and granular filter was further established with the placement of a Mirafi 180N

barrier. In addition, a ¼-inch perforated steel plate was placed between the filter mattress and

granular filter. Figure 2-5 presents a schematic of the granular filter layer described above.

Figure 2-5. Profile View of Granular Filter and Embankment Toe Detail

Toe Plate and

End Cap

12 in.

2.5 ft

2.5 ft

Mirafi®

180N

Six-inch Triton Filter Mattress

Soil

2:1 Pea

Gravel:Sand

Angular Rock

NOT TO SCALE

Perforated

Steel Plate

8

2.5 SIX-INCH TRITON FILTER MATTRESS CONSTRUCTION

Construction of the six-inch Triton Filter Mattresses was reflective of standard

procedures provided by Tensar International. The installation instructions are presented in

Appendix D. The geogrid sections were laid flat on the ground, and all vertical seams of the mat

were tied with standard half-hitch knots. Subsequently, two-by-six inch frames were constructed

and placed in alternating baffle sections to add vertical rigidity for the placement of stone infill.

The seamed mat and frames can be seen in Figure 2-6.

Figure 2-6. Triton Mattress Baffles and Two-by-Six Frames

Following the frame installation, angular stone with a D0 of 1.50 inches, D50 of 2.25

inches, and D100 of 3.00 inches was placed in the baffles. A grain size distribution for the stone

installed into the baffles is presented in Appendix E. Stone was placed in the baffles such that

the stone fill level was slightly above the upper vertical edge of the mattress. The top of the

mattress was then sealed with the stitch configuration provided in the manufacturer’s

instructions. The six-inch Triton Filter Mattress following construction can be seen in Figure

2-7.

9

Figure 2-7. Completed Six-inch Triton Filter Mattress prior to Installation

2.6 SIX-INCH TRITON FILTER MATTRESS INSTALLATION

Installation was reflective of standard procedures for revetment systems for hydraulic

stability and accommodated a four foot width of the filter mattress. Mirafi®

180N non-woven

geotextile fabric was placed on the compacted embankment. The product data sheet for Mirafi

180N is presented in Appendix F. The geotextile fabric was placed over the embankment and

forced to follow the contour over the transition between the horizontal approach and 2H:1V test

sections. At the crest of the slope, a V-notch was cut into the fabric and sealed using silicone

adhesive. Also, all joints between the geotextile and facility were sealed with silicone adhesive.

The embankment with the geotextile installed is presented as Figure 2-8.

10

Figure 2-8. Mirafi 180N over Compacted Embankment

Subsequently, the six-inch Triton Filter Mattress was craned onto the embankment per

the instructions provided by Tensar International. The mattress sections were then sewn to one

another with the stitch configuration provided in the assembly instructions. Figure 2-9 presents a

photograph of the six-inch Triton Filter Mattress while being craned into the facility and, Figure

2-10 presents a photograph of the six-inch Triton Filter Mattress after crane-installation.

11

Figure 2-9. Crane-installation of Six-inch Triton Filter Mattress

Figure 2-10. Six-inch Triton Filter Mattress following Crane-installation

12

Following standard installation procedures for revetment system testing, potential for

artificially induced scour along the sidewalls was prevented by placing foam wadding along the

one-half inch voids of the revetment system. The edges were then covered with angle iron as

presented in Figure 2-11, which provides a cross-sectional diagram of the test section.

Figure 2-11. Cross-sectional View of Sidewall Detail

The edge treatment prevented water from flowing unobstructed down the edges of the

flume. Flashing was secured to the flume walls and sealed to terminate the filter fabric, ensure

the filter mattress could not be completely removed from the flume, and to restrain the foam

edge treatment. Horizontal projection of the side protection extended five inches into the flume.

The filter was secured at the embankment toe by means of a steel plate which prevented vertical

displacement of the filter mattress, but allowed for expansion of the mattress in the downstream

direction. A photograph of this toe plate is presented in Figure 2-12.

Soil

Flume Wall

Silicone Seal

Flashing

Securing Bolt

Foam Wadding

Six-inch

Triton Filter

Mattress

Channel

Iron Mirafi 180N

Not to Scale

13

Figure 2-12. Photograph of Toe Wall and Toe Plate

2.7 TEST PROCEDURE

A test consisted of a continuous 4-hr flow over the six-inch Triton Filter Mattress at a

uniform discharge. The performance threshold for the six-inch Triton Filter Mattress tested

within this test program was defined as the point at which deformation, soil loss, or loss of

intimate contact with the embankment sub-grade occurred. Provided that the revetment system

successfully endured the 4-hr flow without exceeding the defined performance threshold, the

procedure was repeated at the next higher target discharge or until the flow capacity of the

testing facility was reached. Typically, target discharges corresponded to predetermined

overtopping depths above the embankment crest elevation (e.g., 1 ft, 2 ft, etc.), although any

discharge could be conveyed through the system provided proper measurement and reporting

procedures were followed. Hourly data collection was maintained for the entire 4 hr test

duration, unless the performance threshold was exceeded.

14

Hourly measurements of water-surface elevations were made at 4 ft intervals (stations)

along the centerline of the embankment during each test. Bed elevations (top of revetment

surface) were established prior to and after the termination of each test at the same measurement

stations as the water-surface readings. Locations on the revetment system were identified with a

mark on the wall to ensure consistency in measurement. Flow and elevation measurements were

made to the nearest 0.01 ft using a point gage and survey level.

Discharge was determined independently of the measurements made within the test

section. Determination of the discharge was made using an in-line sonic flow meter located in

the inflow pipe. The in-line sonic flow meter was accurate to ±3%.

15

3 TEST MATRIX AND DATABASE

A test matrix was developed to summarize and present the details of the testing program.

Table 3-1 presents the test matrix which includes five tests with overtopping depths of 1-ft

through 5-ft. The 5-ft overtopping test was conducted until intimate contact was lost between the

Triton Filter Mattress and soil embankment. Each test was conducted on the 2H:1V

embankment slope. After completion of the tests outlined in Table 3.1, the collected data were

entered into a database for analysis. The following sections briefly describe conditions during

testing with photographic documentation, and provide the supporting database.

Table 3-1. Test Matrix for the Six-inch Triton Filter Mattress

Test ID

Test Date

(mm/dd/yy)

Embankment Slope (H:V)

Overtopping Depth

(ft)

Measured Discharge

(cfs)

Test Duration

(hrs)

one-foot 11/20/2008 2:1 1.0 11.0 4.0

two-foot 11/20/2008 2:1 2.0 28.0 4.0

three-foot 11/21/2008 2:1 3.0 50.0 4.0

four-foot 11/21/2008 2:1 4.0 78.0 4.0

five-foot 11/24/2008 2:1 5.0 109.0 2.0

3.1 ONE-FOOT OVERTOPPING TEST

Testing of the six-inch Triton Filter Mattress initiated on November 20th

, 2008. The

system was installed as per standard protocol described in Sections 2.3 through 2.6 utilizing a

slope length of 40 ft and a total embankment length including the horizontal approach section of

50 ft. Figure 3.1 is a photograph of the completed installation prior to testing. The system was

surveyed, and photographed to prepare for testing.

16

Figure 3-1. Photograph of Installed Revetment System prior to Testing

17

Testing commenced with a discharge intended to “season” the embankment by allowing

the system to become saturated. After the system was seasoned, the discharge was increased

until the water level in the headbox was one foot above the embankment. The discharge

recorded for the one-foot overtopping test was 11 cfs. Initially, data were collected at the pre-

established stations, and subsequently at the start of every hour for the remainder of the test. The

test was allowed to proceed for the full 4 hrs as described in Section 2.7, with data collection at

the start of each hour. In addition, aerated water was observed beginning approximately 4 ft

downstream of the crest and extended throughout the remainder of the test section. Therefore,

depth measurements beyond Station 4 should be considered approximate.

At the conclusion of the fourth hour, the discharge was terminated and post-test bed

elevation readings were recorded, indicating that there had not been any deformation of the

system or loss of intimate contact with either the subgrade embankment or granular drainage

layer. Figure 3-2 is a photograph of the one-foot overtopping test in progress. Table 3-2

presents the one-foot overtopping test data.

18

Figure 3-2. One-foot Overtopping Test in Progress

19

Table 3-2. One-foot Overtopping Test Hydraulic Data

Tape

Station

(ft)

Horizontal

Station

(ft)

Position

ID

Pre-test

Bed

Reading

(ft)

Point-

gage

Survey

Elevation

(ft)

Bed

Elevation

(ft)

Water-

surface

Reading

hr 1

(ft)

Water-

surface

Reading

hr 2

(ft)

Water-

surface

Reading

hr 3

(ft)

Water-

surface

Reading

hr 4

(ft)

Water-

surface

Average

Reading

(ft)

Water-

surface

Elevation

(ft)

Depth

(ft)

Vertical

Depth

(ft)

Continuity

Velocity

(ft/s)

EGL

(Continuity)

(ft)

3.65 3.28 Center 17.24 99.92 82.68 17.00 16.95 16.92 16.91 16.95 82.98 0.30 0.33 9.32 84.29

5.65 5.07 Center 17.15 99.03 81.88 16.94 16.92 16.91 16.92 16.92 82.11 0.23 0.25 12.09 84.35

7.65 6.87 Center 17.24 98.16 80.92 17.03 17.01 16.97 16.98 17.00 81.16 0.24 0.27 11.34 83.13

9.65 8.66 Center 17.18 97.26 80.08 16.99 16.97 16.95 16.95 16.97 80.30 0.22 0.24 12.79 82.81

11.65 10.46 Center 17.11 96.38 79.27 16.86 16.86 16.88 16.84 16.86 79.52 0.25 0.28 11.00 81.37

13.65 12.25 Center 17.27 95.50 78.23 16.90 16.91 16.94 16.83 16.90 78.61 0.38 0.42 7.33 79.40

15.65 14.05 Center 17.21 94.60 77.39 17.00 17.04 17.00 17.00 17.01 77.59 0.20 0.22 13.75 80.51

17.65 15.84 Center 17.14 93.73 76.59 17.03 16.96 16.96 16.93 16.97 76.76 0.17 0.19 16.18 80.81

19.65 17.64 Center 17.22 92.86 75.64 16.90 16.92 16.89 16.88 16.90 75.96 0.32 0.36 8.53 77.06

21.65 19.43 Center 17.24 92.02 74.78 16.93 16.98 16.90 16.93 16.93 75.09 0.31 0.34 8.98 76.31

23.65 21.23 Center 17.04 91.09 74.05 16.87 16.88 16.89 16.86 16.88 74.22 0.16 0.18 16.67 78.51

25.65 23.02 Center 17.15 90.20 73.05 16.77 16.80 16.78 16.75 16.78 73.43 0.38 0.42 7.33 74.22

27.65 24.82 Center 17.06 89.35 72.29 16.81 16.83 16.84 16.81 16.82 72.53 0.24 0.26 11.58 74.59

29.65 26.61 Center 17.26 88.46 71.20 16.90 16.93 16.91 16.89 16.91 71.55 0.35 0.39 7.80 72.46

31.65 28.41 Center 17.29 87.57 70.28 16.97 17.05 17.02 16.99 17.01 70.56 0.28 0.31 9.73 72.00

33.65 30.20 Center 17.19 86.69 69.50 16.93 16.96 16.93 16.95 16.94 69.75 0.25 0.28 11.11 71.64

35.65 32.00 Center 17.32 85.80 68.48 16.96 16.98 16.93 16.94 16.95 68.85 0.37 0.41 7.48 69.68

37.65 33.79 Center 17.21 84.90 67.69 16.92 16.95 16.95 16.94 16.94 67.96 0.27 0.30 10.19 69.54

20

3.2 TWO-FOOT OVERTOPPING TEST

Upon conclusion of the one-foot overtopping test of the six-inch Triton Filter Mattress,

there was no observable contact loss or deformation. The two-foot overtopping test initiated on

November 20th

, 2008. Flow over the system was increased gradually to the two-foot overtopping

depth, achieved at 28 cfs. Figure 3-3 is a photograph of the two-foot test in progress.

Figure 3-3. Two-foot Overtopping Test in Progress

Initially, data were collected at the pre-established stations, and subsequently at the start

of every hour for the remainder of the test. Aerated water was observed beginning

approximately 10 ft downstream of the crest and extended throughout the remainder of the test

section. Therefore, depth measurements beyond Station 10 should be considered approximate.

The test was conducted for the full 4 hrs as there was no observable system deformation during

the overtopping test. At the conclusion of the fourth hour, the discharge was terminated and

post-test bed elevations were recorded, confirming that the system had not exceeded the

performance threshold. Table 3-3 presents the two-foot overtopping test data.

21

Table 3-3. Two-foot Overtopping Test Hydraulic Data

Tape

Station

(ft)

Horizontal

Station

(ft)

Position

ID

Pre-test

Bed

Reading

(ft)

Point-

gage

Survey

Elevation

(ft)

Bed

Elevation

(ft)

Water-

surface

Reading

hr 1

(ft)

Water-

surface

Reading

hr 2

(ft)

Water-

surface

Reading

hr 3

(ft)

Water-

surface

Reading

hr 4

(ft)

Water-

surface

Average

Reading

(ft)

Water-

surface

Elevation

(ft)

Depth

(ft)

Vertical

Depth

(ft)

Continuity

Velocity

(ft/s)

EGL

(Continuity)

(ft)

3.65 3.28 Center 17.23 99.92 82.69 16.63 16.63 16.63 16.63 16.63 83.29 0.60 0.67 11.67 85.34

5.65 5.07 Center 17.14 99.03 81.89 16.67 16.66 16.67 16.67 16.67 82.36 0.47 0.53 14.81 85.72

7.65 6.87 Center 17.23 98.16 80.93 16.79 16.79 16.78 16.80 16.79 81.37 0.44 0.49 15.91 85.26

9.65 8.66 Center 17.18 97.26 80.08 16.76 16.74 16.75 16.75 16.75 80.51 0.43 0.48 16.28 84.58

11.65 10.46 Center 17.10 96.38 79.28 16.65 16.66 16.64 16.65 16.65 79.73 0.45 0.50 15.56 83.44

13.65 12.25 Center 17.27 95.50 78.23 16.66 16.70 16.67 16.63 16.67 78.84 0.61 0.67 11.57 80.85

15.65 14.05 Center 17.18 94.60 77.42 16.73 16.76 16.71 16.72 16.73 77.87 0.45 0.50 15.56 81.58

17.65 15.84 Center 17.11 93.73 76.62 16.75 16.75 16.70 16.74 16.74 77.00 0.38 0.42 18.67 82.37

19.65 17.64 Center 17.21 92.86 75.65 16.69 16.69 16.66 16.69 16.68 76.18 0.53 0.59 13.27 78.86

21.65 19.43 Center 17.21 92.02 74.81 16.70 16.72 16.63 16.70 16.69 75.33 0.52 0.58 13.40 78.07

23.65 21.23 Center 17.03 91.09 74.06 16.68 16.70 16.66 16.67 16.68 74.41 0.35 0.39 19.86 80.50

25.65 23.02 Center 17.16 90.20 73.04 16.57 16.60 16.61 16.57 16.59 73.61 0.57 0.64 12.23 75.88

27.65 24.82 Center 17.04 89.35 72.31 16.63 16.57 16.59 16.50 16.57 72.78 0.47 0.52 14.97 76.21

29.65 26.61 Center 17.25 88.46 71.21 16.68 16.59 16.62 16.61 16.63 71.84 0.63 0.70 11.20 73.72

31.65 28.41 Center 17.26 87.57 70.31 16.71 16.75 16.74 16.71 16.73 70.84 0.53 0.59 13.15 73.47

33.65 30.20 Center 17.16 86.69 69.53 16.74 16.77 16.74 16.72 16.74 69.95 0.42 0.47 16.77 74.27

35.65 32.00 Center 17.30 85.80 68.50 16.69 16.68 16.70 16.67 16.69 69.12 0.61 0.69 11.38 71.06

37.65 33.79 Center 17.20 84.90 67.70 16.65 16.67 16.66 16.64 16.66 68.25 0.55 0.61 12.84 70.75

22

3.3 THREE-FOOT OVERTOPPING TEST

Upon conclusion of the two-foot overtopping test, there was no observable contact loss or

deformation. The three-foot overtopping test initiated on November 21st, 2008. The system was

initially seasoned at a low flow rate. Subsequently, the flow over the system was increased

gradually to the three-foot overtopping depth, achieved at 50 cfs. Figure 3-4 is a photograph of

the three-foot overtopping test in progress.

Figure 3-4. Three-foot Overtopping Test in Progress








performance threshold. Table 3-4 presents the three-foot overtopping test data.

23

Table 3-4. Three-foot Overtopping Test Hydraulic Data

Tape

Station

(ft)

Horizontal

Station

(ft)

Position

ID

Pre-test

Bed

Reading

(ft)

Point-

gage

Survey

Elevation

(ft)

Bed

Elevation

(ft)

Water-

surface

Reading

hr 1

(ft)

Water-

surface

Reading

hr 2

(ft)

Water-

surface

Reading

hr 3

(ft)

Water-

surface

Reading

hr 4

(ft)

Water-

surface

Average

Reading

(ft)

Water-

surface

Elevation

(ft)

Depth

(ft)

Vertical

Depth

(ft)

Continuity

Velocity

(ft/s)

EGL

(Continuity)

(ft)

3.65 3.28 Center 17.22 99.92 82.70 16.30 16.30 16.30 16.29 16.30 83.62 0.92 1.03 13.55 86.38

5.65 5.07 Center 17.16 99.03 81.87 16.38 16.44 16.43 16.38 16.41 82.62 0.75 0.84 16.61 86.83

7.65 6.87 Center 17.24 98.16 80.92 16.50 16.57 16.55 16.49 16.53 81.63 0.71 0.79 17.54 86.34

9.65 8.66 Center 17.16 97.26 80.10 16.53 16.56 16.53 16.50 16.53 80.73 0.63 0.70 19.84 86.78

11.65 10.46 Center 17.09 96.38 79.29 16.45 16.47 16.47 16.46 16.46 79.92 0.63 0.70 19.92 86.01

13.65 12.25 Center 17.24 95.50 78.26 16.44 16.49 16.51 16.46 16.48 79.03 0.77 0.85 16.34 83.09

15.65 14.05 Center 17.16 94.60 77.44 16.50 16.56 16.54 16.53 16.53 78.07 0.63 0.70 19.92 84.16

17.65 15.84 Center 17.14 93.73 76.59 16.47 16.54 16.54 16.51 16.52 77.22 0.63 0.70 20.00 83.36

19.65 17.64 Center 17.18 92.86 75.68 16.38 16.49 16.47 16.48 16.46 76.41 0.72 0.81 17.24 80.95

21.65 19.43 Center 17.21 92.02 74.81 16.37 16.47 16.48 16.49 16.45 75.57 0.76 0.84 16.50 79.72

23.65 21.23 Center 17.03 91.09 74.06 16.40 16.46 16.45 16.45 16.44 74.65 0.59 0.66 21.19 81.56

25.65 23.02 Center 17.09 90.20 73.11 16.20 16.37 16.35 16.36 16.32 73.88 0.77 0.86 16.23 77.89

27.65 24.82 Center 17.04 89.35 72.31 16.13 16.30 16.32 16.33 16.27 73.08 0.77 0.86 16.23 77.09

29.65 26.61 Center 17.24 88.46 71.22 16.15 16.25 16.30 16.31 16.25 72.21 0.99 1.10 12.66 74.59

31.65 28.41 Center 17.24 87.57 70.33 16.16 16.37 16.37 16.37 16.32 71.25 0.92 1.03 13.55 74.01

33.65 30.20 Center 17.15 86.69 69.54 16.21 16.46 16.48 16.45 16.40 70.29 0.75 0.84 16.67 74.53

35.65 32.00 Center 17.28 85.80 68.52 16.28 16.44 16.40 16.41 16.38 69.42 0.90 1.00 13.93 72.34

37.65 33.79 Center 17.17 84.90 67.73 16.27 16.38 16.38 16.38 16.35 68.55 0.82 0.91 15.29 72.09

24

3.4 FOUR-FOOT OVERTOPPING TEST

Upon conclusion of the three-foot overtopping test, there was no observable contact loss

or deformation. The four-foot overtopping test initiated on November 21st, 2008. The system

was initially seasoned at a low flow rate. Subsequently, the flow over the system was increased

gradually to the four-foot overtopping depth, achieved at 78 cfs. Figure 3-5 is a photograph of

the four-foot overtopping test in progress.

Figure 3-5. Four-foot Overtopping Test in Progress

25








performance threshold. Table 3-5 presents the four-foot overtopping test data.

26

Table 3-5. Four-foot Overtopping Test Hydraulic Data

Tape

Station

(ft)

Horizontal

Station

(ft)

Position

ID

Pre-test

Bed

Reading

(ft)

Point-

gage

Survey

Elevation

(ft)

Bed

Elevation

(ft)

Water-

surface

Reading

hr 1

(ft)

Water-

surface

Reading

hr 2

(ft)

Water-

surface

Reading

hr 3

(ft)

Water-

surface

Reading

hr 4

(ft)

Water-

surface

Average

Reading

(ft)

Water-

surface

Elevation

(ft)

Depth

(ft)

Vertical

Depth

(ft)

Continuity

Velocity

(ft/s)

EGL

(Continuity)

(ft)

3.65 3.28 Center 17.21 99.92 82.71 15.95 16.95 15.94 15.94 16.20 83.73 1.02 1.13 19.21 89.35

5.65 5.07 Center 17.14 99.03 81.89 16.08 16.04 16.05 16.06 16.06 82.97 1.08 1.21 18.01 87.90

7.65 6.87 Center 17.23 98.16 80.93 16.18 16.15 16.17 16.16 16.17 82.00 1.07 1.19 18.31 87.09

9.65 8.66 Center 17.18 97.26 80.08 16.18 16.17 16.18 16.18 16.18 81.08 1.00 1.12 19.45 86.85

11.65 10.46 Center 17.09 96.38 79.29 16.15 16.13 16.14 16.13 16.14 80.24 0.95 1.06 20.47 86.65

13.65 12.25 Center 17.26 95.50 78.24 16.19 16.17 16.18 16.19 16.18 79.32 1.08 1.20 18.10 84.29

15.65 14.05 Center 17.16 94.60 77.44 16.33 16.28 16.27 16.28 16.29 78.31 0.87 0.97 22.41 86.02

17.65 15.84 Center 17.11 93.73 76.62 16.32 16.28 16.28 16.29 16.29 77.44 0.82 0.91 23.85 86.19

19.65 17.64 Center 17.20 92.86 75.66 16.29 16.27 16.26 16.30 16.28 76.58 0.92 1.03 21.20 83.46

21.65 19.43 Center 17.23 92.02 74.79 16.29 16.27 16.26 16.27 16.27 75.75 0.96 1.07 20.37 82.09

23.65 21.23 Center 17.03 91.09 74.06 16.26 16.26 16.27 16.29 16.27 74.82 0.76 0.85 25.66 84.96

25.65 23.02 Center 17.16 90.20 73.04 16.20 16.20 16.20 16.22 16.21 74.00 0.95 1.06 20.42 80.37

27.65 24.82 Center 17.02 89.35 72.33 16.24 16.17 16.22 16.19 16.21 73.15 0.81 0.91 23.93 81.95

29.65 26.61 Center 17.25 88.46 71.21 16.18 16.26 16.26 16.23 16.23 72.23 1.02 1.13 19.16 77.83

31.65 28.41 Center 17.25 87.57 70.32 16.34 16.32 16.34 16.35 16.34 71.23 0.91 1.02 21.37 78.23

33.65 30.20 Center 17.13 86.69 69.56 16.34 16.27 16.32 16.28 16.30 70.39 0.83 0.92 23.56 78.93

35.65 32.00 Center 17.28 85.80 68.52 16.20 16.21 16.21 16.20 16.21 69.60 1.08 1.20 18.14 74.59

37.65 33.79 Center 17.20 84.90 67.70 16.11 16.10 16.15 16.13 16.12 68.78 1.08 1.20 18.10 73.75

27

3.5 FIVE-FOOT OVERTOPPING TEST

Upon conclusion of the four-foot overtopping test, there was no observable contact loss

or deformation. A maximum test was initiated on November 24th

, 2008. The system was

initially seasoned at a low flow rate for five minutes. Subsequently, the flow over the system

was increased until the maximum discharge available at the facility was reached. The recorded

discharge was 109.0 cfs, which corresponded to 5.0 feet of overtopping depth. Figure 3-6 is a

photograph of the 109.0 cfs test in progress.

Figure 3-6. Five-foot Overtopping Test in Progress

The test was conducted for a duration of 2 hours and two sets of water surface elevation

data were collected. Aerated water was observed beginning approximately 36 feet downstream

of the crest, and therefore, depth measurements beyond this location should be considered

approximate. After two hours the system became compromised, evident as loss of intimate

contact between the mattress and granular filter, and shutdown procedures were initiated.

Following shutdown, bed elevation data were recorded over the intact portions of the test section,

and the six-inch Triton Filter Mattress was carefully removed from the facility. Table 3.6

presents the 109.0 cfs test data.

28

Table 3.6. Five-foot Overtopping Test Hydraulic Data

Tape

Station

Horizontal

Station Position

Pre-test

Bed

Reading

Point

Gage

Survey

Elevation

Bed

Elevation

Water

Surface

Reading

hr 1

Water

Surface

Reading

hr 2

Water

Surface

Average

Reading

Water

Surface

Elevation Depth

Vertical

Depth

Continuity

Velocity

EGL

(Continuity)

(ft) (ft) ID (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft)

3.65 3.28 Center 17.22 99.92 82.70 15.55 15.55 15.55 84.37 1.67 1.86 16.32 88.33

5.65 5.07 Center 17.18 99.03 81.85 15.78 15.74 15.76 83.27 1.42 1.58 19.19 88.84

7.65 6.87 Center 17.25 98.16 80.91 15.86 15.86 15.86 82.30 1.39 1.55 19.60 88.13

9.65 8.66 Center 17.20 97.26 80.06 15.91 15.91 15.91 81.35 1.29 1.44 21.12 88.15

11.65 10.46 Center 17.08 96.38 79.30 15.88 15.87 15.88 80.51 1.21 1.34 22.61 88.32

13.65 12.25 Center 17.26 95.50 78.24 15.90 15.90 15.90 79.60 1.36 1.52 20.04 85.69

15.65 14.05 Center 17.16 94.60 77.44 15.98 15.98 15.98 78.62 1.18 1.31 23.09 86.78

17.65 15.84 Center 17.09 93.73 76.64 15.99 15.99 15.99 77.74 1.10 1.23 24.77 87.16

19.65 17.64 Center 17.21 92.86 75.65 16.00 16.00 16.00 76.86 1.21 1.35 22.52 84.61

21.65 19.43 Center 17.26 92.02 74.76 16.03 16.04 16.04 75.99 1.22 1.36 22.24 83.54

23.65 21.23 Center 17.00 91.09 74.09 16.01 16.03 16.02 75.07 0.98 1.09 27.81 86.98

25.65 23.02 Center 17.16 90.20 73.04 15.99 15.99 15.99 74.21 1.17 1.30 23.29 82.51

27.65 24.82 Center 17.05 89.35 72.30 16.01 16.02 16.02 73.34 1.04 1.15 26.33 83.99

29.65 26.61 Center 17.13 88.46 71.33 16.10 16.08 16.09 72.37 1.04 1.16 26.20 82.92

31.65 28.41 Center 17.30 87.57 70.27 16.20 16.19 16.20 71.38 1.11 1.23 24.66 80.71

33.65 30.20 Center 17.11 86.69 69.58 16.15 16.12 16.14 70.56 0.98 1.09 27.95 82.58

35.65 32.00 Center 17.26 85.80 68.54 16.06 16.05 16.06 69.75 1.21 1.34 22.61 77.56

37.65 33.79 Center 17.14 84.90 67.76 16.02 16.03 16.03 68.88 1.11 1.24 24.44 78.04

29

3.6 POST-TESTING EVALUATION

Upon conclusion of the 109.0 cfs test, the six-inch Triton Filter Mattress was removed

from the flume in order to inspect the underlying subgrade embankment and rock drainage layer.

After inspection, it was determined that intimate contact had been lost over the lower 30 feet of

the test section, resulting in exceedance of the performance standard. Figure 3-7 presents

photographs of the embankment following the test series.

Figure 3-7. Embankment following Revetment System Removal

30

4 HYDRAULIC ANALYSIS

Hydraulic analyses were conducted for Tests 1 through 5. For all tests, water-surface

profiles were evaluated using a standard step fore-water hydraulic model which computed the

best-fit Manning’s roughness for the collected data. The hydraulic model developed theoretical

water-surface profiles with varying Manning’s roughness values to determine the best-fit

Manning’s roughness for each profile. The best-fit Manning’s roughness was determined from

maximizing the coefficient of determination, R2. A plot of Manning’s n verses unit discharge is

presented as Figure 4-1.

0.032

0.034

0.036

0.038

0.040

0.042

10 12 14 16 18 20 22 24 26 28 30

Unit Discharge (ft2/sec)

Man

nin

g's

n

Figure 4-1. Manning’s n verses Unit Discharge for Three-, Four-, and Five-foot

Overtopping Tests of Six-inch Triton Filter Mattress

31

Based on the developed best-fit profile, velocity and shear stress values were computed.

Appendix G provides the supporting data for the hydraulic analysis presented in this section.

Table 4-1 presents the unit discharge, maximum shear stress, maximum velocity, Manning’s n,

and system condition for the six-inch Triton Filter Mattress for each overtopping test.

Table 4-1. Summary Hydraulics for Overtopping Test Series

Test

Number

Unit

Discharge

Maximum

Shear Stress

Maximum

Velocity

Manning's

n Condition

(ft2/sec) (psf) (fps)

1 2.8 * * * Stable

2 7.0 6.8 17.2 * Stable

3 12.5 16.1 19.3 0.039 Stable

4 19.5 21.5 22.6 0.040 Stable

5 27.3 24.9 26.2 0.038 Unstable

* Values not calculable due to the presence of aerated water over the majority of the revetment system

For this testing series, Tests 4 and 5 were considered to be critical in establishing stability

thresholds for the six-inch Triton Filter Mattress. Therefore, because Test 4 was the final stable

test and Test 5 resulted in destabilization of the revetment system, detailed hydraulic analyses of

Tests 4 and 5 are presented below.

4.1 FOUR-FOOT OVERTOPPING TEST

Water-surface profile data for the four-foot overtopping test were used with the standard

step fore-water hydraulic model to conduct the hydraulic analysis. The Manning’s roughness

coefficient was determined to be 0.040 using the hydraulic model. Figure 4-2 provides a

graphical comparison of the measured flow depth data to the model output flow depth data.

Furthermore, Figure 4-3 presents the theoretical water-surface profile and energy grade line for

the model profile.

32

0.00

0.20

0.40

0.60

0.80

1.00

1.20

1.40

0.00 5.00 10.00 15.00 20.00 25.00 30.00

Station (ft)

Vert

ical D

ep

th (

ft)

Measured Data

Model Data

Figure 4-2. Four-foot Overtopping Measured Flow Depth Data Compared to Model Flow

Depth Data

40.00

50.00

60.00

70.00

80.00

90.00

100.00

0.00 5.00 10.00 15.00 20.00 25.00 30.00

Station (ft)

Ele

va

tio

n (

ft)

Bed

Water Surface Elevation

Energy Grade Line

Figure 4-3. Four-foot Overtopping Water-surface Profile Fit, Manning’s n = 0.040

33

Flow velocities and boundary shear stresses were computed at each station for the model

profile. The continuity equation was used to compute flow velocities and boundary shear

stresses were computed using the momentum equation. Figure 4-4 provides a graph of velocity

and shear stress versus horizontal station for the four-foot overtopping test. The highest flow

velocity and boundary shear stress at the downstream end of the test section were determined to

be 22.6 ft/s and 21.5 psf, respectively.

10.00

12.00

14.00

16.00

18.00

20.00

22.00

24.00

0.00 5.00 10.00 15.00 20.00 25.00 30.00

Station (ft)

Velo

cit

y (

ft/s

)

0.00

5.00

10.00

15.00

20.00

25.00

Sh

ear

Str

ess (

psf)

Velocity

Momentum

Shear Stress

Figure 4-4. Flow Velocity and Boundary Shear Stress for Four-foot Overtopping Test

4.2 FIVE-FOOT OVERTOPPING TEST

Water-surface profile data for the five-foot overtopping test were used with the standard

step fore-water hydraulic model to conduct the hydraulic analysis. The Manning’s roughness

coefficient was determined to be 0.038 using the hydraulic model.

34

Figure 4-5 provides a graphical comparison of the measured flow depth data to the model

output flow depth data. Furthermore, Figure 4-6 presents the theoretical water-surface profile

and energy grade line for the model profile.

0.00

0.20

0.40

0.60

0.80

1.00

1.20

1.40

1.60

1.80

2.00

0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00

Station (ft)

Vert

ical D

ep

th (

ft)

Measured Data

Model Data

Figure 4-5. Five-foot Overtopping Measured Flow Depth Data Compared to Model Flow

Depth Data

35

40.00

50.00

60.00

70.00

80.00

90.00

100.00

0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00

Station (ft)

Ele

va

tio

n (

ft)

Bed

Water Surface Elevation

Energy Grade Line

Figure 4-6. Five-foot Overtopping Water-surface Profile Fit, Manning’s n = 0.038

Flow velocities and boundary shear stresses were computed at each station for the model

profile. The continuity equation was used to compute flow velocities and boundary shear

stresses were computed using the momentum equation. Figure 4-7 provides a graph of velocity

and shear stress versus horizontal station for the five-foot overtopping test. The highest flow

velocity and boundary shear stress at the downstream end of the test section were determined to

be 26.2 ft/s and 24.9 psf, respectively. However, these values for velocity and shear stress reflect

the threshold exceedance for the six-inch Triton Filter Mattress, and represent a point at which

system instability was observed.

36

0.00

5.00

10.00

15.00

20.00

25.00

30.00

0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00

Station (ft)

Velo

cit

y (

ft/s

)

0.00

5.00

10.00

15.00

20.00

25.00

30.00

Sh

ear

Str

ess (

psf)

Velocity

Momentum Shear Stress

Figure 4-7. Flow Velocity and Boundary Shear Stress for Five-foot Overtopping Test

37

5 SUMMARY

During the fall of 2008, hydraulic performance testing of the six-inch Triton Filter

Mattress was conducted by Colorado State University. Testing was performed at the Hydraulics

Laboratory located at the Engineering Research Center. Descriptions of the revetment

installation, test facility, test program, test matrix, and resulting database are presented in this

report. In addition, a preliminary hydraulic analysis was conducted, which identified the largest

shear stress and velocity maintained within the test section. From this analysis, the revetment

system was determined to be stable for velocities and shear stresses up to 22.6 ft/s and 21.5 psf,

respectively. For velocities and shear stress values of 26.2 ft/s and 24.9 psf, respectively, the

revetment system was determined to be unstable. This report provides data from the hydraulic

testing of a full-scale revetment system under controlled laboratory conditions for purposes of

identifying stability threshold conditions.

38

REFERENCES

ASTM. Standard Test Method for Particle-Size Analysis of Soils. D422, developed by

Subcommittee D18.03 of the American Society for Testing and Materials.

ASTM. Standard Test Methods for Laboratory Compaction Characteristics of Soil Using

Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-m/m

3)). D1557, developed by Subcommittee

D18.03 of the American Society for Testing and Materials.

ASTM. Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil

Classification System). D2487, developed by Subcommittee D18.07 of the American

Society for Testing and Materials.

ASTM. Standard Test Methods for Density of Soil and Soil-aggregate in Place by Nuclear

Methods (Shallow Depth). D2922, developed by Subcommittee D18.08 of the American

Society for Testing and Materials.

ASTM. Standard Test Method for Water Content of Soil and Rock in Place by Nuclear Methods

(Shallow Depth). D3017, developed by Subcommittee D18.08 of the American Society

for Testing and Materials.

ASTM. Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils.

D4318, developed by Subcommittee D18.03 of the American Society for Testing and

Materials.

39

APPENDIX A SOIL PHYSICAL PROPERTIES

40

3-in 2-in 1-in 0.5-in 4 8 704010 16 20 100 140 200

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110100Grain Size in millimeters

Pe

rce

nt

Fin

er

by

We

igh

t -

%

Figure A-1. Sub-grade Grain Size Distribution

41

APPENDIX B COMPACTION VERIFICATION

42

Figure B-1. Compaction Verification for Soil Embankment

43

APPENDIX C FILTER MATERIAL GRAIN-SIZE DISTRIBUTIONS

44

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.010.1110100

Particle Diameter (mm)

Perc

en

t F

iner

(%)

Figure C-1. Pea Gravel Filter Material Grain-size Distribution Curve

45

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.11101001000

Particle Diameter (mm)

Pe

rcen

t F

iner

(%)

Figure C-2. Angular Rock Grain-size Distribution Curve

D84 =30.7 mm D50 = 26.9 mm D16 = 19.1 mm

46

APPENDIX D PRODUCT INSTALLATION SPECIFICATIONS

48

Figure D-1. Product Construction and Installation Instructions

53

APPENDIX E GRAIN-SIZE DISTRIBUTION FOR STONE INFILL

54

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.1110

Particle Size (inches)

Perc

en

t F

iner

Th

an

Figure E-1. Grain-size Distribution for Stone Infill

55

APPENDIX F FILTER FABRIC PRODUCT SPECIFICATIONS

56

Figure F-1. Product Data Sheet for Mirafi 180N

57

APPENDIX G HYDRAULIC ANALYSIS DATA

58

Table G-1. Four-foot Overtopping Test Regression Data for Velocity and Shear Stress

Analysis

Station (ft)

Bed Elevation

(ft)

Water-surface Elevation

(ft)

Vertical Depth

(ft)

Flow Depth

(ft)

Flow Velocity

(ft/s)

Energy Grade Line (ft)

Local EGL

Slope (ft/ft)

Momentum Shear Stress (psf)

5.07 81.87 83.07 1.21 1.08 18.02 87.88 n/a n/a

5.17 81.82 83.02 1.20 1.08 18.07 87.86 n/a n/a

5.27 81.77 82.97 1.20 1.08 18.13 87.84 0.21 12.85

5.37 81.72 82.91 1.20 1.07 18.18 87.82 0.22 12.94

5.47 81.67 82.86 1.19 1.07 18.24 87.80 0.22 13.03

5.57 81.62 82.81 1.19 1.07 18.29 87.77 0.22 13.11

5.67 81.57 82.76 1.18 1.06 18.34 87.75 0.22 13.20

5.77 81.52 82.70 1.18 1.06 18.39 87.73 0.22 13.29

5.87 81.47 82.65 1.18 1.06 18.44 87.71 0.23 13.38

5.97 81.42 82.60 1.18 1.05 18.49 87.69 0.23 13.46

6.07 81.37 82.55 1.17 1.05 18.54 87.66 0.23 13.55

6.17 81.32 82.49 1.17 1.05 18.59 87.64 0.23 13.63

6.27 81.28 82.44 1.17 1.05 18.64 87.62 0.23 13.72

6.37 81.23 82.39 1.16 1.04 18.69 87.59 0.24 13.80

6.47 81.18 82.34 1.16 1.04 18.74 87.57 0.24 13.89

6.57 81.13 82.28 1.16 1.04 18.79 87.54 0.24 13.97

6.67 81.08 82.23 1.15 1.04 18.83 87.52 0.24 14.05

6.77 81.03 82.18 1.15 1.03 18.88 87.50 0.24 14.13

6.87 80.98 82.13 1.15 1.03 18.92 87.47 0.25 14.21

6.97 80.93 82.08 1.15 1.03 18.97 87.45 0.25 14.29

7.07 80.88 82.02 1.14 1.03 19.01 87.42 0.25 14.37

7.17 80.83 81.97 1.14 1.02 19.06 87.40 0.25 14.45

7.27 80.78 81.92 1.14 1.02 19.10 87.37 0.25 14.53

7.37 80.73 81.87 1.14 1.02 19.14 87.34 0.26 14.60

7.47 80.69 81.82 1.13 1.02 19.19 87.32 0.26 14.68

7.57 80.64 81.77 1.13 1.01 19.23 87.29 0.26 14.76

7.67 80.59 81.71 1.13 1.01 19.27 87.27 0.26 14.83

7.77 80.54 81.66 1.13 1.01 19.31 87.24 0.26 14.91

7.87 80.49 81.61 1.12 1.01 19.35 87.21 0.27 14.98

7.97 80.44 81.56 1.12 1.01 19.39 87.19 0.27 15.05

8.07 80.39 81.51 1.12 1.00 19.43 87.16 0.27 15.13

8.17 80.34 81.46 1.12 1.00 19.47 87.13 0.27 15.20

8.27 80.29 81.41 1.11 1.00 19.51 87.11 0.27 15.27

8.37 80.24 81.35 1.11 1.00 19.55 87.08 0.27 15.34

8.47 80.19 81.30 1.11 1.00 19.59 87.05 0.28 15.41

8.57 80.14 81.25 1.11 0.99 19.63 87.02 0.28 15.48

8.67 80.09 81.20 1.11 0.99 19.67 87.00 0.28 15.55

8.77 80.05 81.15 1.10 0.99 19.70 86.97 0.28 15.62

8.87 80.00 81.10 1.10 0.99 19.74 86.94 0.28 15.69

8.97 79.95 81.05 1.10 0.99 19.78 86.91 0.29 15.76

9.07 79.90 81.00 1.10 0.98 19.81 86.88 0.29 15.83

9.17 79.85 80.94 1.09 0.98 19.85 86.85 0.29 15.89

9.27 79.80 80.89 1.09 0.98 19.88 86.82 0.29 15.96

9.37 79.75 80.84 1.09 0.98 19.92 86.79 0.29 16.03

59

Station (ft)

Bed Elevation

(ft)


(ft)

Vertical Depth

(ft)

Flow Depth

(ft)

Flow Velocity

(ft/s)


Local EGL

Slope (ft/ft)


9.47 79.70 80.79 1.09 0.98 19.95 86.77 0.29 16.09

9.57 79.65 80.74 1.09 0.98 19.99 86.74 0.30 16.15

9.67 79.60 80.69 1.09 0.97 20.02 86.71 0.30 16.22

9.77 79.55 80.64 1.08 0.97 20.05 86.68 0.30 16.28

9.87 79.50 80.59 1.08 0.97 20.09 86.65 0.30 16.35

9.97 79.46 80.54 1.08 0.97 20.12 86.62 0.30 16.41

10.07 79.41 80.48 1.08 0.97 20.15 86.59 0.30 16.47

10.17 79.36 80.43 1.08 0.97 20.18 86.55 0.31 16.53

10.27 79.31 80.38 1.08 0.96 20.21 86.52 0.31 16.59

10.37 79.26 80.33 1.07 0.96 20.24 86.49 0.31 16.65

10.47 79.21 80.28 1.07 0.96 20.28 86.46 0.31 16.71

10.57 79.16 80.23 1.07 0.96 20.31 86.43 0.31 16.77

10.67 79.11 80.18 1.07 0.96 20.34 86.40 0.31 16.83

10.77 79.06 80.13 1.07 0.96 20.37 86.37 0.31 16.89

10.87 79.01 80.08 1.07 0.96 20.40 86.34 0.32 16.95

10.97 78.96 80.03 1.06 0.95 20.43 86.30 0.32 17.00

11.07 78.91 79.98 1.06 0.95 20.45 86.27 0.32 17.06

11.17 78.87 79.93 1.06 0.95 20.48 86.24 0.32 17.12

11.27 78.82 79.88 1.06 0.95 20.51 86.21 0.32 17.17

11.37 78.77 79.82 1.06 0.95 20.54 86.18 0.32 17.23

11.47 78.72 79.77 1.06 0.95 20.57 86.14 0.33 17.28

11.57 78.67 79.72 1.06 0.95 20.60 86.11 0.33 17.34

11.67 78.62 79.67 1.05 0.95 20.62 86.08 0.33 17.39

11.77 78.57 79.62 1.05 0.94 20.65 86.05 0.33 17.44

11.87 78.52 79.57 1.05 0.94 20.68 86.01 0.33 17.50

11.97 78.47 79.52 1.05 0.94 20.70 85.98 0.33 17.55

12.07 78.42 79.47 1.05 0.94 20.73 85.95 0.33 17.60

12.17 78.37 79.42 1.05 0.94 20.75 85.91 0.34 17.65

12.27 78.32 79.37 1.05 0.94 20.78 85.88 0.34 17.71

12.37 78.28 79.32 1.04 0.94 20.81 85.84 0.34 17.76

12.47 78.23 79.27 1.04 0.94 20.83 85.81 0.34 17.81

12.57 78.18 79.22 1.04 0.93 20.86 85.78 0.34 17.86

12.67 78.13 79.17 1.04 0.93 20.88 85.74 0.34 17.91

12.77 78.08 79.12 1.04 0.93 20.90 85.71 0.34 17.96

12.87 78.03 79.07 1.04 0.93 20.93 85.67 0.34 18.00

12.97 77.98 79.02 1.04 0.93 20.95 85.64 0.35 18.05

13.07 77.93 78.97 1.04 0.93 20.98 85.60 0.35 18.10

13.17 77.88 78.92 1.03 0.93 21.00 85.57 0.35 18.15

13.27 77.83 78.87 1.03 0.93 21.02 85.53 0.35 18.19

13.37 77.78 78.82 1.03 0.93 21.05 85.50 0.35 18.24

13.47 77.73 78.77 1.03 0.93 21.07 85.46 0.35 18.29

13.57 77.69 78.72 1.03 0.92 21.09 85.43 0.35 18.33

13.67 77.64 78.67 1.03 0.92 21.11 85.39 0.36 18.38

13.77 77.59 78.61 1.03 0.92 21.13 85.36 0.36 18.42

13.87 77.54 78.56 1.03 0.92 21.16 85.32 0.36 18.47

13.97 77.49 78.51 1.03 0.92 21.18 85.29 0.36 18.51

14.07 77.44 78.46 1.03 0.92 21.20 85.25 0.36 18.55

60

Station (ft)

Bed Elevation

(ft)


(ft)

Vertical Depth

(ft)

Flow Depth

(ft)

Flow Velocity

(ft/s)


Local EGL

Slope (ft/ft)


14.17 77.39 78.41 1.02 0.92 21.22 85.21 0.36 18.60

14.27 77.34 78.36 1.02 0.92 21.24 85.18 0.36 18.64

14.37 77.29 78.31 1.02 0.92 21.26 85.14 0.36 18.68

14.47 77.24 78.26 1.02 0.92 21.28 85.10 0.36 18.73

14.57 77.19 78.21 1.02 0.92 21.30 85.07 0.37 18.77

14.67 77.14 78.16 1.02 0.91 21.32 85.03 0.37 18.81

14.77 77.09 78.11 1.02 0.91 21.34 84.99 0.37 18.85

14.87 77.05 78.06 1.02 0.91 21.36 84.96 0.37 18.89

14.97 77.00 78.01 1.02 0.91 21.38 84.92 0.37 18.93

15.07 76.95 77.96 1.02 0.91 21.40 84.88 0.37 18.97

15.17 76.90 77.91 1.01 0.91 21.42 84.85 0.37 19.01

15.27 76.85 77.86 1.01 0.91 21.44 84.81 0.37 19.05

15.37 76.80 77.81 1.01 0.91 21.46 84.77 0.37 19.09

15.47 76.75 77.76 1.01 0.91 21.48 84.73 0.38 19.13

15.57 76.70 77.71 1.01 0.91 21.49 84.70 0.38 19.16

15.67 76.65 77.66 1.01 0.91 21.51 84.66 0.38 19.20

15.77 76.60 77.61 1.01 0.91 21.53 84.62 0.38 19.24

15.87 76.55 77.56 1.01 0.91 21.55 84.58 0.38 19.28

15.97 76.50 77.51 1.01 0.90 21.56 84.54 0.38 19.31

16.07 76.46 77.46 1.01 0.90 21.58 84.51 0.38 19.35

16.17 76.41 77.41 1.01 0.90 21.60 84.47 0.38 19.38

16.27 76.36 77.36 1.01 0.90 21.62 84.43 0.38 19.42

16.37 76.31 77.31 1.00 0.90 21.63 84.39 0.39 19.46

16.47 76.26 77.26 1.00 0.90 21.65 84.35 0.39 19.49

16.57 76.21 77.21 1.00 0.90 21.67 84.31 0.39 19.53

16.67 76.16 77.16 1.00 0.90 21.68 84.27 0.39 19.56

16.77 76.11 77.11 1.00 0.90 21.70 84.23 0.39 19.59

16.87 76.06 77.06 1.00 0.90 21.71 84.20 0.39 19.63

16.97 76.01 77.01 1.00 0.90 21.73 84.16 0.39 19.66

17.07 75.96 76.96 1.00 0.90 21.75 84.12 0.39 19.70

17.17 75.91 76.91 1.00 0.90 21.76 84.08 0.39 19.73

17.27 75.87 76.86 1.00 0.90 21.78 84.04 0.39 19.76

17.37 75.82 76.81 1.00 0.89 21.79 84.00 0.39 19.79

17.47 75.77 76.76 1.00 0.89 21.81 83.96 0.40 19.82

17.57 75.72 76.71 1.00 0.89 21.82 83.92 0.40 19.86

17.67 75.67 76.66 1.00 0.89 21.84 83.88 0.40 19.89

17.77 75.62 76.61 0.99 0.89 21.85 83.84 0.40 19.92

17.87 75.57 76.56 0.99 0.89 21.86 83.80 0.40 19.95

17.97 75.52 76.51 0.99 0.89 21.88 83.76 0.40 19.98

18.07 75.47 76.46 0.99 0.89 21.89 83.72 0.40 20.01

18.17 75.42 76.41 0.99 0.89 21.91 83.68 0.40 20.04

18.27 75.37 76.36 0.99 0.89 21.92 83.64 0.40 20.07

18.37 75.32 76.31 0.99 0.89 21.93 83.60 0.40 20.10

18.47 75.27 76.27 0.99 0.89 21.95 83.56 0.40 20.13

18.57 75.23 76.22 0.99 0.89 21.96 83.52 0.41 20.16

18.67 75.18 76.17 0.99 0.89 21.97 83.48 0.41 20.19

18.77 75.13 76.12 0.99 0.89 21.99 83.44 0.41 20.21

61

Station (ft)

Bed Elevation

(ft)


(ft)

Vertical Depth

(ft)

Flow Depth

(ft)

Flow Velocity

(ft/s)


Local EGL

Slope (ft/ft)


18.87 75.08 76.07 0.99 0.89 22.00 83.40 0.41 20.24

18.97 75.03 76.02 0.99 0.89 22.01 83.36 0.41 20.27

19.07 74.98 75.97 0.99 0.89 22.03 83.31 0.41 20.30

19.17 74.93 75.92 0.99 0.88 22.04 83.27 0.41 20.32

19.27 74.88 75.87 0.99 0.88 22.05 83.23 0.41 20.35

19.37 74.83 75.82 0.98 0.88 22.06 83.19 0.41 20.38

19.47 74.78 75.77 0.98 0.88 22.08 83.15 0.41 20.40

19.57 74.73 75.72 0.98 0.88 22.09 83.11 0.41 20.43

19.67 74.68 75.67 0.98 0.88 22.10 83.07 0.41 20.46

19.77 74.64 75.62 0.98 0.88 22.11 83.03 0.41 20.48

19.87 74.59 75.57 0.98 0.88 22.12 82.98 0.42 20.51

19.97 74.54 75.52 0.98 0.88 22.13 82.94 0.42 20.53

20.07 74.49 75.47 0.98 0.88 22.15 82.90 0.42 20.56

20.17 74.44 75.42 0.98 0.88 22.16 82.86 0.42 20.58

20.27 74.39 75.37 0.98 0.88 22.17 82.82 0.42 20.61

20.37 74.34 75.32 0.98 0.88 22.18 82.78 0.42 20.63

20.47 74.29 75.27 0.98 0.88 22.19 82.73 0.42 20.66

20.57 74.24 75.22 0.98 0.88 22.20 82.69 0.42 20.68

20.67 74.19 75.17 0.98 0.88 22.21 82.65 0.42 20.70

20.77 74.14 75.12 0.98 0.88 22.22 82.61 0.42 20.73

20.87 74.09 75.07 0.98 0.88 22.23 82.57 0.42 20.75

20.97 74.05 75.02 0.98 0.88 22.24 82.52 0.42 20.77

21.07 74.00 74.97 0.98 0.88 22.26 82.48 0.42 20.80

21.17 73.95 74.92 0.98 0.88 22.27 82.44 0.42 20.82

21.27 73.90 74.87 0.98 0.88 22.28 82.40 0.43 20.84

21.37 73.85 74.82 0.98 0.88 22.29 82.35 0.43 20.86

21.47 73.80 74.77 0.97 0.87 22.30 82.31 0.43 20.88

21.57 73.75 74.72 0.97 0.87 22.31 82.27 0.43 20.91

21.67 73.70 74.67 0.97 0.87 22.32 82.22 0.43 20.93

21.77 73.65 74.62 0.97 0.87 22.32 82.18 0.43 20.95

21.87 73.60 74.58 0.97 0.87 22.33 82.14 0.43 20.97

21.97 73.55 74.53 0.97 0.87 22.34 82.10 0.43 20.99

22.07 73.50 74.48 0.97 0.87 22.35 82.05 0.43 21.01

22.17 73.45 74.43 0.97 0.87 22.36 82.01 0.43 21.03

22.27 73.41 74.38 0.97 0.87 22.37 81.97 0.43 21.05

22.37 73.36 74.33 0.97 0.87 22.38 81.92 0.43 21.07

22.47 73.31 74.28 0.97 0.87 22.39 81.88 0.43 21.09

22.57 73.26 74.23 0.97 0.87 22.40 81.84 0.43 21.11

22.67 73.21 74.18 0.97 0.87 22.41 81.79 0.43 21.13

22.77 73.16 74.13 0.97 0.87 22.42 81.75 0.43 21.15

22.87 73.11 74.08 0.97 0.87 22.42 81.71 0.43 21.17

22.97 73.06 74.03 0.97 0.87 22.43 81.66 0.44 21.19

23.07 73.01 73.98 0.97 0.87 22.44 81.62 0.44 21.21

23.17 72.96 73.93 0.97 0.87 22.45 81.58 0.44 21.23

23.27 72.91 73.88 0.97 0.87 22.46 81.53 0.44 21.24

23.37 72.86 73.83 0.97 0.87 22.47 81.49 0.44 21.26

23.47 72.82 73.78 0.97 0.87 22.47 81.44 0.44 21.28

62

Station (ft)

Bed Elevation

(ft)


(ft)

Vertical Depth

(ft)

Flow Depth

(ft)

Flow Velocity

(ft/s)


Local EGL

Slope (ft/ft)


23.57 72.77 73.73 0.97 0.87 22.48 81.40 0.44 21.30

23.67 72.72 73.68 0.97 0.87 22.49 81.36 0.44 21.32

23.77 72.67 73.63 0.97 0.87 22.50 81.31 0.44 21.33

23.87 72.62 73.58 0.97 0.87 22.51 81.27 0.44 21.35

23.97 72.57 73.53 0.97 0.87 22.51 81.22 0.44 21.37

24.07 72.52 73.48 0.96 0.87 22.52 81.18 0.44 21.39

24.17 72.47 73.43 0.96 0.87 22.53 81.14 0.44 21.40

24.27 72.42 73.39 0.96 0.87 22.54 81.09 0.44 21.42

24.37 72.37 73.34 0.96 0.86 22.54 81.05 0.44 21.44

24.47 72.32 73.29 0.96 0.86 22.55 81.00 0.44 21.45

24.57 72.27 73.24 0.96 0.86 22.56 80.96 0.44 21.47

24.67 72.22 73.19 0.96 0.86 22.57 80.91 0.44 21.48

24.77 72.18 73.14 0.96 0.86 22.57 80.87 0.44 21.50

63

Table G-2. Five-foot Overtopping Test Regression Data for Velocity and Shear Stress

Analysis

Station (ft)

Bed Elevation

(ft)

Water-surface

Elevation (ft)

Vertical Depth

(ft)

Flow Depth

(ft)

Flow Velocity

(ft/s)


Local EGL

Slope (ft/ft)


3.28 82.73 84.59 1.86 1.67 16.31 88.36 n/a n/a

3.38 82.68 84.53 1.85 1.66 16.41 88.35 n/a n/a

3.48 82.63 84.47 1.84 1.65 16.50 88.34 0.09 8.41

3.58 82.58 84.41 1.83 1.64 16.59 88.33 0.09 8.52

3.68 82.53 84.35 1.82 1.63 16.69 88.32 0.09 8.64

3.78 82.48 84.29 1.81 1.62 16.78 88.31 0.10 8.75

3.88 82.43 84.23 1.80 1.62 16.87 88.30 0.10 8.86

3.98 82.38 84.17 1.79 1.61 16.96 88.29 0.10 8.97

4.08 82.33 84.11 1.78 1.60 17.04 88.28 0.10 9.08

4.18 82.28 84.06 1.77 1.59 17.13 88.27 0.10 9.19

4.28 82.24 84.00 1.76 1.58 17.22 88.26 0.10 9.30

4.38 82.19 83.94 1.75 1.58 17.30 88.25 0.11 9.40

4.48 82.14 83.88 1.75 1.57 17.38 88.24 0.11 9.51

4.58 82.09 83.83 1.74 1.56 17.47 88.23 0.11 9.62

4.68 82.04 83.77 1.73 1.55 17.55 88.22 0.11 9.72

4.78 81.99 83.71 1.72 1.55 17.63 88.21 0.11 9.83

4.88 81.94 83.66 1.71 1.54 17.71 88.20 0.12 9.93

4.98 81.89 83.60 1.71 1.53 17.79 88.19 0.12 10.04

5.08 81.84 83.54 1.70 1.53 17.86 88.17 0.12 10.14

5.18 81.79 83.49 1.69 1.52 17.94 88.16 0.12 10.24

5.28 81.75 83.43 1.68 1.51 18.02 88.15 0.12 10.35

5.38 81.70 83.37 1.68 1.51 18.09 88.14 0.12 10.45

5.48 81.65 83.32 1.67 1.50 18.17 88.12 0.13 10.55

5.58 81.60 83.26 1.66 1.49 18.24 88.11 0.13 10.65

5.68 81.55 83.21 1.66 1.49 18.31 88.10 0.13 10.75

5.78 81.50 83.15 1.65 1.48 18.39 88.09 0.13 10.85

5.88 81.45 83.10 1.64 1.48 18.46 88.07 0.13 10.95

5.98 81.40 83.04 1.64 1.47 18.53 88.06 0.13 11.05

6.08 81.35 82.98 1.63 1.47 18.60 88.05 0.14 11.15

6.18 81.30 82.93 1.63 1.46 18.67 88.03 0.14 11.25

6.28 81.26 82.87 1.62 1.45 18.74 88.02 0.14 11.35

6.38 81.21 82.82 1.61 1.45 18.81 88.00 0.14 11.44

6.48 81.16 82.77 1.61 1.44 18.87 87.99 0.14 11.54

6.58 81.11 82.71 1.60 1.44 18.94 87.98 0.14 11.64

6.68 81.06 82.66 1.60 1.43 19.01 87.96 0.15 11.73

6.78 81.01 82.60 1.59 1.43 19.07 87.95 0.15 11.83

6.88 80.96 82.55 1.59 1.42 19.14 87.93 0.15 11.92

6.98 80.91 82.49 1.58 1.42 19.20 87.92 0.15 12.02

7.08 80.86 82.44 1.58 1.41 19.26 87.90 0.15 12.11

7.18 80.81 82.38 1.57 1.41 19.33 87.89 0.15 12.20

7.28 80.77 82.33 1.57 1.41 19.39 87.87 0.16 12.29

7.38 80.72 82.28 1.56 1.40 19.45 87.85 0.16 12.39

7.48 80.67 82.22 1.56 1.40 19.51 87.84 0.16 12.48

7.58 80.62 82.17 1.55 1.39 19.57 87.82 0.16 12.57

64

Station (ft)

Bed Elevation

(ft)

Water-surface

Elevation (ft)

Vertical Depth

(ft)

Flow Depth

(ft)

Flow Velocity

(ft/s)


Local EGL

Slope (ft/ft)


7.68 80.57 82.11 1.55 1.39 19.63 87.81 0.16 12.66

7.78 80.52 82.06 1.54 1.38 19.69 87.79 0.16 12.75

7.88 80.47 82.01 1.54 1.38 19.75 87.77 0.17 12.84

7.98 80.42 81.95 1.53 1.38 19.81 87.76 0.17 12.93

8.08 80.37 81.90 1.53 1.37 19.87 87.74 0.17 13.02

8.18 80.32 81.85 1.52 1.37 19.92 87.72 0.17 13.11

8.28 80.28 81.79 1.52 1.36 19.98 87.70 0.17 13.19

8.38 80.23 81.74 1.51 1.36 20.04 87.69 0.17 13.28

8.48 80.18 81.69 1.51 1.36 20.09 87.67 0.18 13.37

8.58 80.13 81.63 1.51 1.35 20.15 87.65 0.18 13.46

8.68 80.08 81.58 1.50 1.35 20.20 87.63 0.18 13.54

8.78 80.03 81.53 1.50 1.35 20.26 87.62 0.18 13.63

8.88 79.98 81.48 1.49 1.34 20.31 87.60 0.18 13.71

8.98 79.93 81.42 1.49 1.34 20.36 87.58 0.18 13.80

9.08 79.88 81.37 1.49 1.33 20.42 87.56 0.19 13.88

9.18 79.83 81.32 1.48 1.33 20.47 87.54 0.19 13.97

9.28 79.78 81.26 1.48 1.33 20.52 87.52 0.19 14.05

9.38 79.74 81.21 1.48 1.32 20.57 87.50 0.19 14.13

9.48 79.69 81.16 1.47 1.32 20.62 87.48 0.19 14.22

9.58 79.64 81.11 1.47 1.32 20.68 87.47 0.19 14.30

9.68 79.59 81.05 1.46 1.31 20.73 87.45 0.20 14.38

9.78 79.54 81.00 1.46 1.31 20.78 87.43 0.20 14.46

9.88 79.49 80.95 1.46 1.31 20.83 87.41 0.20 14.54

9.98 79.44 80.90 1.45 1.31 20.87 87.39 0.20 14.62

10.08 79.39 80.84 1.45 1.30 20.92 87.37 0.20 14.70

10.18 79.34 80.79 1.45 1.30 20.97 87.35 0.20 14.78

10.28 79.29 80.74 1.44 1.30 21.02 87.33 0.20 14.86

10.38 79.25 80.69 1.44 1.29 21.07 87.31 0.21 14.94

10.48 79.20 80.63 1.44 1.29 21.11 87.28 0.21 15.02

10.58 79.15 80.58 1.43 1.29 21.16 87.26 0.21 15.10

10.68 79.10 80.53 1.43 1.28 21.21 87.24 0.21 15.17

10.78 79.05 80.48 1.43 1.28 21.25 87.22 0.21 15.25

10.88 79.00 80.43 1.42 1.28 21.30 87.20 0.21 15.33

10.98 78.95 80.37 1.42 1.28 21.34 87.18 0.22 15.41

11.08 78.90 80.32 1.42 1.27 21.39 87.16 0.22 15.48

11.18 78.85 80.27 1.42 1.27 21.43 87.13 0.22 15.56

11.28 78.80 80.22 1.41 1.27 21.48 87.11 0.22 15.63

11.38 78.76 80.17 1.41 1.27 21.52 87.09 0.22 15.71

11.48 78.71 80.11 1.41 1.26 21.56 87.07 0.22 15.78

11.58 78.66 80.06 1.40 1.26 21.61 87.05 0.22 15.85

11.68 78.61 80.01 1.40 1.26 21.65 87.02 0.23 15.93

11.78 78.56 79.96 1.40 1.26 21.69 87.00 0.23 16.00

11.88 78.51 79.91 1.40 1.25 21.73 86.98 0.23 16.07

11.98 78.46 79.86 1.39 1.25 21.77 86.95 0.23 16.15

12.08 78.41 79.80 1.39 1.25 21.82 86.93 0.23 16.22

12.18 78.36 79.75 1.39 1.25 21.86 86.91 0.23 16.29

65

Station (ft)

Bed Elevation

(ft)

Water-surface

Elevation (ft)

Vertical Depth

(ft)

Flow Depth

(ft)

Flow Velocity

(ft/s)


Local EGL

Slope (ft/ft)


12.28 78.31 79.70 1.39 1.24 21.90 86.88 0.23 16.36

12.38 78.27 79.65 1.38 1.24 21.94 86.86 0.24 16.43

12.48 78.22 79.60 1.38 1.24 21.98 86.84 0.24 16.50

12.58 78.17 79.55 1.38 1.24 22.02 86.81 0.24 16.57

12.68 78.12 79.49 1.38 1.24 22.06 86.79 0.24 16.64

12.78 78.07 79.44 1.37 1.23 22.10 86.77 0.24 16.71

12.88 78.02 79.39 1.37 1.23 22.13 86.74 0.24 16.78

12.98 77.97 79.34 1.37 1.23 22.17 86.72 0.24 16.85

13.08 77.92 79.29 1.37 1.23 22.21 86.69 0.25 16.92

13.18 77.87 79.24 1.36 1.22 22.25 86.67 0.25 16.98

13.28 77.82 79.19 1.36 1.22 22.29 86.64 0.25 17.05

13.38 77.78 79.14 1.36 1.22 22.32 86.62 0.25 17.12

13.48 77.73 79.08 1.36 1.22 22.36 86.59 0.25 17.19

13.58 77.68 79.03 1.35 1.22 22.40 86.57 0.25 17.25

13.68 77.63 78.98 1.35 1.21 22.43 86.54 0.25 17.32

13.78 77.58 78.93 1.35 1.21 22.47 86.52 0.26 17.38

13.88 77.53 78.88 1.35 1.21 22.51 86.49 0.26 17.45

13.98 77.48 78.83 1.35 1.21 22.54 86.46 0.26 17.51

14.08 77.43 78.78 1.34 1.21 22.58 86.44 0.26 17.58

14.18 77.38 78.73 1.34 1.21 22.61 86.41 0.26 17.64

14.28 77.33 78.67 1.34 1.20 22.65 86.39 0.26 17.70

14.38 77.29 78.62 1.34 1.20 22.68 86.36 0.26 17.77

14.48 77.24 78.57 1.34 1.20 22.72 86.33 0.27 17.83

14.58 77.19 78.52 1.33 1.20 22.75 86.31 0.27 17.89

14.68 77.14 78.47 1.33 1.20 22.78 86.28 0.27 17.96

14.78 77.09 78.42 1.33 1.19 22.82 86.25 0.27 18.02

14.88 77.04 78.37 1.33 1.19 22.85 86.23 0.27 18.08

14.98 76.99 78.32 1.33 1.19 22.88 86.20 0.27 18.14

15.08 76.94 78.27 1.32 1.19 22.91 86.17 0.27 18.20

15.18 76.89 78.22 1.32 1.19 22.95 86.14 0.27 18.26

15.28 76.84 78.17 1.32 1.19 22.98 86.12 0.28 18.32

15.38 76.80 78.11 1.32 1.18 23.01 86.09 0.28 18.38

15.48 76.75 78.06 1.32 1.18 23.04 86.06 0.28 18.44

15.58 76.70 78.01 1.32 1.18 23.07 86.03 0.28 18.50

15.68 76.65 77.96 1.31 1.18 23.11 86.01 0.28 18.56

15.78 76.60 77.91 1.31 1.18 23.14 85.98 0.28 18.62

15.88 76.55 77.86 1.31 1.18 23.17 85.95 0.28 18.67

15.98 76.50 77.81 1.31 1.17 23.20 85.92 0.28 18.73

16.08 76.45 77.76 1.31 1.17 23.23 85.89 0.29 18.79

16.18 76.40 77.71 1.30 1.17 23.26 85.86 0.29 18.84

16.28 76.35 77.66 1.30 1.17 23.29 85.83 0.29 18.90

16.38 76.31 77.61 1.30 1.17 23.32 85.81 0.29 18.96

16.48 76.26 77.56 1.30 1.17 23.35 85.78 0.29 19.01

16.58 76.21 77.51 1.30 1.17 23.38 85.75 0.29 19.07

16.68 76.16 77.46 1.30 1.16 23.40 85.72 0.29 19.13

16.78 76.11 77.40 1.30 1.16 23.43 85.69 0.29 19.18

66

Station (ft)

Bed Elevation

(ft)

Water-surface

Elevation (ft)

Vertical Depth

(ft)

Flow Depth

(ft)

Flow Velocity

(ft/s)


Local EGL

Slope (ft/ft)


16.88 76.06 77.35 1.29 1.16 23.46 85.66 0.30 19.23

16.98 76.01 77.30 1.29 1.16 23.49 85.63 0.30 19.29

17.08 75.96 77.25 1.29 1.16 23.52 85.60 0.30 19.34

17.18 75.91 77.20 1.29 1.16 23.55 85.57 0.30 19.40

17.28 75.86 77.15 1.29 1.16 23.57 85.54 0.30 19.45

17.38 75.82 77.10 1.29 1.15 23.60 85.51 0.30 19.50

17.48 75.77 77.05 1.28 1.15 23.63 85.48 0.30 19.56

17.58 75.72 77.00 1.28 1.15 23.65 85.45 0.30 19.61

17.68 75.67 76.95 1.28 1.15 23.68 85.42 0.30 19.66

17.78 75.62 76.90 1.28 1.15 23.71 85.39 0.31 19.71

17.88 75.57 76.85 1.28 1.15 23.73 85.36 0.31 19.76

17.98 75.52 76.80 1.28 1.15 23.76 85.33 0.31 19.81

18.08 75.47 76.75 1.28 1.15 23.79 85.30 0.31 19.87

18.18 75.42 76.70 1.27 1.14 23.81 85.26 0.31 19.92

18.28 75.37 76.65 1.27 1.14 23.84 85.23 0.31 19.97

18.38 75.33 76.60 1.27 1.14 23.86 85.20 0.31 20.02

18.48 75.28 76.55 1.27 1.14 23.89 85.17 0.31 20.07

18.58 75.23 76.50 1.27 1.14 23.91 85.14 0.31 20.11

18.68 75.18 76.45 1.27 1.14 23.94 85.11 0.32 20.16

18.78 75.13 76.40 1.27 1.14 23.96 85.08 0.32 20.21

18.88 75.08 76.35 1.27 1.14 23.99 85.04 0.32 20.26

18.98 75.03 76.30 1.26 1.13 24.01 85.01 0.32 20.31

19.08 74.98 76.24 1.26 1.13 24.04 84.98 0.32 20.36

19.18 74.93 76.19 1.26 1.13 24.06 84.95 0.32 20.40

19.28 74.88 76.14 1.26 1.13 24.08 84.92 0.32 20.45

19.38 74.84 76.09 1.26 1.13 24.11 84.88 0.32 20.50

19.48 74.79 76.04 1.26 1.13 24.13 84.85 0.32 20.55

19.58 74.74 75.99 1.26 1.13 24.15 84.82 0.33 20.59

19.68 74.69 75.94 1.26 1.13 24.18 84.79 0.33 20.64

19.78 74.64 75.89 1.25 1.13 24.20 84.75 0.33 20.68

19.88 74.59 75.84 1.25 1.12 24.22 84.72 0.33 20.73

19.98 74.54 75.79 1.25 1.12 24.25 84.69 0.33 20.77

20.08 74.49 75.74 1.25 1.12 24.27 84.65 0.33 20.82

20.18 74.44 75.69 1.25 1.12 24.29 84.62 0.33 20.86

20.28 74.39 75.64 1.25 1.12 24.31 84.59 0.33 20.91

20.38 74.35 75.59 1.25 1.12 24.33 84.55 0.33 20.95

20.48 74.30 75.54 1.25 1.12 24.36 84.52 0.33 21.00

20.58 74.25 75.49 1.24 1.12 24.38 84.49 0.34 21.04

20.68 74.20 75.44 1.24 1.12 24.40 84.45 0.34 21.08

20.78 74.15 75.39 1.24 1.12 24.42 84.42 0.34 21.13

20.88 74.10 75.34 1.24 1.11 24.44 84.39 0.34 21.17

20.98 74.05 75.29 1.24 1.11 24.46 84.35 0.34 21.21

21.08 74.00 75.24 1.24 1.11 24.48 84.32 0.34 21.25

21.18 73.95 75.19 1.24 1.11 24.50 84.28 0.34 21.30

21.28 73.90 75.14 1.24 1.11 24.52 84.25 0.34 21.34

21.38 73.86 75.09 1.24 1.11 24.54 84.21 0.34 21.38

67

Station (ft)

Bed Elevation

(ft)

Water-surface

Elevation (ft)

Vertical Depth

(ft)

Flow Depth

(ft)

Flow Velocity

(ft/s)


Local EGL

Slope (ft/ft)


21.48 73.81 75.04 1.24 1.11 24.56 84.18 0.34 21.42

21.58 73.76 74.99 1.23 1.11 24.58 84.15 0.35 21.46

21.68 73.71 74.94 1.23 1.11 24.60 84.11 0.35 21.50

21.78 73.66 74.89 1.23 1.11 24.62 84.08 0.35 21.54

21.88 73.61 74.84 1.23 1.11 24.64 84.04 0.35 21.58

21.98 73.56 74.79 1.23 1.10 24.66 84.01 0.35 21.62

22.08 73.51 74.74 1.23 1.10 24.68 83.97 0.35 21.66

22.18 73.46 74.69 1.23 1.10 24.70 83.94 0.35 21.70

22.28 73.41 74.64 1.23 1.10 24.72 83.90 0.35 21.74

22.38 73.36 74.59 1.23 1.10 24.74 83.87 0.35 21.78

22.48 73.32 74.54 1.23 1.10 24.76 83.83 0.35 21.82

22.58 73.27 74.49 1.22 1.10 24.78 83.80 0.35 21.86

22.68 73.22 74.44 1.22 1.10 24.79 83.76 0.36 21.89

22.78 73.17 74.39 1.22 1.10 24.81 83.72 0.36 21.93

22.88 73.12 74.34 1.22 1.10 24.83 83.69 0.36 21.97

22.98 73.07 74.29 1.22 1.10 24.85 83.65 0.36 22.01

23.08 73.02 74.24 1.22 1.10 24.87 83.62 0.36 22.04

23.18 72.97 74.19 1.22 1.10 24.88 83.58 0.36 22.08

23.28 72.92 74.14 1.22 1.09 24.90 83.54 0.36 22.12

23.38 72.87 74.09 1.22 1.09 24.92 83.51 0.36 22.15

23.48 72.83 74.04 1.22 1.09 24.94 83.47 0.36 22.19

23.58 72.78 73.99 1.22 1.09 24.95 83.44 0.36 22.23

23.68 72.73 73.94 1.22 1.09 24.97 83.40 0.36 22.26

23.78 72.68 73.89 1.21 1.09 24.99 83.36 0.36 22.30

23.88 72.63 73.84 1.21 1.09 25.00 83.33 0.37 22.33

23.98 72.58 73.79 1.21 1.09 25.02 83.29 0.37 22.37

24.08 72.53 73.74 1.21 1.09 25.04 83.25 0.37 22.40

24.18 72.48 73.69 1.21 1.09 25.05 83.22 0.37 22.44

24.28 72.43 73.64 1.21 1.09 25.07 83.18 0.37 22.47

24.38 72.38 73.59 1.21 1.09 25.09 83.14 0.37 22.51

24.48 72.34 73.54 1.21 1.09 25.10 83.11 0.37 22.54

24.58 72.29 73.50 1.21 1.08 25.12 83.07 0.37 22.57

24.68 72.24 73.45 1.21 1.08 25.14 83.03 0.37 22.61

24.78 72.19 73.40 1.21 1.08 25.15 82.99 0.37 22.64

24.88 72.14 73.35 1.21 1.08 25.17 82.96 0.37 22.67

24.98 72.09 73.30 1.21 1.08 25.18 82.92 0.37 22.71

25.08 72.04 73.25 1.20 1.08 25.20 82.88 0.38 22.74

25.18 71.99 73.20 1.20 1.08 25.21 82.84 0.38 22.77

25.28 71.94 73.15 1.20 1.08 25.23 82.81 0.38 22.80

25.38 71.89 73.10 1.20 1.08 25.24 82.77 0.38 22.84

25.48 71.85 73.05 1.20 1.08 25.26 82.73 0.38 22.87

25.58 71.80 73.00 1.20 1.08 25.27 82.69 0.38 22.90

25.68 71.75 72.95 1.20 1.08 25.29 82.65 0.38 22.93

25.78 71.70 72.90 1.20 1.08 25.30 82.62 0.38 22.96

25.88 71.65 72.85 1.20 1.08 25.32 82.58 0.38 22.99

25.98 71.60 72.80 1.20 1.08 25.33 82.54 0.38 23.02

68

Station (ft)

Bed Elevation

(ft)

Water-surface

Elevation (ft)

Vertical Depth

(ft)

Flow Depth

(ft)

Flow Velocity

(ft/s)


Local EGL

Slope (ft/ft)


26.08 71.55 72.75 1.20 1.08 25.35 82.50 0.38 23.05

26.18 71.50 72.70 1.20 1.07 25.36 82.46 0.38 23.08

26.28 71.45 72.65 1.20 1.07 25.37 82.43 0.38 23.11

26.38 71.40 72.60 1.20 1.07 25.39 82.39 0.38 23.14

26.48 71.36 72.55 1.19 1.07 25.40 82.35 0.39 23.17

26.58 71.31 72.50 1.19 1.07 25.42 82.31 0.39 23.20

26.68 71.26 72.45 1.19 1.07 25.43 82.27 0.39 23.23

26.78 71.21 72.40 1.19 1.07 25.44 82.23 0.39 23.26

26.88 71.16 72.35 1.19 1.07 25.46 82.19 0.39 23.29

26.98 71.11 72.30 1.19 1.07 25.47 82.15 0.39 23.32

27.08 71.06 72.25 1.19 1.07 25.48 82.12 0.39 23.35

27.18 71.01 72.20 1.19 1.07 25.50 82.08 0.39 23.38

27.28 70.96 72.15 1.19 1.07 25.51 82.04 0.39 23.40

27.38 70.91 72.10 1.19 1.07 25.52 82.00 0.39 23.43

27.48 70.87 72.05 1.19 1.07 25.54 81.96 0.39 23.46

27.58 70.82 72.00 1.19 1.07 25.55 81.92 0.39 23.49

27.68 70.77 71.95 1.19 1.07 25.56 81.88 0.39 23.52

27.78 70.72 71.91 1.19 1.07 25.57 81.84 0.39 23.54

27.88 70.67 71.86 1.19 1.06 25.59 81.80 0.39 23.57

27.98 70.62 71.81 1.19 1.06 25.60 81.76 0.40 23

hydraulic testing and data report for six- inch triton filter...

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