May 20, 2003 - NTPEP...C350, Triple Net Coconut Mat, over Loam Channel Erosion Testing May 3, 2013 Page 3. CHANNEL TESTING REPORT C350, Triple Net Coconut Mat, over Loam . TESTING

Vegetated Large-Scale Channel Erosion Testing

(ASTM D 6460) (Modified procedure used for vegetated channel tests)

of

North American Green’s

C350, Triple Net Coconut Mat,

over

Loam

May 2013

Submitted to:

AASHTO/NTPEP

444 North Capitol Street, NW, Suite 249

Washington, D.C. 20001

Attn: Evan Rothblatt, NTPEP

[email protected]

Submitted by:

TRI/Environmental, Inc.

9063 Bee Caves Road

Austin, TX 78733

C. Joel Sprague

Project Manager

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Amended April 2016 - See Appendix D

May 3, 2013

Mr. Evan Rothblatt AASHTO/NTPEP

444 North Capitol Street, NW, Suite 249

Washington, D.C. 20001

E-mail: [email protected]

Subject: Channel Testing over Loam of North American Green C350, Triple Net Coconut Mat,

manufactured in Poseyville, IN.

Dear Mr. Rothblatt:

This letter report presents the results for large-scale channel erosion tests performed on C350,

Triple Net Coconut Mat, over Loam. Included are data developed for target hydraulic shears

ranging from 0.5 to 3+ psf (0.02 to 0.14+ kPa) for the unvegetated condition and from 1 to 13+

psf (0.04 to 0.62+ kPa) for the vegetated condition. All testing work was performed in general

accordance with the ASTM D 6460, Standard Test Method for Determination of Rolled Erosion

Control Product (RECP) Performance in Protecting Earthen Channels from Stormwater-

Induced Erosion. The procedure was modified to use only single replicates when testing

vegetated channels. Generated results were used to develop the following permissible or limiting

shear (τlimit) and limiting velocity (Vlimit) for the tested material:

C350, Triple Net Coconut Mat & 3.8 staples/sy

Product Unvegetated

Condition

6+ Week Vegetated

Condition

1+ Year Vegetated

Condition

Actual growth period, wks 0 6 56

τlimit 3.2 8.8* 11.3*

Vlimit 11.3 19.5* 23.4*

“*” = ASTM D 6460 requires that three test replicates be performed using identical procedures to obtain an

average threshold of performance. Thus, the results of vegetated testing, being single replicates of each condition,

cannot be considered as an average threshold of performance.

TRI is pleased to present this final report. Please feel free to call if we can answer any questions

or provide any additional information.

Sincerely,

C. Joel Sprague, P.E.

Senior Engineer

Geosynthetics Services Division

cc: Jarrett Nelson, Jay Sprague - TRI

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C350, Triple Net Coconut Mat, over Loam

Channel Erosion Testing

May 3, 2013

Page 3

CHANNEL TESTING REPORT

C350, Triple Net Coconut Mat, over Loam TESTING EQUIPMENT AND PROCEDURES

Overview of Test and Apparatus

TRI/Environmental, Inc.'s (TRI's) large-scale channel erosion testing facility is located at the

Denver Downs Research Farm in Anderson, SC. Testing oversight is provided by C. Joel

Sprague, P.E. The large-scale testing is performed in a rectangular flume having a 10% slope

(unvegetated condition) or 20% slope (vegetated condition) using a loamy soil test section. The

concentrated flow is produced by raising gates to allow gravity flow from an adjacent pond. At

least four sequential, increasing flows are applied to each test section for 30 minutes

(unvegetated condition) or 1 hour (vegetated condition) each to achieve a range of hydraulic

shear stresses in order to define the permissible, or limiting, shear stress, τlimit, which is the shear

stress necessary to cause an average of 0.5 inch of soil loss over the entire channel bottom.

Testing is performed in accordance with ASTM D 6460, though the procedure was modified to

use only single replicates when testing vegetated channels. Tables and graphs of shear versus

soil loss are generated from the accumulated data.

Rolled Erosion Control Product (RECP)

The following information and index properties were determined from the supplied product.

Table 1. Tested Product Information & Index Properties

Product Information and Index Property / Test Units Values

Product Identification - C350

Manufacturer - North American Green

Manufacturing Plant Location - Poseyville, IN

Lot number of sample - -

Fiber - 100% Coconut

Netting Openings in 0. 5 x 0. 5 (approx)

Stitching Spacing in 1.5 (approx)

Tensile Strength MD x XD (ASTM D 6818)* lb/in 81.9 x 60.5

Tensile Elongation MD x XD (ASTM D 6818)* % 29.3 x 18.8

Thickness (ASTM D 6525)* mils 582

Light Penetration (ASTM D 6567)* % cover 93.8

Density – Net Only (ASTM D 792, Method A)* g/cm3 0.916

Mass / Unit Area (ASTM D 6475)* oz/sy 15.16 * Values from Independent Testing of Randomly Sampled Product



May 3, 2013

Page 4

Test Soil

The test soil used in the test plots had the following characteristics.

Table 2. TRI-Loam Characteristics

Soil Characteristic Test Method Value

% Gravel

ASTM D 422

0

% Sand 45

% Silt 35

% Clay 20

Liquid Limit, % ASTM D 4318

41

Plasticity Index, % 8

Soil Classification USDA Loam

Soil Classification USCS Sandy silty clay (ML-CL)

Preparation of the Test Channels

The initial channel soil veneer (12-inch thick minimum) is placed and compacted. Compaction is

verified to be 90% (± 3%) of Proctor Standard density using ASTM D 698 (sand cone method).

The test channels undergo a “standard” preparation procedure prior to each test. First, any rills

or depressions resulting from previous testing are filled in with test soil. The soil surface is

replaced to a depth of 1 inch and groomed to create a channel bottom that is level side-to-side

and at a smooth slope top-to-bottom. Finally, a vibrating plate compactor is run over the

renewed channel surface. If a vegetated condition is to be tested, grass seed (tall fescue) is

applied to the plot at the rate of 500 seeds per square foot. The submitted erosion control

product is then installed using the anchors and anchorage pattern directed by the client.

Installation of Erosion Control Product in Test Channel

As noted, the submitted erosion control product is installed as directed by the client. For the

tests reported herein, the erosion control product was anchored using a “diamond” anchorage

patterns. The C350 anchorage consisted of 2”x 8” steel staples to create an anchorage density of

approximately 3.8 staples per square yard.

Specific Test Procedure

Immediately prior to testing, the initial soil surface elevation readings are made at predetermined

cross-sections. The channel is then exposed to sequential 30-minute (unvegetated condition) or

1-hour (vegetated condition) flows having target hydraulic shear stresses selected to create at

least three flow events below and one flow event above the shear stress level that results in a

cummulative average soil loss of ½-inch. During the testing, flow depth and corresponding flow

measurements are taken at the predetermined cross-section locations. Between flow events, the

flow is stopped and soil surface elevation measurements are made to facilitate calculation of soil

loss. The flow is then restarted at the next desired flow (shear) level. Pictures of typical

channel flows and resulting soil/vegetation loss are shown in Figures 7 thru 12.



May 3, 2013

Page 5

Figure 1. Typical 10% (Unvegetated Shear)

Flumes on Left; 20% Flumes on Right

Figure 2. 6+ Week Vegetated Shear in 20%

Flumes;

Figure 3. Typical 20% Temporary Flume

Set Up 1+ Year Vegetated Shear Plots

Figure 4. Unvegetated RECP

Figure 5. 6+ Week Vegetated RECP

Figure 6. 1+ Year Vegetated RECP



May 3, 2013

Page 6

Figure 7. Typical Flow in Unvegetated

Channel

Figure 8. Typical Flow in 6+ Week

Vegetated Channel

Figure 9. Typical Flow in 1+ Year

Vegetated Channel

Figure 10. Unvegetated Channel after Test

with Product Removed (typical)

Figure 11. 6+ Week Vegetated Channel after

Test (typical)

Figure 12. 1+ Year Vegetated Channel after

Test (typical)



May 3, 2013

Page 7

TEST RESULTS Average soil loss and the associated hydraulic shear calculated from flow and depth

measurements made during the testing are the principle data used to determine the performance

of the product tested. This data is entered into a spreadsheet that transforms the flow depth and

velocity into an hydraulic shear stress and the soil loss measurements into an average Clopper

Soil Loss Index (CSLI). Measured and calculated data is summarized in Table 3. A graph of

shear versus soil loss for the protected condition is shown in Figure 13. The associated velocities

and time of vegetation growth are plotted in Figures 14 and 15, respectively. The graphs include

the best regression line fit to the test data to facilitate a determination of the limiting shear stress,

τlimit,, and limiting velocity, Vlimit,. The 0.5-inch intercept values are provided in Table 4.

Table 3. Summary Data Table – Protected Test Reach

Test #

(Channel # - Shear

Level)

Actual

Growth

Period

(wks)

Flow

depth

(in)

Flow

velocity

(fps)

Flow

(cfs)

Manning’s

roughness, n

Max Bed

Shear

Stress (psf)

Cumm.

CSLI (in)

C1-S1, Unvegetated

0

1.24 2.92 0.60 0.036 0.64 0.09

C1-S2, Unvegetated 2.58 5.19 2.23 0.033 1.34 0.18

C1-S3, Unvegetated 3.90 7.91 5.14 0.028 2.03 0.31

C1-S5, Unvegetated 5.47 10.37 9.46 0.027 2.84 0.52

C2-S1, Unvegetated

0

1.42 3.15 0.74 0.036 0.74 0.08

C2-S2, Unvegetated 2.74 5.36 2.44 0.033 1.42 0.18

C2-S3, Unvegetated 4.23 8.21 5.78 0.029 2.20 0.31

C2-S4, Unvegetated 6.06 11.35 11.45 0.026 3.15 0.52

C3-S1, Unvegetated

0

1.47 3.59 0.88 0.032 0.76 0.10

C3-S2, Unvegetated 2.93 5.82 2.84 0.032 1.52 0.22

C3-S3, Unvegetated 4.52 8.70 6.55 0.028 2.35 0.33

C3-S4, Unvegetated 6.69 11.91 13.27 0.027 3.47 0.50

S1, 6+ Wk Vegetated

6

0.92 2.54 0.38 0.048 0.95 0.03

S2, 6+ Wk Vegetated 1.94 5.31 1.71 0.038 2.01 0.07

S3, 6+ Wk Vegetated 2.92 8.27 4.01 0.031 3.01 0.18

S4, 6+ Wk Vegetated 4.84 13.21 10.64 0.028 5.00 0.27

S5, 6+ Wk Vegetated 8.72 19.78 28.72 0.027 9.01 0.51

S1, 1+ Yr Vegetated

56

3.29 7.58 4.09 0.038 3.39 0.08

S2, 1+ Yr Vegetated 4.90 12.29 9.98 0.030 5.06 0.19

S3, 1+ Yr Vegetated 7.18 16.16 19.19 0.030 7.42 0.31

S4, 1+ Yr Vegetated 11.21 24.00 44.32 0.027 11.58 0.51

Table 4. C350, Triple Net Coconut Mat & 3.8 staples/sy

Product Unvegetated

Condition

6+ Week Vegetated

Condition

1+ Year Vegetated

Condition

Actual growth period, wks 0 6 56

τlimit 3.2 8.8* 11.3*

Vlimit 11.3 19.5* 23.4*

“*” = ASTM D 6460 requires that three test replicates be performed using identical procedures to obtain an

average threshold of performance. Thus, the results of vegetated testing, being single replicates of each condition,

cannot be considered as an average threshold of performance.

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May 3, 2013

Page 8

y = 0.1333x1.1345

R² = 0.9769

y = -0.0005x3 + 0.0064x2 + 0.0358xR² = 0.9903

y = 0.0015x2 + 0.0277xR² = 0.9808

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 13.00 14.00

Cu

mm

ula

tive

So

il L

oss (

CS

LI)

, in

Shear, psf

Limiting Shear via ASTM D 6460C350 @ 3.8 Staples/SY

Unvegetated Channel #1 Unvegetated Channel #2 Unvegetated Channel #3

All Unvegetated Channels C350 with 6 Weeks of Vegetation C350 with 1 Year of Vegetation

Power (All Unvegetated Channels) Poly. (C350 with 6 Weeks of Vegetation) Poly. (C350 with 1 Year of Vegetation)

Limiting Shear = 3.2 psf Limiting Shear = 8.8 psf Limiting Shear = 11.3 psf

Figure 13. Shear Stress vs. Soil Loss – Tested Product

y = 0.0017x2 + 0.0257xR² = 0.9679

y = 3E-06x3 + 0.0005x2 + 0.0142xR² = 0.9913

y = -5E-05x3 + 0.0023x2 - 0.0052xR² = 0.9993

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 22.00 24.00 26.00 28.00 30.00 32.00 34.00

Cu

mm

ula

tive

So

il L

oss (

CS

LI)

, in

Velocity, ft/sec

Limiting Velocity via ASTM D 6460C350; 3.8 Anchors/SY


All Unvegetated C350 with 6 Weeks of Vegetation C350 with 1 Year of Vegetation

Poly. (All Unvegetated) Poly. (C350 with 6 Weeks of Vegetation) Poly. (C350 with 1 Year of Vegetation)

Limiting Velocity = 11.3 ft/sec Limiting Velocity = 19.5 ft/sec Limiting Velocity = 23.4 ft/sec

Figure 14. Velocity vs. Soil Loss – Tested Product

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0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66

Pe

rmis

sib

le S

he

ar,

psf

Time of Vegetation Growth, weeks

Vegetation Loss vs Time of Vegetation Growth via ASTM D 6460C350 @ 3.8 Staples/SY

0 6 56

Initial Vegetative Density (stems/ft2) 0 384 325

Final Vegetative Density (stems/ft2) 0 272 251

% of Initial Vegetation after Max. Shear (%) 0 71% 77%

Permissible Shear Stress (psf) 3.2 8.8 11.3

SUMMARY OF TEST RESULTSWeeks of Vegetation Growth

Figure 15. Shear Stress vs. Time of Vegetation Growth – Tested Product

y = 0.0374x-0.184

R² = 0.9016

y = 0.0447x-0.231

R² = 0.8554

0.01

0.015

0.02

0.025

0.03

0.035

0.04

0.045

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

Man

nin

g's

n

Water Depth, in

Manning's n vs. Water DepthC350


All Unvegetated C350 with 6 Weeks of Vegetation C350 with 1 Year of Vegetation

All Vegetated Power (All Unvegetated) Power (All Vegetated)

Figure 16. Flow Depth vs. Manning’s “n” – Tested Product



May 3, 2013

Page 10

y = -0.0905x + 197.1 y = -0.0889x + 197.12 y = -0.0882x + 196.93

y = -0.0883x + 197.47 y = -0.0883x + 197.52 y = -0.0856x + 197.33

y = -0.0866x + 198.1 y = -0.0819x + 198.16 y = -0.0843x + 198.09

y = -0.0837x + 198.89 y = -0.0705x + 199.14 y = -0.0739x + 199.18

191

192

193

194

195

196

197

198

199

200

0 2 4 6 8 10 12 14 16 18 20

Ele

va

tio

n R

ela

tive

to

Be

nc

hm

ark

, ft

X-Section (ft along test reach)

Energy Grade Lines - All Shear LevelsC350

Shear Level 4

Shear Level 3

Shear Level 2

Shear Level 1

Channel 1 Channel 2 Channel 3

Figure 17a. Energy Grade Lines – All Channels, Unvegetated Shears – Tested Product

y = -0.21x + 199.95 y = -0.2372x + 201.49y = -0.1995x + 200.27 y = -0.2122x + 202.83y = -0.1936x + 200.92 y = -0.1469x + 204.1

y = -0.1468x + 202.27 y = 0.0213x + 207.7

y = -0.0507x + 205.03

190.00

191.00

192.00

193.00

194.00

195.00

196.00

197.00

198.00

199.00

200.00

201.00

202.00

203.00

204.00

205.00

206.00

207.00

208.00

209.00

210.00

211.00

212.00

213.00

214.00

0 2 4 6 8 10 12 14 16 18 20

Ele

va

tio

n R

ela

tiv

e t

o B

en

ch

ma

rk,

ft

X-Section (ft along test reach)

Energy Grade Lines - All Shear LevelsC350

Shear Level 4

Shear Level 3

Shear Level 2

Shear Level 1

6-wk Veg. Channel

Shear Level 5

1-yr Veg. Channel

Figure 17b. Energy Grade Lines – All Channels, Vegetated Shears – Tested Product



May 3, 2013

Page 11

y = 0.0008x3 - 0.0101x2 - 0.0096x + 1R² = 0.9996

y = 0.0003x3 - 0.0058x2 + 0.0086x + 1R² = 0.9856

0.0%

10.0%

20.0%

30.0%

40.0%

50.0%

60.0%

70.0%

80.0%

90.0%

100.0%

0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00

Pe

rcen

t o

f In

itia

l V

ege

tatio

n a

fte

r S

he

ar

Str

ess, %

Shear, psf

Vegetation Loss vs Shear via ASTM D 6460C350 @ 3.8 Staples/SY

C350 with 6 Weeks of Vegetation C350 with 1 Year of Vegetation Poly. (C350 with 6 Weeks of Vegetation) Poly. (C350 with 1 Year of Vegetation)

Initial 6-Week Vegetative Stand = 384 stems/ft2

Initial 1-Year Vegetative Stand = 325 stems/ft2

Figure 18. Vegetation vs. Shear Stress – Tested Product

y = -7.4065x3 + 22.361x2 + 4.1214xR² = 0.9998

y = -0.4876x2 + 1.3639xR² = 0.9242

y = 0.0005x3 + 0.0014x2 + 0.0185xR² = 0.9996

0.00

0.10

0.20

0.30

0.40

0.50

0.60

0.70

0.80

0.90

1.00

0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00

Cu

mm

ula

tive

So

il L

oss (

CS

LI)

, in

Shear, psf

Limiting Shear via ASTM D 6460Control Runs

Unvegetated With 6 Weeks of Vegetation With 61 Weeks of Vegetation

Poly. (Unvegetated) Poly. (With 6 Weeks of Vegetation) Poly. (With 61 Weeks of Vegetation)

Limiting Shear = 0.075 Limiting Shear = 8.0 psfLimiting Shear = 0.5 psf

Figure 19. Shear Stress vs. Soil Loss – Controls (Vegetation Only / No RECP)



May 3, 2013

Page 12

Figure 20. Typical 6+ Week “Control”

Vegetation-Only – Before Testing

Figure 21. Typical 6+ Week “Control”

Vegetation-Only – After Testing

Figure 22. Typical 1+ Year “Control”

Vegetation-Only – Before Testing

Figure 23. Typical 1+ Year “Control”

Vegetation-Only – After Testing

CONCLUSIONS

Rectangular channel (flume) tests were performed in accordance with ASTM D 6460 using

Loam soil protected with an RECP. Three replicates of the unvegetated condition and one

replicate each of the 6+ week and 1+ year vegetated conditions were performed. Testing in a

rectangular (vertical wall) channel was conducted to achieve increasing shear levels in an

attempt to cause at least 0.5-inch of soil loss. Figure 13 shows the maximum bottom shear stress

and associated soil loss from each flow event. Figure 14 presents the velocity versus soil loss.

Figure 15 relates the permissible shear stress to the length of time the vegetation had been

allowed to grow. Figure 16 relates channel liner roughness (Manning’s “n”) to flow depth.

Together, this data describes the relevant performance characteristics of the tested RECP.

It is important to note that ASTM D 6460, the procedure used to guide the testing reported

herein, requires that three test replicates be performed using identical procedures to obtain an

average threshold of performance. Thus, the results of the testing of vegetated channels reported

herein, being single replicates of each condition, cannot be considered as an average threshold of

performance.

The data in Figures 17a, 17b, 18 and 19, the calculated energy grade lines for each channel and

shear level, the retained vegetation at each shear level, and the control condition shear stress vs.

soil loss relationships, are included to provide a reference for the reported test results.



May 3, 2013

Appendix

APPENDIX A – RECORDED DATA

Test Record Sheets

(Note: Unvegetated Test Record Sheets are in a Separate Report)

2 - 1

Date: 10/25/11 Start Time: 11:30 AM End Time: 12:30 PM

Soil: Loam Target Shear (psf): 1.00 Slope: 20%

40 ft long flume 20 ft test section RECP: Anchorage:

rpms 2 ft wide flume

1 3 Outlet Weir Weir Channel Targets

Water Depth, in 5.5 1.00

Weir width (ft) = 2 Water Velocity, ft/s 0.7 3.58

0 ft A B C Flow Rate, cfs 0.0 0.6 0.0 0.60

Cross-section 1 A B C V @ 0.2d V @ 0.6d V @ 0.8d To Water Surf, cm

To original Surface Elev, cm 55.9 56.5 56.0 2.1 53.1

To eroded Surface Elev, cm 56.0 56.5 56.1 Vavg (fps) = 2.1

Soil Loss / Gain, cm -0.1 0.0 -0.1 navg = 0.069

Clopper Soil Loss, cm -0.1 0.0 -0.1 Flow (cfs) = 0.4 1.3 1.2

2 ft Avg Bottom Loss/Gain, in 0.0 Avg Clopper Soil Loss, in 0.0




Soil Loss / Gain, cm 0.0 -0.2 0.0 navg = 0.057

Clopper Soil Loss, cm 0.0 -0.2 0.0 Flow (cfs) = 0.3 0.9 0.9







6 ft 25.5Avg Bottom Loss/Gain, in 0.0 Avg Clopper Soil Loss, in 0.0
















Soil Loss / Gain, cm -0.1 -0.1 -0.1 navg = 0.047

Clopper Soil Loss, cm -0.1 -0.1 -0.1 Flow (cfs) = 0.4 1.0 0.9





Soil Loss / Gain, cm 0.0 0.0 -0.2 navg = 0.045

Clopper Soil Loss, cm 0.0 0.0 -0.2 Flow (cfs) = 0.4 0.9 0.9





Soil Loss / Gain, cm 0.0 -0.2 -0.3 navg = 0.042

Clopper Soil Loss, cm 0.0 -0.2 -0.3 Flow (cfs) = 0.4 0.9 0.8

16 ft Avg Bottom Loss/Gain, in -0.1 Avg Clopper Soil Loss, in -0.1




Soil Loss / Gain, cm -0.2 -0.1 0.0 navg = 0.041

Clopper Soil Loss, cm -0.2 -0.1 0.0 Flow (cfs) = 0.4 0.9 0.9











Soil Loss / Gain, cm 0.0 0.0 0.0 navg = 0.033

Clopper Soil Loss, cm 0.0 0.0 0.0 Flow (cfs) = 0.3 0.7 0.7

Avg Bottom Loss/Gain, in 0.0 Avg Clopper Soil Loss, in 0.0

Soil Loss / Gain, in 0.0 -0.1 0.0 Avg Bottom Loss/Gain per Cross-Section = 0.0

Clopper Soil Loss, in 0.0 -0.1 0.0 Avg Clopper Soil Loss per Cross-Section = 0.0

Bed Max Shear

Stress (psf) Water Depth (in)

CHANNEL 2 - SHEAR STRESS 1

TEST DATA

FLOW

2

C350 3.8 pins / sy

Bed Max Shear


Bed Max Shear

Stress (psf)

Water Depth (in)

Bed Max Shear


Bed Max Shear

Stress (psf)

Bed Max Shear


Bed Max Shear

Stress (psf)

Bed Max Shear


Water Depth (in)

Water Depth (in)

Bed Max Shear


Bed Max Shear


Bed Max Shear


2 - 2

Date: 10/25/11 Start Time: 1:00 PM End Time: 2:00 PM



1500 rpms 2 ft wide flume

1 3 Inlet Weir Weir Channel Targets



















Soil Loss / Gain, cm -0.2 -0.3 0.0 navg = 0.042

Clopper Soil Loss, cm -0.2 -0.3 0.0 Flow (cfs) = 1.6 2.0 2.0























Soil Loss / Gain, cm -0.1 0.0 -0.3 navg = 0.037

Clopper Soil Loss, cm -0.1 0.0 -0.3 Flow (cfs) = 1.9 2.1 2.0























Soil Loss / Gain, cm -0.5 0.0 0.0 navg = 0.032

Clopper Soil Loss, cm -0.5 0.0 0.0 Flow (cfs) = 1.8 1.9 1.8

Avg Bottom Loss/Gain, in -0.1 Avg Clopper Soil Loss, in -0.1

Soil Loss / Gain, in -0.1 -0.1 -0.1 Avg Bottom Loss/Gain per Cross-Section = -0.1

Clopper Soil Loss, in -0.1 -0.1 -0.1 Avg Clopper Soil Loss per Cross-Section = -0.1

Water Depth (in)

Bed Max Shear


Bed Max Shear


Bed Max Shear

Stress (psf)

Water Depth (in)

Water Depth (in)

Bed Max Shear


Bed Max Shear

Stress (psf)

Bed Max Shear

Stress (psf)

Water Depth (in)

Bed Max Shear


Bed Max Shear

Stress (psf)


TEST DATA

C350 3.8 pins / sy

FLOW

2

Bed Max Shear


Bed Max Shear


Bed Max Shear


2 - 3

Date: 10/25/11 Start Time: 3:00 PM End Time: 4:00 PM








Cross-section 1 A B C V @ 0.2d V @ 0.6d To Water Surf, cm




































































Bed Max Shear

Stress (psf)

Bed Max Shear

Stress (psf)

Bed Max Shear

Stress (psf)

Water Depth (in)

Water Depth (in)

Water Depth (in)

Bed Max Shear



TEST DATA

FLOW

2

C350 3.8 pins / sy

Bed Max Shear


Bed Max Shear


Bed Max Shear


Bed Max Shear


Bed Max Shear


Bed Max Shear


Bed Max Shear


2 - 4

Date: 10/26/11 Start Time: 9:00 AM End Time: 10:00 AM






Weir width (ft) = 2 C = Water Velocity, ft/s 0.0 0.00






































































Water Depth (in)

Bed Max Shear


Bed Max Shear


Bed Max Shear

Stress (psf)

Water Depth (in)

Water Depth (in)

Bed Max Shear


Bed Max Shear

Stress (psf)

Bed Max Shear

Stress (psf)

Water Depth (in)

Bed Max Shear


Bed Max Shear

Stress (psf)


TEST DATA

0.00

C350 3.8 pins / sy

FLOW

2

Bed Max Shear


Bed Max Shear


Bed Max Shear


2 - 5







Weir width (ft) = 2 C = Water Velocity, ft/s 0.00 0.00



To original Surface Elev, cm 55.9 56.5 56 17 33.5






To original Surface Elev, cm 55.5 56 56 17.5 35.1






To original Surface Elev, cm 57 57.5 57 18 35.6

To eroded Surface Elev, cm 57.2 58.6 60 Vavg (fps) = 18.00

Soil Loss / Gain, cm -0.2 -1.1 -3 navg = 0.031

Clopper Soil Loss, cm -0.2 -1.1 -3 Flow (cfs) = 27.17 9.35 9.06



To original Surface Elev, cm 57 57 57 18.6 36.1












To original Surface Elev, cm 58.9 60 58.9 20 38.9






To original Surface Elev, cm 58.5 59 58.5 20.8 38.0












To original Surface Elev, cm 65 65.4 65.5 21.5 44.6








Soil Loss / Gain, cm -1 -2.6 -1.5 navg = 0.024

Clopper Soil Loss, cm -1 -2.6 -1.5 Flow (cfs) = 31.04 8.83 8.54



To original Surface Elev, cm 62 63 63 22 42.0







2

FLOW


C350 3.8 pins / sy

TEST DATA

Bed Max Shear Stress

(psf) Water Depth (in)











0.00


(psf)



Water Depth (in)







3 - 1





1 3 Outlet Weir Weir Channel Targets







Soil Loss / Gain, cm -0.1 -0.2 0 navg = 0.026

Clopper Soil Loss, cm -0.1 -0.2 0 Flow (cfs) = 4.09 2.71 2.62





Soil Loss / Gain, cm -0.5 -0.2 0 navg = 0.037

Clopper Soil Loss, cm -0.5 -0.2 0 Flow (cfs) = 4.09 3.39 3.28







6 ft 25.5Avg Bottom Loss/Gain, in -0.07 Avg Clopper Soil Loss, in -0.07





















To eroded Surface Elev, cm 64.7 65 65 Vavg (fps) = 7.89

















To original Surface Elev, cm 63.6 63.9 64 6.72 54.8













Bed Max Shear



TEST DATA

FLOW

2

C350 3.8 pins / sy

Bed Max Shear


Water Depth (in)

Bed Max Shear


Water Depth (in)

Bed Max Shear

Stress (psf)

Bed Max Shear


Bed Max Shear


Bed Max Shear


Bed Max Shear


Bed Max Shear

Stress (psf)

Bed Max Shear


Water Depth (in)

Bed Max Shear

Stress (psf)

3 - 2




1500 rpms 2 ft wide flume



Weir width (ft) = Water Velocity, ft/s 0.00 0.00










To eroded Surface Elev, cm 68.9 69 68.2 Vavg (fps) = 11.61












To eroded Surface Elev, cm 68 67.3 67.4 Vavg (fps) = 13.27
















































Water Depth (in)

Bed Max Shear


Bed Max Shear


Bed Max Shear

Stress (psf)

Water Depth (in)

Water Depth (in)

Bed Max Shear


Bed Max Shear

Stress (psf)

Bed Max Shear

Stress (psf)

Water Depth (in)

Bed Max Shear


Bed Max Shear

Stress (psf)


TEST DATA

C350 3.8 pins / sy

FLOW

2

Bed Max Shear


Bed Max Shear


Bed Max Shear


3 - 3

Date: 4/16/13 Start Time: 11:44 AM End Time: 12:44 PM







ft A B C Flow Rate, cfs 0.00 0.00 0.00 19.19






































































TEST DATA

FLOW

2

C350 3.8 pins / sy

Bed Max Shear

Stress (psf)

Bed Max Shear


Bed Max Shear


Bed Max Shear


Water Depth (in)

Bed Max Shear


Water Depth (in)

Bed Max Shear


Bed Max Shear


Bed Max Shear

Stress (psf)

Bed Max Shear


Bed Max Shear


Bed Max Shear


3 - 4

Date: 4/16/13 Start Time: 2:17 PM End Time:






Weir width (ft) = 2.00 C = Water Velocity, ft/s 0.00 0.00











Soil Loss / Gain, cm -2 -2 -1.5 navg = 0.033

Clopper Soil Loss, cm -2 -2 -1.5 Flow (cfs) = 44.32 13.15 12.73























Soil Loss / Gain, cm -1.5 -1 -1.4 navg = 0.032

Clopper Soil Loss, cm -1.5 -1 -1.4 Flow (cfs) = 44.32 12.81 12.40


































Water Depth (in)

Bed Max Shear


Bed Max Shear


Bed Max Shear

Stress (psf)

Water Depth (in)

Water Depth (in)

Bed Max Shear


Bed Max Shear

Stress (psf)

Bed Max Shear

Stress (psf)

Water Depth (in)

Bed Max Shear


Bed Max Shear

Stress (psf)


TEST DATA

0.00

C350 3.8 pins / sy

FLOW

2

Bed Max Shear


Bed Max Shear


Bed Max Shear




May 3, 2013

Appendix

APPENDIX B – TEST SOIL

Test Soil Grain Size Distribution Curve

Compaction Curves

Veneer Soil Compaction Verification

January 2010

0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100

Pe

rce

nt

Fin

er

Particle Size (mm)

DDRF ASTM D 6459 & D 6460 Blended Test Soil

ASTM ASTM D 6459 & D 6460 Target Loam

Plasticity (ASTM D 4318)Liquid Limit: 35Plastic Limit: 30Plastic Index: 5

Soil classifies as a sandy silt (ML) in accordance with ASTM D 2487

Tested by: Tamika Walker

TRI observes and maintains client confidentiality. TRI limits reproduction of this report, except in full, without prior approval of TRI.

9063 Bee Caves Road Austin, TX 78733-6201 (512) 263-2101 (512) 263-2558 1-800-880-TEST

Cheng-Wei Chen, 02/03/10

Quality Review/Date

The testing herein is based upon accepted industry practice as well as the test method listed. Test results reported herein do not apply

to samples other than those tested. TRI neither accepts responsibility for nor makes claim as to the final use and purpose of the material.

Proctor Compaction Test

80

85

90

95

100

105

110

115

120

5 10 15 20 25 30 35 40 45

Moisture Content (%)

Dry

Den

sity

(pcf

)

2.80

2.60

2.70

Project: TRI-DDRF

Sample No.: DDRF Test Soil - January 2010

TRI Log No.: E2337-12-04

Test Method: ASTM D 698 - Method A

Maximum Dry Density (pcf): 98.7

Optimum Moisture Content (%): 20.0

Calibration Date: 8/16/2009

Sand Used: Pool Filter Sand

Volume Measure: Liquid Volume, Vm (cm3): 425

Wt. of Sand to Fill Known Volume:

Total Wt (g) Pan Wt (g) Net Wt (g)

Trial #1 (g) 663.3 11.5 651.8

Trial #2 (g) 661.3 11.5 649.8

Trial #3 (g) 657.3 11.5 645.8

Wa (g) 649.1

Density of Sand, ɣsand (g/cm3) = Wa / Vm = 1.53

Wt. of Sand to Fill Cone:

Total Wt (g) Cone Wt (g) Net Wt (g)

Trial #1 (g) 7046.0 5152.9 1893.1

Trial #2 (g) 7045.3 5152.9 1892.4

Trial #3 (g) 7046.9 5152.9 1894.0

Wt. of Sand in Cone (g): 1893.2

Field Data Date: 2/10/2010

Wt. of Wet Soil + Pan (g) 934.6

Wt. of Dry Soil + Pan (g) 792.4

Wt. of Pan (g) 14.5

Wt. of Wet Soil, W' (g) 920.1

Wt. of Dry Soil (g) 777.9

Wt. of Water (g) 142.2

Water Content, w (%) 18.3%

Sand Used: Pool Filter Sand

Unit Wt. of Sand, ɣsand (g/cm3) = 1.53

Wt. of Jug & Cone Before (g) = 7050.10

Wt. of Jug & Cone After (g) = 4348.33

Wt. of Sand Used (g) = 2701.77

Wt. of Sand in Cone (g) = 1893.17

Wt. of Sand in Hole, W (g) = 808.60

Volume of hole, Vh (cm3) = W / ɣsand = 529.41

Wet density, ɣwet = W' / Vh (kN/m3) = 1.74

Wet density, ɣwet = W' / Vh (lb/ft3) = 108.40

Dry density, ɣdry = ɣwet / [1 + w] (kN/m3) = 1.47

Wet density, ɣwet = W' / Vh (lb/ft3) = 91.65

Max Std. Proctor Dry density (kN/m3) = 98.70

Opt. Moisture via Std. Proctor density (%) = 20.00

Compaction as % of Std. Proctor = 92.9%

Density Calculation:

Compaction Worksheet

ASTM D 1556

Volume Data:

Soil Data:



May 3, 2013

Appendix

APPENDIX C – ANCHOR PATTERN

APPENDIX D

REPORT REVISION The reported performance values of Permissible Shear and/or Limiting Velocity have been revised to exclude areas exhibiting nonlinear or turbulent flow.

NTPEP ASTM D 6460 Permissible Shear and Velocity Revision to Data Explanation

Testing of Rolled Erosion Control Products (RECPs) is conducted by a number of methods. NTPEP selected ASTM D 6460-07 as a large scale method to determine the performance of these materials with respect to soil loss under concentrated (channel) flow. Upon review, one primary issue was noted in the determination of the permissible shear stress.

Permissible Shear Background The ASTM D 6460-12 standard provides guidelines for evaluating the performance of rolled erosion control products from stormwater-induced erosion, particularly with respect to maximum boundary shear stress. The standard recognizes that the test data typically exhibit non-uniform flow, and calculation of the shear stress must account for non-uniform flow conditions. The standard also recognizes that variability in the raw data can yield inconsistent or inaccurate results due to nonlinear data.

Oversimplified Calculations The ASTM D 6460-12 test method reporting requirements include using a control volume with a minimum length of 20 feet if the water surface and energy grade line exhibit linear behavior over the reach of the control volume. If excess turbulence causes nonlinearity within the raw data yielding inconsistent or inaccurate results, the standard allows alternative methods to quantify shear stress and velocity to be used. Previous reporting of data by the NTPEP lab has taken each channel cross-section as an independent control volume in order to negate the effects of any non-uniform flow conditions and to simplify the calculation of shear stress. Independent consultant review has viewed this as an oversimplification, especially with highly turbulent flows.

Revised Calculations To maintain compliance with the ASTM standard, the full non-uniform flow calculation or an alternative method for data that exhibit nonlinear behavior should be used. To this end, and with the help of the independent consultant and in compliance with the current standard, an alternative calculation method for data that exhibit nonlinear behavior has been developed. The alternative calculation uses linear regression techniques over a representative control volume that is the least turbulent and exhibits linear behavior.

Tests that exhibited turbulent flows required eliminating those nonlinear areas from the calculation. If the remaining linear areas experienced a lower average soil loss than that of the entire test channel, this resulted in a higher permissible shear when recalculated. Alternately, if the remaining linear areas experienced a higher average soil loss than that of the entire test channel, this resulted in a lower permissible shear when recalculated. Flows that were more turbulent, especially the 1-year vegetated tests, resulted in larger differences between the original calculation and the revised calculation. Additionally, NTPEP policy does not allow for extrapolation, so the maximum shear achieved is recorded, even if ½-inch soil loss is not reached. All NTPEP ASTM D 6460 test reports that do not reflect this revised reporting of permissible shear and velocity must be amended.

Impact on End Users For end users of the NTPEP test reports, it is expected that the product approval processes or specification requirements may need to be updated to reflect the updated reporting of permissible shear and/or velocity.

goret

Typewritten Text

Amended April 2016

y = 0.0158x2 + 0.0845xR² = 0.9897

y = -0.0002x3 + 0.0028x2 + 0.0345xR² = 0.977

y = -0.0002x3 + 0.0052x2 + 0.0096xR² = 0.9831

0.00

0.10

0.20

0.30

0.40

0.50

0.60

0.70

0.80

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

Cum

mu

lative

So

il L

oss (

CS

LI)

, in

Shear, psf

Limiting Shear via ASTM D 6460 C350; 3.8 Anchors/SY

Unvegetated 6-Wk Vegetated Original 6-Wk Results 56-Wk Vegetated

Original 56-Wk Results Poly. (Unvegetated) Poly. (6-Wk Vegetated) Poly. (56-Wk Vegetated)

Orig. Limiting Shear = 11.3 psf

Limiting Shear = 12.7 psf


Limiting Shear = 8.2 psfLimiting Shear = 3.2 psf


goret

Typewritten Text

Amended April 2016

y = 0.0123x1.4459 R² = 0.9802

y = 0.0097x1.1947 R² = 0.981

y = 0.0016x1.8301 R² = 0.9994

0.00

0.10

0.20

0.30

0.40

0.50

0.60

0.70

0.80

0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30

Cum

mu

lative

So

il L

oss (

CS

LI)

, in

Velocity, ft/sec

Limiting Velocity via ASTM D 6460 C350; 3.8 Anchors/SY

Unvegetated 6-Wk Vegetated Original 6-Wk Results 56-Wk Vegetated

Original 56-Wk Results Power (Unvegetated) Power (6-Wk Vegetated) Power (56-Wk Vegetated)

Orig. Limiting Velocity = 23.4 ft/sec

Limiting Velocity= 22.2+ ft/sec

Orig. Limiting Velocity = 19.5 ft/sec

Limiting Velocity= 20+ ft/sec

Orig. Limiting Velocity 11.3 ft/sec

Limiting Velocity= 12+ ft/sec

goret

Typewritten Text

Amended April 2016

Documents

May 20, 2003 - NTPEP...C350, Triple Net Coconut Mat, over Loam Channel Erosion Testing May 3, 2013 Page 3. CHANNEL TESTING REPORT C350, Triple Net Coconut Mat, over Loam . TESTING