unvegetated large-scale channel erosion testing … is verified to be 90% (± 3%) of proctor...

Unvegetated Large-Scale Channel Erosion Testing

(ASTM D 6460)

of

Western Excelsior’s

PP5-10, Double Net Poly Fiber Matting

over

Loam

May 2014

Submitted to:

AASHTO/NTPEP

444 North Capitol Street, NW, Suite 249

Washington, D.C. 20001

Attn: Russell Dabbs, NTPEP

[email protected]

Submitted by:

TRI/Environmental, Inc.

9063 Bee Caves Road

Austin, TX 78733

C. Joel Sprague

Project Manager

May 31, 2014

Mr. Russell Dabbs AASHTO/NTPEP

444 North Capitol Street, NW, Suite 249

Washington, D.C. 20001

E-mail: [email protected]

Subject: Large-scale Slope Testing over Loam of PP5-10, Double Net Poly Fiber Matting,

manufactured in Macon, GA

Dear Mr. Dabbs:

This letter report presents the results for large-scale channel erosion tests performed on PP5-10,

Double Net Poly Fiber Matting, over Loam. Included are data developed for target hydraulic

shears ranging from 0.5 to 3+ psf (0.02 to 0.15+ kPa). 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. Generated results were used to develop the following permissible

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

τlimit PP5-10, Double Net Poly Fiber Matting & 3.8 staples/sy = 2.85 psf;

Vlimit PP5-10, Double Net Poly Fiber Matting & 3.8 staples/sy = 11.5 ft/sec

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

PP5-10, Double Net Poly Fiber Matting, over Loam

Channel Erosion Testing

May 31, 2014

CHANNEL TESTING REPORT

PP5-10, Double Net Poly Fiber Matting, 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

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 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 protocol. 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 Sampled Product

Product Identification - PP5-10

Manufacturer - Western Excelsior

Manufacturing Plant Location - Macon, GA

Lot number of sample - -

Fiber - 100% Synthetic

Netting Openings in 0.6 x 0.6 (approx)

Stitching Spacing in 2.0 (approx)

Tensile Strength MD x XD (ASTM D 6818)* lb/in 28.7 x 15.1

Tensile Elongation MD x XD (ASTM D 6818)* % 24.9 x 38.4

Thickness (ASTM D 6525)* mils 396

Light Penetration (ASTM D 6567)* % cover 75.7

Density – Net Only (ASTM D 792, Method A)* g/cm3 0.908

Mass / Unit Area (ASTM D 6475)* oz/sy 10.49 * Values from Independent Testing of Randomly Sampled Product



May 31, 2014

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 2937 (drive-cylinder

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 10% slope top-to-bottom. Finally, a vibrating plate compactor is run

over the renewed channel surface. 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

pattern consisting of 2”x 8” steel staples to create an anchorage density of approximately 3.8

anchors 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 flows having typical target

hydraulic shear stresses ranging from 0.5 to 3+ psf. During the testing, flow depth and

corresponding flow velocity 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. Flows are then increased to achieve the subsequent

shear target in an attempt to create more than 0.5 inches of soil loss. Pictures of channel flows

and resulting soil loss are shown in Figures 6 thru 12.



May 31, 2014

Figure 1. Flumes Setup (typical)

Figure 2. Flow Velocity Measurement in

Channel (typical)

Figure 3. Channel Flow Depth

Measurement (typical)

Figure 4. RECP Installed (typical)

Figure 5. Typical Low Flow in Channels

Figure 6. Typical Low to Medium

Flow in Channel



May 31, 2014

Figure 7. Typical Medium Flow in Channel

Figure 8. Typical High Flow in Channel

Figure 9. Ending Condition –

Before Mattings Removed

Figure 10. Channel 1 After RECP Removed





May 31, 2014

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). A graph of shear versus soil loss for the protected condition is shown in

Figure 13. The associated velocities and roughness 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,. Linear (R2=0.71),

power (R2=0.83), and polynomial (R

2=0.91) fits were evaluated.

Table 3. Summary Data Table – Protected Test Reach

Test #

(Channel # - Shear

Level)

Flow

depth

(in)

Flow

velocity

(fps)

Flow

(cfs)

Manning’s

roughness, n

Max Bed

Shear

Stress (psf)

Cumm.

CSLI (in)

C1-S1 1.10 2.82 0.51 0.034 0.56 0.03

C1-S2 1.84 4.54 1.39 0.031 0.95 0.09

C1-S3 3.28 7.39 4.05 0.026 1.75 0.16

C1-S4 4.71 9.33 7.34 0.025 2.42 0.29

C1-S5 6.31 10.82 11.37 0.025 3.04 0.45

C2-S1 1.48 3.51 0.87 0.033 0.77 0.01

C2-S2 2.23 5.62 2.08 0.027 1.13 0.03

C2-S3 3.62 7.92 4.76 0.026 1.72 0.15

C2-S4 6.01 10.19 10.19 0.025 2.77 0.41

C2-S5 7.92 13.25 17.46 0.025 3.08 0.59

C3-S1 1.39 3.40 0.79 0.033 0.71 0.03

C3-S2 2.29 5.85 2.23 0.026 1.20 0.13

C3-S3 4.53 9.64 7.28 0.025 2.23 0.31

C3-S4 7.08 11.66 13.74 0.026 3.16 0.89

Using the test procedure and data evaluation technique described herein, the limiting shear stress

shown in Table 4 was determined using the following equation:

τ0 = γ/2(y1 + y2)sinΘB + 1/L[γ/2(y12 - y2

2)cosΘB – ρq

2(1/y2 – 1/y1)]

Where:

τ0 = shear stress (Pa),

γ = unit weight of water (N/m3),

y1 = upstream flow depth* (m),

y2 = downstream flow depth* (m),

ΘB = angle of bed slope (degrees),

ρ = density of water (kg/m),

q = unit discharge (cms/m), and

L = length of control volume (m).

*Flow depths measured near the end of the 30 minute test period are used in the calculations.

Table 4. Overall Results

Product Limiting Shear, τlimit Limiting Velocity, Vlimit

PP5-10, Double Net Poly Fiber Matting

& 3.8 staples/sy 2.85 psf 11.5 ft/sec

y = 0.0376x3 - 0.0855x2 + 0.114xR² = 0.9091

0.00

0.10

0.20

0.30

0.40

0.50

0.60

0.70

0.80

0.90

1.00

0 1 2 3 4 5

Cu

mm

ula

tive

So

il L

oss (

CS

LI)

, in

Shear, psf

Limiting Shear via ASTM D 6460 PP5-10; 3.8 Anchors/SY

Channel # 1 Channel # 2 Channel # 3 All Channels Poly. (All Channels)

Limiting Shear = 2.85 psf

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

y = 0.001x2.5572

R² = 0.8317

0.00

0.10

0.20

0.30

0.40

0.50

0.60

0.70

0.80

0.90

1.00

0 2 4 6 8 10 12 14 16

Cu

mm

ula

tive

So

il L

oss (

CS

LI)

, in

Velocity, ft/sec

Limiting Velocity via ASTM D 6460

TPP5-10; 3.8 Anchors/S

Channel # 1 Channel # 2 Channel # 3 All Channels Power (All Channels)

Limiting Velocity= 11.5 ft/sec

Figure 14. Velocity vs. Soil Loss – Tested Product

y = 0.0333x-0.165

R² = 0.8188

0.010

0.015

0.020

0.025

0.030

0.035

0.040

0.045

0.050

0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00

Mannin

g's

n

Water Depth, in

Manning's n vs. Water DepthPP5-10; 3.8 Anchors/SY

Channel # 1 Channel # 2 Channel # 3 All Channels Power (All Channels)

Figure 15. Flow Depth vs. Manning’s “n” – Tested Product

y = -0.1006x + 196.83 y = -0.1011x + 196.9 y = -0.1003x + 196.84

y = -0.1068x + 197.15 y = -0.0999x + 197.25 y = -0.0985x + 197.24

y = -0.0959x + 197.66 y = -0.0968x + 197.8 y = -0.094x + 198.28

y = -0.0879x + 198.21 y = -0.0749x + 198.4 y = -0.082x + 198.98

y = -0.067x + 198.74 y = -0.0834x + 199.74

190

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

nch

ma

rk, ft

X-Section (ft along test reach)

Energy Grade Lines - All Shear LevelsPP5-10; 3.8 Anchors/SY

Shear Level 4

Shear Level 3

Shear Level 2

Shear Level 1

Shear Level 5

Channel 1 Channel 2 Channel 3

Figure 16. Energy Grade Lines – All Channels, All Shears – Tested Product

y = 16.269x2 + 5.4657xR² = 0.9953

0.00

0.10

0.20

0.30

0.40

0.50

0.60

0.70

0.80

0.90

1.00

0.00 0.05 0.10 0.15 0.20 0.25

Cum

mu

lative

So

il L

oss (

CS

LI)

, in

Shear, psf

Limiting Shear via ASTM D 6460Soil-only Control Test

Control Test - 1% Flume Poly. (Control Test - 1% Flume)

Limiting Shear = 0.075 psf

Figure 17. Shear Stress vs. Soil Loss – Soil Only

CONCLUSIONS

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

Loam soil protected with an RECP. 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 channel liner roughness

(Manning’s “n”) to flow depth. Together, this data provides a quantitative estimate of the

performance characteristics of the tested RECP.

The data in Figure 16 and 17, the calculated energy grade lines for each channel and shear level

and the soil-only shear stress vs. soil loss relationship, are included to provide a reference for the

reported test results.



May 31, 2014

Appendix

APPENDIX A – RECORDED DATA

Test Record Sheets

Date: 5/30/14 RECP: Lot #:

Slope: 10% Start Time: 8:46 AM Channel # Shear # Start Time: 9:44 AM Channel # Shear # Start Time: 10:40 AM Channel # Shear # Start Time: 1:18 PM Channel # Shear # Start Time: 2:43 PM Channel # Shear #

Width: 2 End Time: 9:16 AM 1 1 End Time: 10:14 AM 1 2 End Time: 11:10 AM 1 3 End Time: 1:48 PM 1 4 End Time: 3:13 PM 1 5

#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!

To original Surface Elev, cm 72.6 72.6 72.5 Avg. Avg. Avg. Avg. Avg.

To eroded Surface Elev, cm 72.7 72.7 72.5 72.6 72.8 72.8 72.5 72.7 73.0 72.8 72.5 72.8 73.0 73.0 73.0 73.0 73.0 73.5 73.7 73.4

Loss/Gain, sq.in./in. width -0.04 -0.04 0.00 -0.02 -0.08 -0.08 0.00 -0.04 -0.16 -0.08 0.00 -0.07 -0.16 -0.16 -0.20 -0.14 -0.16 -0.35 -0.47 -0.27

CSLI, sq.in./in. width -0.04 -0.04 0.00 -0.02 -0.08 -0.08 0.00 -0.04 -0.16 -0.08 0.00 -0.07 -0.16 -0.16 -0.20 -0.14 -0.16 -0.35 -0.47 -0.27

Velocity, ft/s 2.6 2.6 4.4 4.4 7.0 7.0 8.8 8.8 10.0 10.0

Distance to Water Surface, cm 69.5 69.5 68.0 68.0 64.5 64.5 61.0 61.0 56.0 56.0

Flow, cfs Depth, in Flow, cfs Depth, in Flow, cfs Depth, in Flow, cfs Depth, in Flow, cfs Depth, in

0.53 1.23 1.36 1.85 3.80 3.25 6.93 4.72 11.42 6.85



Loss/Gain, sq.in./in. width -0.04 -0.04 -0.08 -0.05 -0.04 -0.08 -0.12 -0.07 -0.04 -0.16 -0.16 -0.09 -0.08 -0.24 -0.24 -0.14 -0.20 -0.35 -0.35 -0.24

CSLI, sq.in./in. width -0.04 -0.04 -0.08 -0.05 -0.04 -0.08 -0.12 -0.07 -0.04 -0.16 -0.16 -0.09 -0.08 -0.24 -0.24 -0.14 -0.20 -0.35 -0.35 -0.24

Velocity, ft/s 2.6 2.6 4.9 4.9 7.2 7.2 9.0 9.0 10.2 10.2



0.55 1.26 1.53 1.88 3.95 3.29 6.99 4.66 10.60 6.23



Loss/Gain, sq.in./in. width 0.00 -0.12 -0.04 -0.03 -0.04 -0.16 -0.08 -0.07 -0.12 -0.24 -0.12 -0.12 -0.16 -0.43 -0.16 -0.18 -0.28 -0.75 -0.31 -0.32

CSLI, sq.in./in. width 0.00 -0.12 -0.04 -0.03 -0.04 -0.16 -0.08 -0.07 -0.12 -0.24 -0.12 -0.12 -0.16 -0.43 -0.16 -0.18 -0.28 -0.75 -0.31 -0.32

Velocity, ft/s 2.8 2.8 5.1 5.1 7.2 7.2 9.0 9.0 10.3 10.3



0.56 1.21 1.56 1.84 3.94 3.28 7.13 4.75 10.86 6.33



Loss/Gain, sq.in./in. width -0.04 -0.04 -0.08 -0.05 -0.08 -0.12 -0.12 -0.09 -0.12 -0.20 -0.24 -0.15 -0.31 -0.35 -0.47 -0.32 -0.55 -0.51 -0.55 -0.45

CSLI, sq.in./in. width -0.04 -0.04 -0.08 -0.05 -0.08 -0.12 -0.12 -0.09 -0.12 -0.20 -0.24 -0.15 -0.31 -0.35 -0.47 -0.32 -0.55 -0.51 -0.55 -0.45

Velocity, ft/s 2.8 2.8 4.7 4.7 7.3 7.3 9.2 9.2 10.6 10.6



0.51 1.10 1.47 1.88 4.12 3.39 7.22 4.71 11.04 6.25



Loss/Gain, sq.in./in. width -0.08 0.00 0.00 -0.03 -0.12 -0.12 -0.12 -0.10 -0.16 -0.20 -0.24 -0.16 -0.31 -0.39 -0.35 -0.29 -0.39 -0.59 -0.63 -0.44

CSLI, sq.in./in. width -0.08 0.00 0.00 -0.03 -0.12 -0.12 -0.12 -0.10 -0.16 -0.20 -0.24 -0.16 -0.31 -0.39 -0.35 -0.29 -0.39 -0.59 -0.63 -0.44

Velocity, ft/s 3.2 3.2 4.9 4.9 7.4 7.4 9.3 9.3 10.7 10.7



0.63 1.18 1.62 1.98 4.05 3.28 7.47 4.82 11.37 6.38



Loss/Gain, sq.in./in. width -0.08 -0.04 0.00 -0.03 -0.12 -0.12 -0.08 -0.09 -0.20 -0.28 -0.12 -0.15 -0.28 -0.39 -0.31 -0.26 -0.63 -0.39 -0.59 -0.47

CSLI, sq.in./in. width -0.08 -0.04 0.00 -0.03 -0.12 -0.12 -0.08 -0.09 -0.20 -0.28 -0.12 -0.15 -0.28 -0.39 -0.31 -0.26 -0.63 -0.39 -0.59 -0.47

Velocity, ft/s 2.8 2.8 4.4 4.4 7.3 7.3 9.2 9.2 11.0 11.0



0.52 1.12 1.33 1.81 4.14 3.40 7.34 4.79 11.69 6.38



Loss/Gain, sq.in./in. width 0.00 -0.12 -0.08 -0.05 0.00 -0.24 -0.12 -0.08 0.00 -0.24 -0.31 -0.14 -0.16 -0.55 -0.31 -0.25 -0.39 -0.79 -0.51 -0.43

CSLI, sq.in./in. width 0.00 -0.12 -0.08 -0.05 0.00 -0.24 -0.12 -0.08 0.00 -0.24 -0.31 -0.14 -0.16 -0.55 -0.31 -0.25 -0.39 -0.79 -0.51 -0.43

Velocity, ft/s 2.5 2.5 4.7 4.7 7.4 7.4 9.4 9.4 11.2 11.2



0.41 0.98 1.40 1.78 3.98 3.23 7.40 4.72 11.44 6.13



Loss/Gain, sq.in./in. width 0.00 -0.08 0.00 -0.01 -0.04 -0.24 -0.12 -0.09 -0.20 -0.43 -0.28 -0.23 -0.43 -0.63 -0.55 -0.43 -0.63 -0.83 -0.55 -0.53

CSLI, sq.in./in. width 0.00 -0.08 0.00 -0.01 -0.04 -0.24 -0.12 -0.09 -0.20 -0.43 -0.28 -0.23 -0.43 -0.63 -0.55 -0.43 -0.63 -0.83 -0.55 -0.53

Velocity, ft/s 2.6 2.6 4.9 4.9 7.3 7.3 9.6 9.6 11.0 11.0



0.44 1.01 1.55 1.90 4.10 3.37 7.66 4.79 11.55 6.30





Velocity, ft/s 3.4 3.4 3.8 3.8 7.5 7.5 9.7 9.7 11.2 11.2



0.57 1.00 1.15 1.81 4.20 3.36 7.64 4.72 11.54 6.18





Velocity, ft/s 3.0 3.0 3.8 3.8 7.4 7.4 9.7 9.7 11.4 11.4



0.49 0.98 1.13 1.78 4.13 3.35 7.55 4.67 11.79 6.21





Velocity, ft/s 2.8 2.8 4.2 4.2 7.6 7.6 9.8 9.8 11.5 11.5



0.42 0.91 1.23 1.76 4.12 3.25 7.35 4.50 11.77 6.14Calculations

10

Calculations

11

7

Calculations

8

Calculations

9

Calculations

Calculations

4

Calculations

5

Calculations

6

Calculations

Unvegetated

2

Calculations

3

1

Calculations

Cross-Section Measurements Measured Volumetric Flow, cfs: Measured Volumetric Flow, cfs: Measured Volumetric Flow, cfs: Measured Volumetric Flow, cfs: Measured Volumetric Flow, cfs:

PP5-10 NTPEP #0001043 Anchorage: 3.8 pins / sy




1.35 1.35 1.35 1.35 1.35



Soil Loss / Gain, in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.39 -0.13 -0.12 -0.16 -0.43 -0.21 -0.20 -0.35 -0.63 -0.33

CSLI, in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.39 -0.13 -0.12 -0.16 -0.43 -0.21 -0.20 -0.35 -0.63 -0.33

Velocity, ft/s 3.6 3.6 5.6 5.6 7.5 7.5 9.5 9.5 12.5 12.5



0.87 1.44 2.01 2.15 4.72 3.78 10.14 6.40 17.77 8.53



Soil Loss / Gain, in 0.00 0.00 0.00 0.00 0.00 -0.12 -0.08 -0.05 -0.04 -0.31 -0.28 -0.16 -0.28 -0.71 -1.26 -0.63 -0.43 -1.02 -1.65 -0.87

CSLI, in 0.00 0.00 0.00 0.00 0.00 -0.12 -0.08 -0.05 -0.04 -0.31 -0.28 -0.16 -0.28 -0.71 -1.26 -0.63 -0.43 -1.02 -1.65 -0.87

Velocity, ft/s 3.6 3.6 5.6 5.6 7.7 7.7 9.5 9.5 12.7 12.7



0.86 1.43 2.09 2.24 4.73 3.69 10.12 6.39 17.89 8.45



Soil Loss / Gain, in 0.00 -0.04 0.00 -0.01 -0.08 -0.24 -0.16 -0.12 0.20 -1.02 -0.55 -0.29 -0.59 -1.22 -1.02 -0.74 -0.59 -1.46 -1.34 -0.89

CSLI, in 0.00 -0.04 0.00 -0.01 -0.08 -0.24 -0.16 -0.12 0.00 -1.02 -0.55 -0.35 -0.59 -1.22 -1.02 -0.74 -0.59 -1.46 -1.34 -0.89

Velocity, ft/s 3.4 3.4 5.3 5.3 8.0 8.0 9.7 9.7 12.9 12.9



0.86 1.52 2.17 2.45 4.99 3.74 10.01 6.19 17.52 8.15



Soil Loss / Gain, in 0.00 0.00 0.00 0.00 0.00 0.00 -0.04 -0.01 0.00 -0.20 -0.24 -0.11 -0.28 -0.39 -0.83 -0.43 -0.51 -0.59 -0.83 -0.54

CSLI, in 0.00 0.00 0.00 0.00 0.00 0.00 -0.04 -0.01 0.00 -0.20 -0.24 -0.11 -0.28 -0.39 -0.83 -0.43 -0.51 -0.59 -0.83 -0.54

Velocity, ft/s 3.6 3.6 5.7 5.7 8.0 8.0 9.9 9.9 13.2 13.2



0.88 1.47 2.16 2.27 5.04 3.78 10.07 6.10 17.64 8.02



Soil Loss / Gain, in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.20 -0.31 -0.39 -0.25 -0.59 -0.71 -1.38 -0.77 -0.79 -1.10 -1.57 -0.97

CSLI, in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.20 -0.31 -0.39 -0.25 -0.59 -0.71 -1.38 -0.77 -0.79 -1.10 -1.57 -0.97

Velocity, ft/s 3.4 3.4 5.6 5.6 7.9 7.9 10.0 10.0 13.2 13.2



0.80 1.42 1.98 2.13 4.75 3.61 10.28 6.17 17.61 8.01



Soil Loss / Gain, in -0.04 0.00 0.00 -0.01 -0.04 -0.08 -0.04 -0.04 -0.20 -0.12 -0.20 -0.15 -0.39 -0.39 -0.51 -0.37 -0.51 -0.59 -0.63 -0.48

CSLI, in -0.04 0.00 0.00 -0.01 -0.04 -0.08 -0.04 -0.04 -0.20 -0.12 -0.20 -0.15 -0.39 -0.39 -0.51 -0.37 -0.51 -0.59 -0.63 -0.48

Velocity, ft/s 3.4 3.4 5.7 5.7 8.0 8.0 10.0 10.0 13.6 13.6



0.86 1.52 2.04 2.15 5.13 3.85 9.80 5.88 17.67 7.80



Soil Loss / Gain, in 0.00 -0.08 0.00 -0.01 0.00 -0.08 0.00 -0.01 -0.12 -0.28 -0.08 -0.11 -0.43 -0.35 -0.20 -0.27 -0.79 -0.67 -0.63 -0.58

CSLI, in 0.00 -0.08 0.00 -0.01 0.00 -0.08 0.00 -0.01 -0.12 -0.28 -0.08 -0.11 -0.43 -0.35 -0.20 -0.27 -0.79 -0.67 -0.63 -0.58

Velocity, ft/s 3.8 3.8 5.7 5.7 7.8 7.8 10.2 10.2 13.6 13.6



1.04 1.64 2.31 2.43 4.61 3.54 9.99 5.88 17.28 7.62



Soil Loss / Gain, in 0.00 0.00 0.00 0.00 -0.08 0.00 0.00 -0.03 -0.47 -0.08 -0.08 -0.20 -0.67 -0.20 -0.28 -0.35 -1.26 -0.59 -0.31 -0.62

CSLI, in 0.00 0.00 0.00 0.00 -0.08 0.00 0.00 -0.03 -0.47 -0.08 -0.08 -0.20 -0.67 -0.20 -0.28 -0.35 -1.26 -0.59 -0.31 -0.62

Velocity, ft/s 3.2 3.2 5.7 5.7 7.9 7.9 10.5 10.5 13.8 13.8



0.81 1.52 2.18 2.30 4.61 3.50 10.22 5.84 17.84 7.76



Soil Loss / Gain, in 0.00 -0.04 0.00 -0.01 0.00 -0.08 0.00 -0.01 -0.08 -0.20 -0.16 -0.11 -0.28 -0.63 -0.35 -0.31 -0.47 -1.18 -0.67 -0.58

CSLI, in 0.00 -0.04 0.00 -0.01 0.00 -0.08 0.00 -0.01 -0.08 -0.20 -0.16 -0.11 -0.28 -0.63 -0.35 -0.31 -0.47 -1.18 -0.67 -0.58

Velocity, ft/s 3.8 3.8 5.5 5.5 7.9 7.9 10.6 10.6 13.4 13.4



0.95 1.50 2.07 2.26 4.58 3.48 10.11 5.72 16.65 7.45



Soil Loss / Gain, in 0.00 0.00 0.00 0.00 -0.04 -0.04 0.00 -0.02 -0.04 -0.04 0.00 -0.02 -0.16 -0.20 -0.20 -0.15 -0.20 -0.28 -0.39 -0.24

CSLI, in 0.00 0.00 0.00 0.00 -0.04 -0.04 0.00 -0.02 -0.04 -0.04 0.00 -0.02 -0.16 -0.20 -0.20 -0.15 -0.20 -0.28 -0.39 -0.24

Velocity, ft/s 3.4 3.4 5.7 5.7 8.1 8.1 11.0 11.0 13.2 13.2



0.89 1.57 2.08 2.19 4.55 3.37 10.44 5.70 16.83 7.65



Soil Loss / Gain, in -0.04 -0.04 -0.20 -0.09 -0.08 -0.12 -0.24 -0.12 -0.39 -0.12 -0.31 -0.26 -0.43 -0.20 -0.35 -0.30 -0.43 -0.51 -0.43 -0.37

CSLI, in -0.04 -0.04 -0.20 -0.09 -0.08 -0.12 -0.24 -0.12 -0.39 -0.12 -0.31 -0.26 -0.43 -0.20 -0.35 -0.30 -0.43 -0.51 -0.43 -0.37

Velocity, ft/s 3.4 3.4 5.7 5.7 8.2 8.2 11.2 11.2 13.6 13.6



0.73 1.29 1.83 1.93 4.70 3.44 10.93 5.85 17.31 7.64

PP5-10 NTPEP #0001044 Anchorage: 3.8 pins / sy Unvegetated

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1.35 1.35 1.35 1.35 1.35


To eroded Surface Elev, cm 73.5 75.0 75.5 74.7 73.5 75.5 76.0 75.0 74.0 75.5 78.0 75.8 74.5 77.0 79.0 76.8 #DIV/0!

Soil Loss / Gain, in 0.00 0.00 -0.04 -0.01 0.00 -0.20 -0.24 -0.11 -0.20 -0.20 -1.02 -0.44 -0.39 -0.79 -1.42 -0.73 28.94 29.53 29.69 24.46

CSLI, in 0.00 0.00 -0.04 -0.01 0.00 -0.20 -0.24 -0.11 -0.20 -0.20 -1.02 -0.44 -0.39 -0.79 -1.42 -0.73 0.00 0.00 0.00 0.00

Velocity, ft/s 3.2 3.2 5.6 5.6 9.4 9.4 11.0 11.0 #DIV/0!

Distance to Water Surface, cm 71.0 71.0 69.0 69.0 64.5 64.5 58.0 58.0 #DIV/0!


0.77 1.44 2.20 2.36 6.99 4.46 13.59 7.41 #DIV/0! #DIV/0!



Soil Loss / Gain, in 0.00 -0.08 -0.04 -0.03 -0.08 -0.47 -0.31 -0.21 -0.08 -0.47 -0.98 -0.43 -0.16 -1.26 -2.48 -1.09 28.98 29.06 29.02 24.17

CSLI, in 0.00 -0.08 -0.04 -0.03 -0.08 -0.47 -0.31 -0.21 -0.08 -0.47 -0.98 -0.43 -0.16 -1.26 -2.48 -1.09 0.00 0.00 0.00 0.00

Velocity, ft/s 3.3 3.3 5.8 5.8 9.5 9.5 11.9 11.9 #DIV/0!



0.82 1.50 2.26 2.34 7.17 4.53 14.45 7.28 #DIV/0! #DIV/0!



Soil Loss / Gain, in 0.00 0.00 0.00 0.00 0.00 -0.08 -0.59 -0.21 -0.12 -0.91 -1.30 -0.62 -0.20 -1.69 -3.35 -1.46 28.94 29.02 28.94 24.13

CSLI, in 0.00 0.00 0.00 0.00 0.00 -0.08 -0.59 -0.21 -0.12 -0.91 -1.30 -0.62 -0.20 -1.69 -3.35 -1.46 0.00 0.00 0.00 0.00

Velocity, ft/s 3.3 3.3 5.9 5.9 9.6 9.6 11.4 11.4 #DIV/0!



0.82 1.48 2.37 2.41 7.52 4.70 14.59 7.68 #DIV/0! #DIV/0!



Soil Loss / Gain, in 0.00 0.00 0.00 0.00 0.00 -0.08 -0.04 -0.03 0.00 -0.39 -0.20 -0.13 -0.39 -1.85 -0.59 -0.64 28.74 29.06 29.13 24.13

CSLI, in 0.00 0.00 0.00 0.00 0.00 -0.08 -0.04 -0.03 0.00 -0.39 -0.20 -0.13 -0.39 -1.85 -0.59 -0.64 0.00 0.00 0.00 0.00

Velocity, ft/s 3.4 3.4 5.8 5.8 9.7 9.7 11.2 11.2 #DIV/0!



0.80 1.42 2.17 2.24 7.38 4.57 13.23 7.09 #DIV/0! #DIV/0!



Soil Loss / Gain, in 0.00 0.00 0.00 0.00 -0.08 -0.12 -0.16 -0.10 -0.08 -0.47 -1.10 -0.47 -0.67 -1.26 -1.97 -1.09 28.86 29.06 29.06 24.15

CSLI, in 0.00 0.00 0.00 0.00 -0.08 -0.12 -0.16 -0.10 -0.08 -0.47 -1.10 -0.47 -0.67 -1.26 -1.97 -1.09 0.00 0.00 0.00 0.00

Velocity, ft/s 3.5 3.5 5.7 5.7 9.8 9.8 11.5 11.5 #DIV/0!



0.83 1.43 2.22 2.34 7.61 4.66 13.53 7.06 #DIV/0! #DIV/0!



Soil Loss / Gain, in 0.00 0.00 0.16 0.05 -0.04 0.79 0.08 0.14 0.04 1.57 -0.28 0.18 -0.94 -1.38 -1.10 -0.91 28.98 29.13 29.29 24.28

CSLI, in 0.00 0.00 0.00 0.00 -0.04 0.00 0.00 -0.01 0.00 0.00 -0.28 -0.09 -0.94 -1.38 -1.10 -0.91 0.00 0.00 0.00 0.00

Velocity, ft/s 3.4 3.4 6.1 6.1 9.3 9.3 11.0 11.0 #DIV/0!



0.80 1.40 2.32 2.28 6.88 4.44 13.28 7.24 #DIV/0! #DIV/0!



Soil Loss / Gain, in 0.00 0.00 0.00 0.00 0.00 -0.04 -0.08 -0.03 0.00 -0.24 -0.39 -0.17 -0.12 -0.91 -1.38 -0.65 28.62 29.09 29.13 24.10

CSLI, in 0.00 0.00 0.00 0.00 0.00 -0.04 -0.08 -0.03 0.00 -0.24 -0.39 -0.17 -0.12 -0.91 -1.38 -0.65 0.00 0.00 0.00 0.00

Velocity, ft/s 3.3 3.3 5.7 5.7 9.5 9.5 11.7 11.7 #DIV/0!



0.77 1.39 2.11 2.22 7.33 4.63 13.49 6.92 #DIV/0! #DIV/0!



Soil Loss / Gain, in 0.00 -0.04 -0.16 -0.06 -0.12 -0.12 -0.47 -0.22 -0.12 -0.16 -0.98 -0.39 -0.31 -1.10 -1.77 -0.88 28.82 28.78 28.74 23.98

CSLI, in 0.00 -0.04 -0.16 -0.06 -0.12 -0.12 -0.47 -0.22 -0.12 -0.16 -0.98 -0.39 -0.31 -1.10 -1.77 -0.88 0.00 0.00 0.00 0.00

Velocity, ft/s 3.4 3.4 5.7 5.7 9.7 9.7 11.7 11.7 #DIV/0!



0.73 1.29 2.13 2.24 7.43 4.59 13.28 6.81 #DIV/0! #DIV/0!



Soil Loss / Gain, in 0.00 -0.04 0.00 -0.01 0.00 -0.12 0.00 -0.02 -0.12 -0.35 -0.20 -0.16 -0.20 -0.59 -1.10 -0.53 28.62 29.02 29.33 24.15

CSLI, in 0.00 -0.04 0.00 -0.01 0.00 -0.12 0.00 -0.02 -0.12 -0.35 -0.20 -0.16 -0.20 -0.59 -1.10 -0.53 0.00 0.00 0.00 0.00

Velocity, ft/s 3.6 3.6 6.2 6.2 9.5 9.5 11.9 11.9 #DIV/0!



0.82 1.36 2.21 2.14 7.29 4.61 13.46 6.78 #DIV/0! #DIV/0!



Soil Loss / Gain, in 0.00 0.00 -0.31 -0.10 0.00 0.00 -0.75 -0.25 0.00 -0.20 -1.06 -0.39 0.00 -0.59 -2.01 -0.77 28.94 29.33 29.57 24.39

CSLI, in 0.00 0.00 -0.31 -0.10 0.00 0.00 -0.75 -0.25 0.00 -0.20 -1.06 -0.39 0.00 -0.59 -2.01 -0.77 0.00 0.00 0.00 0.00

Velocity, ft/s 3.5 3.5 5.9 5.9 10.0 10.0 12.7 12.7 #DIV/0!



0.83 1.43 2.21 2.24 7.50 4.50 14.22 6.72 #DIV/0! #DIV/0!



Soil Loss / Gain, in 0.00 0.00 -0.08 -0.03 0.04 0.31 -0.31 -0.04 -0.35 0.12 -0.63 -0.31 -0.75 -0.59 -2.80 -1.28 28.58 29.06 29.09 24.07

CSLI, in 0.00 0.00 -0.08 -0.03 0.00 0.00 -0.31 -0.10 -0.35 0.00 -0.63 -0.33 -0.75 -0.59 -2.80 -1.28 0.00 0.00 0.00 0.00

Velocity, ft/s 3.4 3.4 5.9 5.9 10.0 10.0 12.3 12.3 #DIV/0!



0.67 1.18 2.28 2.32 7.00 4.20 14.07 6.86 #DIV/0! #DIV/0!

PP5-10 NTPEP #0001045 Anchorage: 3.8 pins / sy Unvegetated


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May 31, 2014

Appendix

APPENDIX B – TEST SOIL

Test Soil Grain Size Distribution Curve

Compaction Curves

Veneer Soil Compaction Verification

November 8, 2013

Corporate Laboratory: 9063 Bee Caves Road, Austin, TX 78733 / 800-880-TEST / 512-263-2101 / [email protected] Downs Research Facility: 4915 Clemson Blvd., Anderson, SC 29621 / 864-242-2220 / [email protected]

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110100

Perc

en

tF

iner

Particle Size (mm)

DDRF ASTM D 6460 Blended Test Soil

ASTM D 6460 Target Loam Range

Plasticity (ASTM D 4318)Liquid Limit: 31Plastic Limit: 24Plastic Index: 7

Soil classifies as a clayey sand (SC)in accordance with ASTM D 2487

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.

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

James Sprague, 11/08/13

Tested by: J.E.Sprague

80

85

90

95

100

105

110

115

120

10 15 20 25 30 35 40 45 50

Dry

Den

sity

(pcf

)

Moisture Content (%)

Proctor Compaction Test

2.80

2.60

2.70

Project: DDRF

Sample No.: SLOPE COMPOSITE

Test Date: NOVEMBER 8, 2013

Test Method: ASTM D 698 - Method A

Maximum Dry Density (pcf): 99.2

Optimum Moisture Content (%): 19.5

Location: Date: 11/8/2013

Drive Cylinder: Dia., mm = 98 Length, mm = 127 Volume, ft3= 0.034

Tube # 1 2 3 4 5 6

Wt. of Wet Soil + Mold (g) 2285.0 2262.0 2257.0 2249.0 2267.0 2270.0

Wt. of Mold (g) 615.0 615.0 615.0 615.0 615.0 615.0

Wt. of Wet Soil (g) 1670.0 1647.0 1642.0 1634.0 1652.0 1655.0

Tare Number B T M

Wt. of Tare (g) 14.2 14.2 14.2 14.2 14.2 14.2

Wt. of Wet Soil + Tare (g) 24.5 24.3 26.5 25.3 22.5 23.9

Wt. of Dry Soil + Tare (g) 22.8 22.7 24.6 23.5 21.1 22.5

Water Content, w (%) 19.396 18.588 18.252 19.334 20.260 16.847

Wet density, ɣwet = W' / Vh (lb/ft3) = 108.73 107.24 106.91 106.39 107.56 107.76

Dry density, ɣdry = ɣwet / [1 + w] (lb/ft3) = 91.07 90.43 90.41 89.15 89.44 92.22

Max Std. Proctor Dry density (lb/ft3) = 98.60 98.60 98.60 98.60 98.60 98.60

Opt. Moisture (%) = 19.80 19.80 19.80 19.80 19.80 19.80

Compaction as % of Std. Proctor = 92.4% 91.7% 91.7% 90.4% 90.7% 93.5%

Avg Compaction as % of Std. Proctor =

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.

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

James Sprague, 11/8/13

Quality Review/Date

Tested by: J.E. Sprague

Compaction Worksheet

ASTM D 2937

DDRF CHANNELS

Compaction

Moisture Content

91.7%



May 31, 2014

Appendix

APPENDIX C – ANCHOR PATTERN

unvegetated large-scale channel erosion testing … is verified to be 90% (± 3%) of proctor...

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