2010 NTPEP Report Series - AASHTO · 2010 NTPEP Report Series DOWNLOAD DATA FILES FOR THIS NTPEP REPORT @ NTPEP.org National Transportation Product Evaluation Program (NTPEP) NTPEP

2010 NTPEP Report Series

DOWNLOAD DATA FILES FOR THIS NTPEP REPORT @ NTPEP.org

NTPEP Report 8509.1

Report Issued: October 2010Report Expiration Date: October 2016

Next Quality Assurance Update Report: 2013

American Association of State Highway and Transportation Officials (AASHTO)

Executive Office: 444 North Capitol Street, NW, Suite 249 Washington, DC 20001

(t) 202.624.5800 (f) 202.624.5469 www.NTPEP.ORG

LABORATORY EVALUATION OF GEOSYNTHETIC

REINFORCEMENT

FINAL PRODUCT QUALIFICATION REPORT FOR STRATA

SG GEOGRID PRODUCT LINE

2010 NTPEP Report Series

DOWNLOAD DATA FILES FOR THIS NTPEP REPORT @ NTPEP.org

National Transportation Product Evaluation Program (NTPEP)

NTPEP Report 8509.1

LABORATORY EVALUATION OF GEOSYNTHETICREINFORCEMENT

2009 PRODUCT SUBMISSIONS

SAMPLED JUNE 2009

Laboratory Evaluation by:

TRI/Environmental, Inc.9063 Bee Caves Road

Austin, TX 78733-6201

Product Line Manufactured by:

Strata Systems, Inc.380 Dahlonega Road, Suite 200

Cumming, GA 30040

© Copyright 2010, by the American Association of State Highway and Transportation Officials (AASHTO). All RightsReserved. Printed in the United States of America. This book or parts thereof, may not be reproduced withoutexpress written permission of the publisher. The report does not constitute an endorsement by AASHTO of theproducts contained herein. This report provides an original source of technical information to facilitate developmentof acceptability standards and is primarily intended for use by state and local transportation agencies.

NTPEP October 2010 Final Report REGEO(2009)-01Report Expiration Date: October 2016 October, 2010

PROLOGUE

General Facts about NTPEP Reports: NTPEP Reports contain data collected according to laboratory testing and field evaluation protocols

developed through consensus-based decision by the AASHTO’s NTPEP Oversight Committee.These test and evaluation protocols are described in the Project Work Plan (see NTPEP website).

Products are voluntarily submitted by manufacturers for testing by NTPEP. Testing fees are assessedfrom manufacturers to reimburse AASHTO member departments for conducting testing and to reportresults. AASHTO member departments provide a voluntary yearly contribution to support theadministrative functions of NTPEP.

AASHTO/NTPEP does not endorse any manufacturer’s product over another. Use of certainproprietary products as “primary products” does not constitute endorsement of those products.

AASHTO/NTPEP does not issue product approval or disapproval; rather, test data are furnished forthe User to make judgment for product prequalification or approval for their transportation agency.

Guidelines for Proper Use of NTPEP Results: The User is urged to carefully read any introductory notes at the beginning of this Report, and also to

consider any special clauses, footnotes or conditions which may apply to any test reported herein.Any of these notes may be relevant to the proper use of NTPEP test data.

The User of this Report must be sufficiently familiar with the product performance requirementsand/or (standard) specification of their agency in order to determine which test data are relevant tomeeting those qualifying factors.

NTPEP test data is intended to be predictive of actual product performance. Where a transportationagency has successful historical experience with a given product, it is suggested to factor thatprecedence in granting or withholding product approval or prequalification.

NTPEP Report Special Advisory for Geosynthetic Reinforcement (REGEO): This report contains product data that are intended to be applied to a product line, based on the test

results obtained for specific products that are used to represent the product line for the purposes ofNTPEP testing. It is expected that the User will estimate the properties of specific products in theline not specifically tested through interpolation or a lower or upper bound approach.

It is intended that this data be used by the User to add products to their Qualified Products orApproved Products List, and/or to develop geosynthetic reinforcement strength design parameters inaccordance with AASHTO, FHWA, or other widely accepted design specifications/guidelines. It isalso intended that the User will conduct further, but limited, evaluation and testing of the productsidentified in this report for product acceptance purposes to verify product quality.

Products included in this report must be resubmitted to NTPEP every three (3) years for a qualityassurance evaluation and every six (6) years for a full qualification evaluation in accordance with thework plan. Hence, all product test results included in this Report supersede data provided in previousEditions of this report.

The User is guided to read the document entitled “Use and Application of NTPEP GeosyntheticReinforcement Test Results” (see NTPEP website) for instructions and background on how to applythe results of the data contained in this report.

Tony Allen (Washington State DOT) Jim Curtis (New York State DOT)Chairman, Geosynthetics Vice Chairman, Geosynthetics

Technical Committee Technical Committee


1

Table of ContentsExecutive Summary ........................................................................................................................ 41.0 Product Line Description and Testing Strategy ....................................................................... 7

1.1 Product Description ............................................................................................................. 71.2 Product Line Testing Approach ........................................................................................... 72.1 Product/Polymer Descriptors ............................................................................................. 102.2 Geometric Properties of Geogrids...................................................................................... 102.3 Product Production Data and Manufacturing Quality Control .......................................... 10

3.0 Wide Width Tensile Strength Data ........................................................................................ 114.0 Installation Damage Data (RFID)............................................................................................ 12

4.1 Installation Damage Test Program..................................................................................... 124.2 Installation Damage Full Scale Field Exposure Procedures and Materials Used .............. 134.3 Summary of Installation Damage Full Scale Field Exposure Test Results........................ 164.4 Estimating RFID for Specific Soils or for Products not Tested .......................................... 174.5 Laboratory Installation Damage Test Results per ISO/EN 10722 ..................................... 19

5.0 Creep Rupture Data (RFCR) ................................................................................................... 215.1 Creep Rupture Test Program.............................................................................................. 215.2 Baseline Tensile Strength Test Results.............................................................................. 225.3 Creep Rupture Test Results ............................................................................................... 23

5.3.1 Statistical Validation to Allow the Use of SIM Data to Establish Rupture Envelope............. 245.3.2 Statistical Validation to Allow the Use of Composite Rupture Envelope for Product Line ... 24

5.4 Creep Rupture Envelope Development and Determination of RFCR ................................. 246.0 Long-Term Durability Data (RFD) ......................................................................................... 27

6.1 Durability Test Program..................................................................................................... 276.2 Durability Test Results....................................................................................................... 28

7.0 Low Strain Creep Stiffness Data............................................................................................ 307.1 Low Strain Creep Stiffness Test Program.......................................................................... 307.2 Ultimate Tensile Test Results for Creep Stiffness Test Program ...................................... 307.3 Creep Stiffness Test Results .............................................................................................. 30

Appendix A: NTPEP Oversight Committee .............................................................................. A-1Appendix B: Product Geometric and Production Details .......................................................... B-1

B.1 Product Geometric Information....................................................................................... B-2B.2 Product Production Information...................................................................................... B-8B.3 Product Manufacturing Quality Control Program........................................................... B-8

Appendix C: Tensile Strength Detailed Test Results ................................................................ C-1Appendix D: Installation Damage Detailed Test Results .......................................................... D-1Appendix E: ISO/EN Laboratory Installation Damage Detailed Test Results ...........................E-1

E.1 ISO/EN Laboratory Installation Damage Test Program...................................................E-2Appendix F: Creep Rupture Detailed Test Results.....................................................................F-1Appendix G: Durability Detailed Test Results .......................................................................... G-1Appendix H: Creep Stiffness Detailed Test Results .................................................................. H-1


2

Tables

Table 1-1. Product designations included in product line.............................................................. 7Table 3-1. Wide width tensile strength, Tult, for the Strata Geogrid SG product line.................. 11Table 4-1. Independent installation damage testing required for NTPEP qualification. .............. 12Table 4-2. Summary of installation damage tensile test results................................................... 16Table 4-3. Measured RFID............................................................................................................ 16Table 4-4. Summary of laboratory (ISO procedure) installation damage test results. ................ 20Table 5-1. Independent creep rupture testing required for NTPEP qualification. ........................ 22Table 5-2. Ultimate tensile strength (UTS) and associated strain................................................ 23Table 5-3. Creep rupture test results for all tests conducted. ....................................................... 23Table 5-4. RFCR value for Strata SG series geogrids for a 75 yr period of loading/use............... 25Table 6-2. NTPEP durability test results for the Strata SG geogrid product line and criteria toallow use of a default value for RFD. ............................................................................................ 29Table 7-1. Ultimate tensile strength (UTS) & associated strain. ................................................. 30Table 7-2. Summary of creep stiffness test results. ..................................................................... 31


3

Figures

Figure 1-1. Photo of Strata SG150 (machine direction is perpendicular to ruler shown).............. 8Figure 1-2. Photo of Strata SG350 (machine direction is perpendicular to ruler shown).............. 8Figure 1-3. Photo of Strata SG500 (machine direction is perpendicular to ruler shown).............. 9Figure 1-4. Photo of Strata SG700 (machine direction is perpendicular to ruler shown).............. 9Figure 4-1. Test soil grain size distribution. ................................................................................ 14Figure 4-2. Installation damage Type 1 test aggregate.................................................................. 14Figure 4-3. Installation damage Type 2 test aggregate................................................................. 15Figure 4-4. Installation damage Type 3 test aggregate................................................................. 15Figure 4-5. Strata SG product line installation damage as a function of soil d50 size.................. 17Figure 4-6. Strata SG product line installation damage as a function of product unit weight fortype 1 soil (coarse gravel - GP)..................................................................................................... 18Figure 4-7. Strata SG product line installation damage as a function of product unit weight fortype 2 soil (sandy gravel - GP)...................................................................................................... 18Figure 4-8. Strata SG product line installation damage as a function of product unit weight fortype 3 soil (silty sand – SM). ........................................................................................................ 19Figure 5-1. Composite creep rupture data/envelope for the Strata SG geogrid product line. ...... 26Figure 7-1. Strata SG creep stiffness for 2 % strain @ 1000 hours. ............................................ 31


4

Executive Summary

This test report provides data that can be used to characterize the short-term and long-term tensilestrength the Strata polyester, PVC coated geogrid reinforcement SG product line using testingconducted on representative products within the product line. The purpose of this report is toprovide data for product qualification purposes.

The test results contained herein were obtained in accordance with WSDOT Standard PracticeT925 and the NTPEP work plan (see www.NTPEP.org) and can be used to determine the long-term strength of the geosynthetic reinforcement, including the long-term strength reductionfactors RFID, RFCR, and RFD, and also used to determine low strain creep stiffness values. Alltesting reported herein was performed on the materials tested in the direction of manufacture, i.e.,the machine direction.

Product Line Description: The product line evaluated includes the following specific polyester,PVC coated geogrid reinforcement products:

Strata SG150, SG200, SG350, SG500, SG550, SG600 and SG700.

This product line was represented through testing of Strata SG150, SG350, SG500 and SG700.Samples of these three products were taken by an independent sampler on behalf of NTPEP onJune 1, 2009, at the Strata manufacturing plant located in Burlington, NC.

Statistical Validation of Use of SIM and Validation of Product Line: The creep rupture testresults obtained were statistically evaluated in accordance with T925 to assess the validity ofusing SIM to extend the creep rupture data and to assess the validity of treating the productssubmitted as a single product line. The following was verified:

i. The SIM tests used to extrapolate creep test results were characterized by datastatistically consistent with conventional creep tests conducted at the referencetemperature up to 10,000 hours, including comparison of single rib and multi-ribtest data (see Figure F-21 in Appendix F for details).

ii. Based on the available creep data for all the products tested, the product linesubmitted by the manufacturer statistically qualifies to be a product line and cantherefore be represented using test results from representative products in theproduct line (see Figure F-22 in Appendix F for details). Recommendations onapplication of the representative product data to the rest of the product line forinstallation damage, durability and creep stiffness are provided in their respectivereport sections and summarized below in this executive summary.

Test Results for Tult: All wide width test results (ASTM D6637) obtained for this product linethrough the NTPEP testing were greater than the minimum average roll values (MARV’s)provided by the manufacturer (see Table 3-1).


5

Test Results for RFID: Installation damage testing on this product line resulted in values ofRFID that ranged as follows:

RFID = 1.01 to 1.28

The highest values of RFID occurred when the coarse gravel gradation was used.

A weak relationship between product weight/strength and RFID does appear to be present basedon the results from the products tested, as RFID appears to decrease (i.e. strength retainedincreases) as product weight/strength increases. Therefore, interpolation of these test results toproducts in the line not tested based on product weight/strength may be feasible. However,caution should be exercised when making these interpolations, and appropriate judgment appliedto insure a safe estimate of RFID for each product. In general, as the test material gradationbecomes more coarse, the value of RFID increased. Therefore, interpolation of this data tointermediate gradations appears to be feasible. See Table 4-3 and Figures 4-5 through 4-8 fordetails. Laboratory installation damage test data in accordance with ISO/EN 10722 are alsoprovided for future use in comparison to quality assurance testing (see Table 4-4).

It should be noted that the installation damage strength retained and RFID values provided in thisreport reflect good geosynthetic installation practices that will keep damage to the geosynthetic toa reasonable minimum. The spreading and compaction equipment used in the installationdamage testing reflects typical tracked or moderate tire pressure equipment. Actual RFID valuescould be higher if the spreading or compacting equipment tires or tracks are allowed to be indirect contact with the geosynthetic before or during fill placement and compaction, if thethickness of the fill material between the equipment tires or tracks is inadequate (especially forhigh tire pressure equipment such as dump trucks), or if excessive rutting of the first lift of soilover the geosynthetic (e.g., due to soft subgrade soil) is allowed to occur.

Test Results for RFCR: The creep rupture testing conducted indicates that the following valueof RFCR may be used:

RFCR = 1.50

This value of RFCR is applicable to a 75 year life at 68o F (20o C), and may be used tocharacterize the full product line as defined herein. See Figure 5-1 for detailed creep ruptureenvelope or to obtain values for other design lives.

Test Results for RFD: The chemical durability index testing results meet the requirements inWSDOT T925 to allow use of a default reduction factor for RFD. See Table 6-2 for specific testresults, and see WSDOT T925 or the document entitled “Use and Application of NTPEPGeosynthetic Reinforcement Test Results” (www.NTPEP.org) for recommended defaultreduction factors for RFD. The UV test results (ASTM D4355) for this product line, asrepresented by the lightest weight product in the line, indicate a strength retained at 500 hours inthe weatherometer of 83%. This value of UV strength retained should be considered to be alower bound value for the product line.


6

Test Results for Creep Stiffness: The 1000 hr, 2% strain secant stiffness (J2%,1000hr) test resultsranged from 11,642 lb/ft for the lowest strength style to 42,556 lb/ft for the highest strength style.There exists a strong logarithmic relationship between creep stiffness and the short-term tensilestrength (Tlot), therefore the 1000 hr, 2% strain secant stiffness can be reasonably expressed forany product in the product line as:

J2%,1000 hr = 18,399*Ln(Tlot) – 130,135

Where, Tlot is the roll/lot specific single rib tensile strength per ASTM D6637. See Table 7-2 andFigure 7-1 for details. Note that once the stiffness is determined from this equation, anequivalent MARV for this property can be determined by multiplying the stiffness by the ratio ofTMARV/Tlot.


7

1.0 Product Line Description and Testing Strategy

1.1 Product Description

The Strata SG Series family of geogrids are high-strength knitted, PVC coated geogrids. Theproduct line evaluated consists of the products as manufactured by Strata Systems, Inc. listed inTable 1-1.

Table 1-1. Product designations included in product line.

Strata Systems Reinforcement Product Designations (i.e., Styles)

SG150 SG500 SG700SG200 SG550SG350 SG600

The scope of the evaluation is limited to the strength in the machine direction (MD). The cross-machine direction (XD) was not specifically evaluated.

1.2 Product Line Testing Approach

This product line was represented through testing of Strata SG20, SG350, SG500 and SG700.SG350 was used as the primary product for product line characterization purposes (i.e., thebaseline to which the other products were compared). Samples of these three products weretaken by an independent sampler on behalf of NTPEP on June 1, 2009 at the Stratamanufacturing plant located in Burlington, NC.

Photographs of the three individual products actually tested are provided in figures 1-1 through1-4.


8

Figure 1-1. Photo of Strata SG150 (machine direction is perpendicular to ruler shown).



9




10

2.0 Product Polymer, Geometry, and Manufacturing Information

2.1 Product/Polymer Descriptors

Yarn used in all Strata SG Series geogrids is a high molecular weight, low CEG, high tenacitypolyester (PET). Source of Yarn – Proprietary. Coating used in all Strata SG Series geogrids isa PVC-based coating with no post-consumer recycled materials. The coating target weight perunit area is 50% of the total weight of the finished product. Source of Coating – Proprietary.

For the PET yarns, key descriptors include minimum production number average molecularweight (GRI-GG7 and ASTM D 4603) and maximum carboxyl end group content (GRI-GG8):

o Minimum Molecular Weight > 25,000 (Typical value is 34,308)o Maximum CEG < 30 (Typical value is 27.4)o % of regrind used in product: 0%.o % of post-consumer recycled material by weight: 0%

2.2 Geometric Properties of Geogrids

Rib width, spacing, thickness, and product weight/unit area vary depending on geogrid style.While such data are generally not used for design, it can be useful for identification purposes, andto be able to detect any changes in the product. Measurements of geogrid rib spacing are alsoused to convert tensile test results (i.e., load at peak strength, Tult, and load at a specified strain toobtain stiffness, J) to a load per unit width value (i.e., lbs/ft or kN/m). Detailed measurementresults, as well as the typical values supplied by the manufacturer for each product, are providedin Appendix B, Section B.1.

2.3 Product Production Data and Manufacturing Quality Control

Geogrid roll sizes and weights, lot sizes, and a summary of the manufacturer’s quality controlprogram are provided in Appendix B, Sections B.2 and B.3. Such information can be useful inworking with the manufacturer if product quality issues occur.


11

3.0 Wide Width Tensile Strength Data

Minimum average roll values supplied by the manufacturer and test results obtained on the threeproducts used to represent the product line in this NTPEP testing program are provided in Table3-1. Wide width tensile tests were conducted in accordance with ASTM D6637. The measuredgeogrid dimensions discussed in Section 2 and provided in Appendix B, Section B.1, were usedto convert test loads to load per unit width values. Note that the independently measured Tult

values only indicate that the sampled products have a tensile strength that exceeds theManufacturer’s minimum average roll values (MARV’s). As such, these independentlymeasured Tult values should not be used directly for design purposes. However, theseindependently measured Tult test results have been used as roll specific tensile strengths forcomparison to installation damage and creep test results. Detailed test results are provided inAppendix C.

Table 3-1. Wide width tensile strength, Tult, for the Strata Geogrid SG product line.

ProductStyle/Type

Test MethodMARV for

Tult, inMD (lb/ft)

Tult,IndependentlyMeasured in

MD(lb/ft)

SG150 ASTM D 6637 1,875 2,248*SG200 ASTM D 6637 3,600SG350 ASTM D 6637 5,000 5,318*SG500 ASTM D 6637 6,400 6,775*SG550 ASTM D 6637 8,150SG600 ASTM D 6637 9,100SG700 ASTM D 6637 11,800 11,950*

(Conversion: 1 lb/ft = 0.0146 kN/m)MD = machine direction*Average of 5 readings obtained during NTPEP testing.


12

4.0 Installation Damage Data (RFID)

4.1 Installation Damage Test Program

Installation damage testing and interpretation was conducted in accordance with WSDOTStandard Practice T925, Appendix A, except as noted herein. Samples were exposed to three“standard” soils: a coarse gravel, a sandy gravel, and a sand. Additional laboratory installationdamage testing in accordance with ISO/EN 10722 was also conducted. The specific installationdamage test program is summarized in Table 4-1.

Table 4-1. Independent installation damage testing required for NTPEP qualification.

Manufacturer: Strata Systems PRODUCT Line: SG150 to SG700

Qualification (every 6 yrs) / QA (every 3 yrs)

Products TestedTests Conducted

Qualification QA

# of Tests(see Note 1)

Index tensile tests on undamagedmaterial (ASTM D 6637)

SG150, SG350, SG500,SG700

NA 4

Three field exposures, includingsoil characterization and

compaction measurements(ASTM D5818)

SG150, SG350, SG500,SG700 in Types 1, 2, and

3 soilsNA 12

Tensile tests on damagedspecimens

(ASTM D 6637)

SG150, SG350, SG500,SG700 in Types 1, 2, and

3 soilsNA 12

Laboratory installation damagetesting –as basis for future QA

(ISO/EN 10722)

SG150, SG350, SG500,SG700

NA 4

Note 1 Each test is performed using the number of specimens required by the test standard. Forexample, for index tensile testing, a test is defined 5 to 6 specimens. See the specific testprocedures for details on this.


13

4.2 Installation Damage Full Scale Field Exposure Procedures and MaterialsUsed

Three “standard” soils were used for the field exposure of the geogrid samples to installationdamage. Soil gradation curves for each soil are provided in Figure 4-1. Photographs of each soilillustrating particle angularity are provided in figures 4-2 through 4-4. LA Abrasion testsconducted to characterize the backfill materials indicted a maximum loss of 21%, which is wellwithin the requirements stated in T925. Note that the photograph of the Type 2 soil only showsthe coarser particles since the percentage of sand in that soil is relatively small, and the sandparticles have slipped into the voids in this poorly graded gravel just below the stockpile surfaceat the time this photograph was taken.

The approach specifically used for applying installation damage to the geosynthetic samples thatallows for exhumation of the test samples while avoiding unintended damage was initiallydeveloped by Watts and Brady1 of the Transport Research Laboratory (TRL) in the UnitedKingdom. The procedure generally conforms to T925 and ASTM D 5818 requirements.

Since compaction typically occurs parallel to the face of retaining walls and the contour lines ofslopes, the machine direction was placed perpendicular to the running direction of thecompaction equipment. To initiate the exposure procedure, four steel plates each measuring 42-inches x 52-inches (1.07 m x 1.32 m), equipped with lifting chains, were placed on a flat cleansurface of hardened limestone rock. The longer side of the plates is parallel to the runningdirection of the compaction equipment. A layer of soil/aggregate was then placed over theadjacent plates to an approximate compacted thickness of 8 inches (0.18 m). Next, each of fourcoupons of the tested geosynthetic sample was placed on the compacted soil over an areacorresponding to an underlying steel plate. To complete the installation, the second layer of soilwas placed over the coupons using spreading equipment and compacted to a thickness of 8inches (0.18 m) using a vibratory compactor. The spreading equipment used included a wheeledfront end loader and a 10,000 lb single drum vibratory roller with pneumatic rear wheels. Thefront end loader was allowed to spread the aggregate by driving over the geosynthetic with an 8inch aggregate lift between the wheels and the geosynthetic.

The following construction quality control measures were followed during exposure: Proctor and sieve analyses were performed on each soil/aggregate, when possible.

(Proctors could not be performed on Gradations 1 and 2.) Lift thickness measurements were made after soil/aggregate compaction. When possible, moisture and density measurements were made on each lift using a

nuclear density gage to confirm that densities >90% of modified Proctor (per ASTM D1557) were being achieved.

To exhume the geosynthetic, railroad ties were removed and one end of each plate was raisedwith lifting chains. After raising the plate to about 45, soil located near the bottom of theleaning plate was removed and, if necessary, the plate was struck with a sledgehammer to loosen

1 G.R.A. Watts and K.C. Brady (1990), Site Damage trials on geotextiles, Geotextiles, Geomembranes and RelatedProduts, Balkema Rotterdam.


14

the fill. The covering soil/aggregate was then carefully removed from the surface while “rolling”the geosynthetic away from the underlying soil/aggregate. This procedure assured a minimum ofexhumation stress. Photographs of the installation damage field exposures are provided inAppendix D. A detailed tabulation of each soil gradation is provided in Appendix D, Table D-10.

3" 1.5" 3/4" 3/8" 4 10 20 40 60 100 200

0

10

20

30

40

50

60

70

80

90

100

0.010.11101001000

Grain Size (mm)

Per

cent

Fin

er

Type IID50 = 6.4 mm

LA Abrasion Small (B, 500) = 21% loss

Type ID50 = 18.5 mm

LA Abrasion Small (B, 500) = 19.1% loss

Sieves

Type IIID50 = 1.2 mm

Figure 4-1. Test soil grain size distribution.

Figure 4-2. Installation damage Type 1 test aggregate.


15




16

4.3 Summary of Installation Damage Full Scale Field Exposure Test Results

The roll specific ultimate tensile strength (ASTM D6637) test results for the baseline, Tlot (i.e.,undamaged tensile strength tested prior to sample installation in the ground) and the ultimatetensile strength of the installation damaged geogrid samples, Tdam, are provided in Table 4-2.RFID, calculated using the results shown in Table 4-2, are summarized in Table 4-3. Strengthretained is calculated as the ratio of the average exhumed strength Tdam divided by the averagebaseline strength Tlot for the product sample. RFID is the inverse of the retained strength (i.e. 1 /0.779 = 1.28). Detailed test results for each specimen tested are provided in Appendix D, TablesD-1 through D-12.

Table 4-2. Summary of installation damage tensile test results.

Baseline ExhumedBackfill Type Style 1Tlot

(lb/ft)COV(%)

2Tdam

(lb/ft)COV(%)

SG150 2,248 0.85 1,872 6.05SG350 5,317 1.54 4,144 4.09SG500 6,775 1.45 6,226 3.81

Type 1Coarse Gravel

(GP)SG700 11,950 1.75 10,996 1.93SG150 2,248 0.85 2,086 3.25SG350 5,317 1.54 4,931 3.12SG500 6,775 1.45 6,406 4.38

Type 2Sandy Gravel

(GP)SG700 11,950 1.75 11,833 2.98SG150 2,248 0.85 2,051 5.11SG350 5,317 1.54 4,775 8.23SG500 6,775 1.45 6,473 1.38

Type 3Silty Sand

(SM)SG700 11,950 1.75 11,639 5.73

1Average of 5 specimens.2Average of 10 specimens.

(Conversion: 1 lb/ft = 0.0146 kN/m)

Table 4-3. Measured RFID.

Type 1Coarse Gravel

Type 2Sandy Gravel

Type 3Silty SandStyle

Mass /Area

(oz./yd2) %Retained

RFID%

RetainedRFID

%Retained

RFID

SG150 7.74 83.3 1.20 92.8 1.08 91.2 1.10

SG350 9.77 77.9 1.28 92.7 1.08 89.8 1.11

SG500 14.46 91.9 1.09 94.6 1.06 95.5 1.05

SG700 16.08 92.0 1.09 99.0 1.01 97.4 1.03


17

4.4 Estimating RFID for Specific Soils or for Products not Tested

In general, as the test material gradation becomes more coarse, the value of strength retaineddecreased (i.e., RFID increased). Trend lines plotted in Figure 4-5 for the mean, upper bound andlower bound for all the installation damage data obtained for the product line illustrate thegeneral trend of the installation damage data with regard to soil d50 size. Interpolation of thisdata to intermediate gradations appears to be feasible based on these test results, though thescatter in that trend should be recognized when estimating values of RFID for specific soils.

The Strata SG product line generally exhibited a weak relationship between the weight or thetensile strength of the product and the strength retained after installation damage. The values ofRFID generally decreased (i.e., strength retained increased) as product weight/strength increased(see figures 4-6 through 4-8). Therefore, interpolation of these test results to products in the linenot tested based on product weight or strength may be feasible, though caution should beexercised and appropriate judgment applied to insure a safe estimate of RFID each product.

75.0

80.0

85.0

90.0

95.0

100.0

1 10 100d50 (mm)

Str

en

gth

Reta

ine

d,

P(%

)

SG150

SG350

SG500

SG700

Upper

Average

Lower

Upper Bound

Lower Bound

Mean

18.56.41.2

Note: RFID = 1/P; d50 = sieve size at which 50% of soil passes by weight

Figure 4-5. Strata SG product line installation damage as a function of soil d50 size.


18

76.0

78.0

80.0

82.0

84.0

86.0

88.0

90.0

92.0

94.0

0 5 10 15 20

Product Unit Weight, W (oz./yd2)

Str

en

gth

Re

tain

ed

,P

(%)

Pdmean at d50 of 18.5mm

Pdmin at d50 of 18.5mm

Figure 4-6. Strata SG product line installation damage as a function of product unit weightfor type 1 soil (coarse gravel - GP).

92.0

93.0

94.0

95.0

96.0

97.0

98.0

99.0

100.0

0 5 10 15 20


Str

en

gth

Re

tain

ed

,P

(%)



Figure 4-7. Strata SG product line installation damage as a function of product unit weightfor type 2 soil (sandy gravel - GP).


19

89.0

90.0

91.0

92.0

93.0

94.0

95.0

96.0

97.0

98.0

0 5 10 15 20


Str

en

gth

Reta

ine

d,

P(%

)



Figure 4-8. Strata SG product line installation damage as a function of product unit weightfor type 3 soil (silty sand – SM).

It should be noted that the installation damage strength retained and RFID values provided in thisreport reflect good geosynthetic installation practices that will keep damage to the geosynthetic toa reasonable minimum. The spreading and compaction equipment used in the installationdamage testing reflects typical tracked or moderate tire pressure equipment. Actual RFID valuescould be higher if the spreading or compacting equipment tires or tracks are allowed to be indirect contact with the geosynthetic before or during fill placement and compaction, if thethickness of the fill material between the equipment tires or tracks is inadequate (especially forhigh tire pressure equipment such as dump trucks), or if excessive rutting of the first lift of soilover the geosynthetic (e.g., due to soft subgrade soil) is allowed to occur.

4.5 Laboratory Installation Damage Test Results per ISO/EN 10722

Laboratory Installation damage testing and interpretation was conducted in accordance withISO/EN 10722. In this procedure, geosynthetic specimens are exposed to simulated installationstresses and abrasion using a standard “backfill” material in a bench scale device. Once exposed,they are tested for tensile strength to determine the retained strength after damage. Five baselineand five exposed specimens from each product were tested. The test results are summarized inTable 4-4. Detailed test results are provided in Appendix E, as well as a photograph of the testset-up and a close up of the standard backfill material used.

This procedure is intended to be a reproducible index test to assess relative susceptibility of thegeosynthetic to damage. In this NTPEP testing program, the results from this test are primarilyintended to be used for future quality assurance to assess the consistency in the product’s


20

susceptibility to installation damage. It is not intended to be used directly in the determination ofRFID for a given soil backfill gradation.

Table 4-4. Summary of laboratory (ISO procedure) installation damage test results.

Strata SGStyle

Mean BaselineTensile Strength

(lb/ft)

Coefficientof

Variation(%)

Mean ExposedTensile Strength

(lb/ft)

Coefficientof

Variation(%)

StrengthRetained

(%)

SG150 2,309 2 2,097 4 91SG350 5,381 1 4,671 6 87SG500 6,649 2 6,114 4 92SG700 12,148 2 10,601 6 87



21

5.0 Creep Rupture Data (RFCR)

5.1 Creep Rupture Test Program

Creep testing and interpretation has been conducted in accordance with WSDOT StandardPractice T925, Appendices B and C. A baseline (i.e., reference) temperature of 68o F (20o C)was used. Strata SG350 was used as the primary product to establish the creep rupture envelope,with limited creep testing of the other Strata geogrids (i.e., SG150 and SG700) to verify theability to interpolate creep rupture behavior to the SG geogrid products not specifically tested(i.e., to treat all the products submitted for evaluation as a product line per T925 and the NTPEPwork plan).

The creep rupture testing program is summarized in Figure 5-1. Creep testing was conductedusing both ASTM D5262 (termed “conventional” creep testing) and ASTM D6992 (i.e., theStepped Isothermal Method - SIM). A limited number (6) of tests using ASTM D5262,conducted only at the reference temperature of 68o F (20o C) for up to a minimum time of 10,000hrs were used for comparison purposes to verify the accuracy of the SIM creep tests. Since theSIM creep tests are conducted as single rib tests and conventional creep tests (ASTM D5262)conducted as multi-rib tests, both single rib and wide width (multi-rib) short-term tensile testswere conducted for the primary product, Strata SG350. This was done for comparison purposesto establish the validity of using single rib creep test data as well as to ensure that the correctindex tensile strength is used, since the creep load is expressed as a percent of Tult.


22

Table 5-1. Independent creep rupture testing required for NTPEP qualification.




Qualification QA

# of Tests (seeNote 1)

Index single rib tensile tests on lot specificmaterial

(ASTM D 6637)SG150, SG350, SG700 NA 3

Index wide width tensile tests on lot specificmaterial

(ASTM D 6637)SG350 NA 1

PRIMARY PRODUCT 6 Rupture Points –Conventional Creep testing @ 10, 100, 500,

1000, 2500, 10000 hrs (ASTM D5262)SG350 @ 6 load levels NA 6

PRIMARY PRODUCT 6 Rupture Points –Accelerated Creep rupture testing (SIM).

(ASTM D6992)SG350 @ 6 load levels NA 6

SECONDARY PRODUCT(S)Conventional Creep Testing

(ASTM D5262)None NA 0

SECONDARY PRODUCT(S)Accelerated Creep rupture testing (SIM).

(ASTM D6992)

SG150 and SG700 @ 4 loadlevels

NA 8

Note 1: Each test is performed using the number of specimens required by the test standard. For example,for index tensile testing, a test is defined 5 to 6 specimens. See the specific test procedures fordetails on this.

5.2 Baseline Tensile Strength Test Results

All creep testing using SIM (ASTM D6992) was performed on single rib specimens, whereasmulti-rib specimens were used for the conventional (ASTM D5262) creep tests. Both types oftests were only conducted for the SG350 geogrid product. To facilitate use of both single rib towide width specimens for the creep testing, rapid loading tensile and creep tests were conducted,in accordance with T925. Sample specific geogrid dimensions were used to convert tensile testloads to load per unit width values. As shown in Table 5-2, a multi-rib ultimate tensile strength(UTS) of 5,318 lb/ft was comparable to single rib UTS of 5,370 lb/ft. The multi-rib rupturepoints also fit closely with the single rib rupture curve (see Figure 5-1). The tensile testspecimens tested were taken from the same rolls of material that were used for the creep testing.The measured geogrid dimensions discussed in Section 2 and provided in Appendix B, SectionB.1, were used to convert tensile test loads to load per unit width values.


23

Table 5-2. Ultimate tensile strength (UTS) and associated strain.

Product

Single Rib UTS perASTM D6637, Tlot

(lb/ft @ % Strain)

Wide Width UTS perASTM D6637, Tlot

(lb/ft @ % Strain)

SG150 2,240 @ 12.7%

SG350 5,370 @ 15.3% 5,318 @ 16.4%

SG700 12,030 @ 15.7%


5.3 Creep Rupture Test Results

A total of 14 Stepped Isothermal Method (SIM) tests and 6 conventional creep tests were runto fulfill the qualification requirements. Table 5-3 summarize the tests performed and theiroutcomes. Detailed test results, including creep curves for each specimen tested, areprovided in Appendix F, Figures F-1 through F-20.

Table 5-3. Creep rupture test results for all tests conducted.

Style & TestType

Creep Load(% of Tlot)

Time to Rupture(log hrs)

SG150 - SIM 64.99 6.5998SG150 - SIM 69.99 4.5092SG150 - SIM 74.98 3.1361SG150 - SIM 79.98 1.6537SG350 - SIM 64.99 6.8533SG350 - SIM 67.99 4.7746SG350 - SIM 70.00 5.4295SG350 - SIM 75.00 3.5359SG350 - SIM 79.99 1.9246SG350 - SIM 81.99 1.2075

SG350 - Conv. + 73.00 3.9523SG350 - Conv. + 75.00 2.9489SG350 - Conv. + 77.00 2.8010SG350 - Conv. + 79.00 1.7559SG350 - Conv. 81.00 1.3997SG350 - Conv. 84.99 0.3392SG700 - SIM 65.00 6.0669SG700 - SIM 70.00 4.7779SG700 - SIM 75.00 3.4738SG700 - SIM 80.00 2.4589

* Finished without rupture + Multi-rib specimen


24

5.3.1 Statistical Validation to Allow the Use of SIM Data to Establish RuptureEnvelope

Details of the confidence limits evaluation conducted in accordance with T925 are containedin Appendix F. Figure F-21 provides a plot of the creep rupture envelope with the confidencelimits and the rupture envelopes for the conventional creep and SIM creep data, illustratingthis statistical test. Detailed calculation results for this statistical analysis are provided inTable F-2, and summarized in Table F-6. The results indicate that the SIM data meet thestatistical validation requirements in T925 (i.e., the SIM rupture envelope is within thespecified 90% confidence limits of the “conventional” creep rupture data). Thus, theconventional and accelerated (SIM) data may be used together to construct the characteristiccreep rupture curve of the primary product, and SIM data may also be used for creep testingof the other two geogrid products to evaluate the potential to construct a composite creepcurve for the product line.

5.3.2 Statistical Validation to Allow the Use of Composite Rupture Envelope forProduct Line

Details of the confidence limits evaluation for the product line conducted in accordance withT925 are contained in Appendix F. Figure F-22 provides a plot of the creep rupture envelopewith the confidence limits and the rupture envelopes for the primary product and the othertested products (i.e., SG150 and SG700), illustrating this statistical test. Detailed calculationresults for this statistical analysis are provided in tables F-3 and F-4, and summarized inTable F-7. The results indicate that the rupture envelopes for the SG150 and SG700 productsare within the specified 90% confidence limits of the primary product (i.e., SG350) creeprupture data, meeting T925 requirements. Thus, all the SG products tested (i.e., SG150,SG350, and SG700) can be used to construct a composite creep rupture enveloperepresenting the entire product line. The calculation results for the statistical analysis andregression to create the full composite creep curve are provided in Table F-5.

5.4 Creep Rupture Envelope Development and Determination of RFCR

In consideration of the statistical validation described in Section 5.3 of this report, a compositecreep rupture envelope, using log-linear regression, was constructed as shown in Figure 5-1. Themix of conventional and accelerated (SIM) creep rupture test data points meets T925requirements. Based on this plot of all data, the regression of the data shows that the r2 value is0.97 (see Table F-5 in Appendix F for details). Per T925, this degree of scatter in the data isacceptable for a composite rupture envelope.

The creep rupture envelope in Figure 5-1 should be considered valid for the entire Strata SGgeogrid product line evaluated in this report. Since the temperature accelerated creep resultsproduced through the SIM testing allowed time shifting of the creep rupture data points to over1,000,000 hours (i.e., 114 years), no extrapolation uncertainty factor in accordance with T925need be applied. Table 5-4 provides the estimated value of RFCR for Strata SG Series geogridsbased on the reported testing for a period of long-term loading of up to 75 years. This ruptureenvelope can be used to determine RFCR for times other than 75 years, if desired.


25

Table 5-4. RFCR value for Strata SG series geogrids for a 75 yr period of loading/use.

Period of Use (in years) RFCR for Rupture – All SG Styles

75 1.50


26

Strata SystemsComposite Creep Rupture Curve

40

50

60

70

80

90

100

-1 0 1 2 3 4 5 6 7 8

LOG TIME (hr)

RU

PT

UR

ES

TR

EN

GT

H(%

UT

S)

Regression

SG150 SIM rupture

SG700 SIM rupture

SG350 SIM rupture

SG350 SIM runout

SG350 CONV rupture

SG350 CONV runout

20C Reference Temperature

75yr 114yr

y = -3.312x + 86.020r2 = 0.9674

Figure 5-1. Composite creep rupture data/envelope for the Strata SG geogrid product line.


27

6.0 Long-Term Durability Data (RFD)

6.1 Durability Test Program

Basic molecular properties relating to durability were evaluated, allowing a “default” RFD to beused in accordance with WSDOT Standard Practice T925, provided that the long-termenvironment in which the geosynthetic is to be used is considered to be non-aggressive inaccordance with the AASHTO LRFD Bridge Design Specifications and T925. A non-aggressivelong-term environment is described in these documents as follows:

A soil ph of 4.5 to 9.0,

A maximum particle size of 0.75 inches or less unless installation damage effects arespecifically evaluated using full scale installation damage testing in accordance withASTM D 5818,

A soil organic content of 1% or less, and

An effective design temperature at the site of 86oF (30oC) or less.

Other specific soil/environmental conditions that could be of concern to consider the siteenvironment to be aggressive are discussed in Elias2.

The index properties/test results obtained can be related to long-term performance of the polymerthrough correlation to longer-term laboratory durability performance tests and long-termexperience. Note that long-term durability performance testing in accordance with T925 and theNTPEP work plan to allow direct calculation of RFD was not available from the manufacturer,nor evaluated as part of the testing program for this product line.

For polyester (PET) geosynthetics, key durability issues to address include hydrolysis andultraviolet (UV) oxidative degradation. To assess the potential for these types of degradation,index property tests to assess molecular weight, carboxyl end group content, and ultraviolet (UV)oxidative degradation are conducted. Criteria for test results obtained each of these tests areprovided in T925 as well as the AASHTO LRFD Bridge Design Specifications.

The UV degradation tests were conducted on the lightest weight product in the product line(Strata SG20) as recommended in T925. Since UV degradation attacks from the surface of thegeosynthetic, the heavier the product, the more resistant it will be to UV degradation. Therefore,UV testing the lightest weight product should produce the most conservative result.

2Elias, V., 2000, Corrosion/Degradation of Soil Reinforcements for Mechanically Stabilized Earth

Walls and Reinforced Soil Slopes, FHWA-NHI-00-0044, Federal Highway Administration, Washington,D.C.


28

The molecular weight and carboxyl end group content tests are conducted on the base yarn forthe product series. Since for a product line the base yarn used must be the same for all productsin the line, these tests on the base yarn will be applicable to all products in the product line.

Table 6-1. Independent durability testing required for NTPEP qualification.




Qualification QA

# of Tests (seeNote 1)

All polymers, resistance to weathering @ 500hrs (ASTM D4355), including before/after

tensile strengthSG150 NA 1

For polyesters, molecular weight determination(ASTM D4603 and GRI-GG7) – on yarn/strip

SG150 yarn NA 1

For polyesters, carboxyl end group contentdetermination (GRI-GG8) – on yarn/strip

SG150 yarn NA 1

CEG-MW Testing Coating Removal, ifnecessary

SG150 yarn NA 1

Brittleness (WSDOT T926) NA NA 0

For polyolefins, long-term evaluation viaOxidative degradation (ISO/EN 13438:1999)

NA NA 0

For polyesters, long-term evaluation viaHydrolytic degradation (WSDOT T925)

None None 0

For polyolefins, long-term evaluation viaOxidative degradation (WSDOT T925)

NA NA 0

Note 1: Each test is performed using the number of specimens required by the test standard. For example,for index tensile testing, a test is defined 5 to 6 specimens. See the specific test procedures fordetails on this.

6.2 Durability Test Results

A summary of the test results is provided in Table 6-2. This table also includes the criteria toallow the use of a default reduction factor for RFD provided in T925 and the AASHTO LRFDBridge Design Specifications. Detailed durability test results are provided in Appendix G.


29

Table 6-2. NTPEP durability test results for the Strata SG geogrid product line andcriteria to allow use of a default value for RFD.

PolymerType

Property Test MethodCriteria to Allow Use of

Default RF*

Test ResultObtained as Part

of NTPEPProgram

PP andHDPE

UV OxidationResistance

ASTM D4355 Min. 70% strength retainedafter 500 hrs inweatherometer

NA

PET UV OxidationResistance

ASTM D4355 Min. 50% strength retainedafter 500 hrs inweatherometer ifgeosynthetic will be buriedwithin one week, 70% if leftexposed for more than oneweek.

83% strengthretained

PP andHDPE

Thermo-OxidationResistance

ENV ISO 13438:1999,Method A (PP) or B(HDPE)

Min. 50% strength retainedafter 28 days (PP) or 56 days(HDPE)

NA

PET HydrolysisResistance

Inherent ViscosityMethod (ASTM D4603and GRI Test MethodGG8)

Min. Number AverageMolecular Weight of 25,000

34,308

PET HydrolysisResistance

GRI Test Method GG7 Max. Carboxyl End GroupContent of 30

27.4

Note: PP = polypropylene, HDPE = high density polyethylene, PET = polyester

Based on these test results, all products in the product line meet the minimum UV requirementshown in Table 6-2. Regarding hydrolysis resistance, these test results shown in Table 6-2indicate that this product line has adequate long-term resistance to hydrolysis to justify the use ofa default value for RFD, meeting the requirements in T925.

Note that while no specific tests, other than installation damage, were conducted to evaluate thedurability of the PVC coating, because the hydrolysis resistance characterization was determinedbased on the base polymer, any potential coating degradation should have very little effect on thelong-term durability of the geogrid product and the default value of RFD selected. Typically, adefault value of 1.3 for RFD is selected. See WSDOT Standard Practice T925, or the documententitled “Use and Application of NTPEP Geosynthetic Reinforcement Test Results”(www.NTPEP.org), for guidance on the selection of a default value for RFD.


30

7.0 Low Strain Creep Stiffness Data

7.1 Low Strain Creep Stiffness Test Program

Creep stiffness testing was conducted in accordance with WSDOT Standard Practice T925 andthe NTPEP work plan. The creep stiffness determination was targeted to 2% strain at 1,000hours.

All of the products selected to represent the SG product line (i.e., SG150, SG350, and SG700)were tested for creep stiffness. Roll specific single rib short-term rapid loading tensile strengthtests (Tlot) were conducted for each product for correlation purposes and to calculate load levels.A total of nine Ramp and Hold (R&H), 1,000 second creep tests, were conducted on eachproduct. Three specimens were R&H tested at each of the following stresses: 5, 10 and 20% ofthe ultimate tensile strength (UTS). A linear regression based on %UTS and % strain at 0.1 hourwas used to normalize strain curves to reduce the variability of the elastic portion of the straincurve. The % UTS required to obtain 2% strain at 1,000 hours was then determined. ThreeR&H tests and two 1,000 hour conventional creep tests (ASTM D5262, but as modified for lowstrain in WSDOT Standard Practice T925 and using a single rib specimen) were conducted atthis load. All tests were conducted at 68o F (20o C).

7.2 Ultimate Tensile Test Results for Creep Stiffness Test Program

The values provided in Table 7-1 represent the baseline, roll specific, ultimate tensile strengthused to normalize the load level for the creep stiffness testing. Sample specific geogriddimensions were used to convert tensile test loads to load per unit width values.

Table 7-1. Ultimate tensile strength (UTS) & associated strain.

ProductTlot for Single Rib

(lb/ft @ % Strain)

SG150 2,240 @ 12.7%SG350 5,370 @ 15.3%SG700 12,030 @ 15.7%


7.3 Creep Stiffness Test Results

Detailed test results are provided in Appendix H. Table 7-2 provides a summary of the creepstiffness values obtained. Note that the creep stiffness values at 1,000 hours and 5%UTS,10%UTS and 20%UTS represent stiffness values at strains other than 2% strain. See AppendixH for details. Figure 7-1 shows the relationship between the measured tensile strength and thecreep stiffness. Considering the strong logarithmic relationship between the creep stiffness andthe product tensile strength, interpolation to other products in the product line not tested todetermine creep stiffness values for those products is acceptable.


31

Table 7-2. Summary of creep stiffness test results.

StrataSG

SeriesStyle

Average CreepStiffness @ 1000

hours for 5% UTSRamp & Hold

(lb/ft)

Average CreepStiffness @ 1000hours for 10%

UTS Ramp & Hold(lb/ft)

Average CreepStiffness @ 1000hours for 20%

UTS Ramp & Hold(lb/ft)

Average CreepStiffness for2% strain @

1000 hrs(lb/ft)

SG150 22,703 11,690 6,603 11,642

SG350 81,993 25,535 13,118 28,210

SG700 52,145 33,649 25,978 42,556


y = 18399Ln(x) - 130135

R2 = 0.9997

0

5000

10000

15000

20000

25000

30000

35000

40000

45000

0 2000 4000 6000 8000 10000 12000 14000

Strata Systems SG Series Tlot (lb/ft)

Cre

ep

Sti

ffn

ess

(lb

/ft)

SG350

SG150

SG700

Figure 7-1. Strata SG creep stiffness for 2 % strain @ 1000 hours.

To obtain the minimum likely stiffness value for each product in consideration of the MARVtensile strength, multiply the stiffness value from the plot by the ratio of TMARV/Tlot. TMARV is theminimum tensile strength, as provided by the manufacturer, for each product in the product line.Tlot is the actual roll specific tensile strength for the sample used in the creep stiffness testing.


APPENDICES


A-1

Appendix A: NTPEP Oversight Committee

National Transportation Product Evaluation Program (NTPEP)Chair: Christine Reed, Illinois

Vice Chair: Thomas E. Baker, WashingtonAASHTO Staff: Keith Platte, Greta Smith, Katheryn Koretz, Evan Rothblatt and Henry Lacinak

Member Department Member/Delegate Phone Number Voting Member

NTPEP CommitteeEmail Addres

AlabamaMichelle Owens (334) 353-6940 [email protected] Voting Member

AlaskaMichael San Angelo (907) 269-6234 [email protected] Voting Member

ArizonaPaul Sullivan [email protected] Voting Member

ArkansasMark Bradley (501) 569-2380 [email protected] Voting Member

Michael Benson (501) 569-2185 [email protected] Voting Member

Tony Sullivan (501) 569-2661 [email protected] Voting Member

CaliforniaL. Janie Spencer [email protected] Voting Member

Lawerence Orcutt (916) 654-8877 [email protected] Voting Member

ColoradoDavid Kotzer (303) 398-6566 [email protected] Voting Member

Jim Zufall [email protected] Voting Member

K.C. Matthews (303) 757-9543 [email protected] Voting Member

ConnecticutAndrew J. Mroczkowksi (860) 258-0304 [email protected] Voting Member

James M. Sime, P.E. (860) 258-0309 [email protected] Voting Member

DelawareJames T. Pappas III, P.E. (302) 760-2400 [email protected] Voting Member

District of ColumbiaWasi U. Khan (202) 671-2316 [email protected] Voting Member

William P. Carr (202) 671-1371 [email protected] Voting Member

FloridaKaren Byram (850) 414-4353 [email protected] Voting Member

Paul Vinik (352) 955-6649 [email protected] Voting Member

(updates found at www.ntpep.org)



GeorgiaBrad Young (404) 363-7560 [email protected] Voting Member

Don Wishon (404) 363-7632 [email protected] Voting Member

Richard Douds (404) 362-2545 [email protected] Voting Member

HawaiiJoAnne Nakamura [email protected] Voting Member

IdahoJeff Miles [email protected] Voting Member

Mike Santi [email protected] Voting Member

IllinoisDavid Lippert [email protected] Voting Member

Matt Mueller [email protected] Voting Member

IndianaKenny Anderson (317) 610-7251 [email protected] Voting Member

Ronald P. Walker (317) 610-7251 [email protected] Voting Member

IowaJoseph Putherickal (515) 239-1259 [email protected] Voting Member

Kurtis Younkin (515) 239-1184 [email protected] Voting Member

KansasCurt Niehaus (785) 296-3899 [email protected] Voting Member

David Meggers, PE (785) 291-3845 [email protected] Voting Member

KentuckyDerrick Castle (502) 564-3160 [email protected] Voting Member

Ross Mills (502) 564-3160 [email protected] Voting Member

Trevor Booker [email protected] Voting Member

LouisianaJason Davis (225) 248-4131 [email protected] Voting Member

Luanna Cambass (225) 248-4131 [email protected] Voting Member

MaineDoug Gayne (207) 624-3268 [email protected] Voting Member

MarylandDan Sajedi (443) 572-5162 [email protected] Voting Member

Russell A. Yurek (410) 582-5505 [email protected] Voting Member

MassachusettsClement Fung (617) 951-1372 [email protected] Voting Member

John Grieco (617) 951-0596 [email protected] Voting Member




MichiganJohn Staton, P.E. (517) 322-5701 [email protected] Voting Member

MinnesotaDavid Iverson (651) 366-5550 [email protected] Voting Member

James McGraw (651) 366-5548 [email protected] Voting Member

MississippiCelina Sumrall (601) 359-7001 [email protected] Voting Member

John D. Vance (601) 359-7111 [email protected] Voting Member

John J. Smith (601) 359-1454 [email protected] Voting Member

MissouriJulie Lamberson (573) 751-2847 [email protected] Voting Member

Todd Bennett (573) 751-1045 [email protected] Voting Member

MontanaAnson Moffett, P.E. (406) 444-5407 [email protected] Voting Member

Craig Abernathy (406) 444-6269 [email protected] Voting Member

Ross Metcalfe, P.E. (406) 444-9201 [email protected] Voting Member

NebraskaMostafa Jamshidi (402) 479-4750 [email protected] Voting Member

NevadaRoma Clewell (775) 888-7894 [email protected] Voting Member

New HampshireAlan D. Rawson (603) 271-3151 [email protected] Voting Member

William Real (603) 271-3151 [email protected] Voting Member

New JerseyEileen Sheehy [email protected] Voting Member

Richard Jaffe (609) 530-5463 [email protected] Voting Member

New MexicoErnest D. Archuleta (505) 827-5525 [email protected] Voting Member

New YorkJim Curtis (518) 457-4735 [email protected] Voting Member

Michael Stelzer (518) 457-4595 [email protected] Voting Member

Patrick Galarza (518) 457-4599 [email protected] Voting Member

North CarolinaChris Peoples (919) 733-3532 [email protected] Voting Member

Jack E. Cowsert (919) 733-7088 [email protected] Voting Member

Randy Pace [email protected] Voting Member




North DakotaRon Horner (701) 328-6904 [email protected] Voting Member

Scott Wutzke [email protected] Voting Member

OhioBrad Young (614) 351-2882 [email protected] Voting Member

Lloyd M. Welker Jr. (614) 275-1351 [email protected] Voting Member

OklahomaKenny R. Seward (405) 522-4999 [email protected] Voting Member

Reynolds H. Toney (405) 521-2677 [email protected] Voting Member

OregonIvan Silbernagel, PE (503) 986-6213 [email protected] Voting Member

Mike Dunning (503) 986-3059 [email protected] Voting Member

PennsylvaniaDavid H. Kuniega (717) 787-3966 [email protected] Voting Member

Tim Ramirez (717) 783-6714 [email protected] Voting Member

Puerto RicoOrlando Diaz-Quirindong (787) 729-1592 [email protected] Voting Member

Rhode IslandColin A. Franco, P.E. (401) 222-3030 [email protected] Voting Member

Mark F. Felag, P.E. (401) 222-2524 [email protected] Voting Member

South CarolinaMerrill Zwanka, P.E. (803) 737-6681 [email protected] Voting Member

Terry Rawls (803) 737-1498 [email protected] Voting Member

South DakotaDavid L. Huft (605) 773-3292 [email protected] Voting Member

Jason Humphrey (605) 773-3704 [email protected] Voting Member

Joe J. Feller (605) 773-3401 [email protected] Voting Member

TennesseeDanny Lane (615) 350-4175 [email protected] Voting Member

Heather Hall (615) 350-4150 [email protected] Voting Member

TexasRobert Sarcinella (512) 506-5933 [email protected] Voting Member

Scott Koczman (512) 416-2073 [email protected] Voting Member

USDOT - FHWAMichael Rafalowski (202) 366-1571 [email protected] Voting Member




UtahAhmad Jaber [email protected] Voting Member

Ken Berg, P.E. (801) 965-4321 [email protected] Voting Member

VermontWilliam Ahearn (802) 828-2561 [email protected] Voting Member

VirginiaC. Wayne Fleming [email protected] Voting Member

James R. Swisher (804) 328-3121 [email protected] Voting Member

William R. Bailey III (804) 328-3106 [email protected] Voting Member

WashingtonThomas Baker (360) 709-5401 [email protected] Voting Member

Tony Allen (360) 709-5450 [email protected] Voting Member

West VirginiaAaron Gillispie [email protected] Voting Member

Bruce E. Kenney III, P.E. (304) 558-3044 [email protected] Voting Member

Larry Barker (304) 558-3160 [email protected] Voting Member

WisconsinNed Schmitt (608) 261-8631 [email protected] Voting Member

Peter J. Kemp (608) 246-7953 [email protected] Voting Member

WyomingLouis Maillet (307) 777-4075 [email protected] Voting Member



B-1

Appendix B: Product Geometric and Production Details


B-2

B.1 Product Geometric Information

Table B-1. Typical and measured MD geogrid geometry for the Strata SG product line.

Machine Direction (MD) RibsStyle Width (in) Spacing (in) Aperture Size (in) Rib Thickness (in)

TypicalValues

AsMeasured*

TypicalValues

AsMeasured*

TypicalValues

AsMeasured

*

TypicalValues

AsMeasured*

SG150 0.16 0.181* 1.06 1.113* 0.95 0.920* 0.045 0.044*SG200 0.24 0.87 0.71 0.05

SG350 0.24 0.206* 0.75 0.775*0.59and0.83

0.821* 0.05 0.049*

SG500 0.55 0.536* 1.5 1.515*0.31

and 2.42.370* 0.05 0.059*

SG550 0.55 1.50.35and0.87

0.055

SG600 056 1.53 2.4 0.06SG700 0.56 0.577* 1.53 1.521* 2.4 2.333* 0.06 0.062*

(Conversions: 1 in = 25.4 mm)*Average of 5 readings obtained during NTPEP testing. Full test results in tables B-5 through B-8.

Table B-2. Typical and measured XD geogrid geometry for the Strata SG product line.

Cross-Machine Direction (XD) RibsStyle Width (in) Spacing (in) Aperture Size (in) Rib Thickness (in)

TypicalValues

AsMeasured*

TypicalValues

AsMeasured*

TypicalValues

AsMeasured*

TypicalValues

AsMeasured*

SG150 0.1 0.101* 1.05 1.021* 0.9 0.932* 0.045 0.063*SG200 0.1 0.8 0.63 0.05

SG350 0.1 0.708*0.67and0.90

1.529* 0.55 0.569* 0.05 0.046*

SG500 0.2 0.732*0.55and2.64

3.102* 0.95 0.979* 0.06 0.071*

SG550 0.20.55and1.05

0.95 0.065

SG600 0.7 3.15 0.95 0.07SG700 0.7 0.683* 3.15 3.016* 0.95 0.944* 0.07 0.044*



B-3

Table B-3. Typical and measured geogrid junction thickness for the Strata SG productline.

Junction Thickness (in)Style

Typical Values As Measured*

SG150 Not Tested 0.067*SG200 Not TestedSG350 Not Tested 0.057*SG500 Not Tested 0.075*SG550 Not TestedSG600 Not TestedSG700 Not Tested 0.071*


Table B-4. Typical and measured geogrid unit weight for the Strata SG product line.

Geogrid Style/TypeTypical Weight

(oz/yd2)

Measured Weight,per ASTM D5261

(oz/yd 2)

SG150 6.74 7.74*SG200 8.26SG350 9.52 9.77*SG500 11.42 14.46*SG550 13.24SG600 14.12SG700 17.28 16.08*

(Conversion: 1 oz/ yd2 = 33.9 g/m2)*Average of 5 readings obtained during NTPEP testing. Full test results in tables B-5 through B-8.

NTPEP October 2010 Final Report REGEO(2009)-01

Report Expiration Date: October 2016 October, 2010

TRI Log #: E2280-29-03

STD.

PARAMETER TEST REPLICATE NUMBER MEAN DEV.

1 2 3 4 5

Mass/Unit Area (ASTM D 5261) - Coated Geogrid

Specimen Width (in) 7.6

Specimen Length (in) 8.1

Mass(g) 10.28 10.25 10.40 10.85 10.35

Mass/unit area (oz/sq.y d) 7.63 7.60 7.72 8.05 7.68 7.74 0.18

Mass/unit area (g/sq.meter) 259 258 262 273 260 262 6

Mass/Unit Area (ASTM D 5261) - Uncoated Greige Good Only



Mass(g) 3.50 3.40 3.39 3.68 3.54



Mass/Unit Area (ASTM D 5261) - Coating



Aperature Size (Calipers)

MD - Aperature Size (in) 0.918 0.915 0.914 0.921 0.933 0.920 0.008

MD - Aperature Size (mm) 23.3 23.2 23.2 23.4 23.7 23.4 0.2

TD - Aperature Size (in) 0.954 0.929 0.933 0.922 0.921 0.932 0.013

TD - Aperature Size (mm) 24.2 23.6 23.7 23.4 23.4 23.7 0.3

Rib Width (Calipers)

MD - Width (in) 0.184 0.183 0.186 0.179 0.172 0.181 0.006

MD - Width (mm) 4.67 4.65 4.72 4.55 4.37 4.59 0.14

TD - Width (in) 0.105 0.107 0.100 0.100 0.094 0.101 0.005

TD - Width (mm) 2.67 2.72 2.54 2.54 2.39 2.57 0.13

Rib Thickness (Calipers)

MD - Thickness (in) 0.043 0.043 0.046 0.043 0.044 0.044 0.001

MD - Thickness (mm) 1.09 1.09 1.17 1.09 1.12 1.11 0.03

TD - Thickness (in) 0.066 0.064 0.059 0.061 0.067 0.063 0.003

TD - Thickness (mm) 1.68 1.63 1.50 1.55 1.70 1.61 0.09

Node/Junction Thickness (Calipers)

Thickness (in) 0.061 0.075 0.072 0.061 0.065 0.067 0.006

Thickness (mm) 1.55 1.91 1.83 1.55 1.65 1.70 0.16

MD - Machine Direction TD - Transv erse/Cross Machine Direction NP - Not Prov ided

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

to samples other than those tested.

Table B-5. Geogrid geometric measurements for SG150

B - 4



TRI Log #: E2280-29-03

STD.


1 2 3 4 5




Mass(g) 13.11 13.25 13.56 14.05 13.08






Mass(g) 4.62 4.31 4.60 4.68 3.98












MD - Width (in) 0.210 0.199 0.198 0.210 0.213 0.206 0.007

MD - Width (mm) 5.33 5.05 5.03 5.33 5.41 5.23 0.18

TD - Width (in) 0.707 0.717 0.711 0.701 0.705 0.708 0.006

TD - Width (mm) 17.96 18.21 18.06 17.81 17.91 17.99 0.15


MD - Thickness (in) 0.050 0.050 0.049 0.048 0.049 0.049 0.001

MD - Thickness (mm) 1.27 1.27 1.24 1.22 1.24 1.25 0.02

TD - Thickness (in) 0.040 0.051 0.048 0.045 0.044 0.046 0.004

TD - Thickness (mm) 1.02 1.30 1.22 1.14 1.12 1.16 0.11


Thickness (in) 0.059 0.055 0.058 0.059 0.056 0.057 0.002

Thickness (mm) 1.50 1.40 1.47 1.50 1.42 1.46 0.05





B - 5



TRI Log #: E2280-29-03

STD.


1 2 3 4 5




Mass(g) 21.41 20.67 21.29 23.19 21.47






Mass(g) 19.34 19.10 19.23 19.39 19.38












MD - Width (in) 0.528 0.494 0.565 0.564 0.529 0.536 0.030

MD - Width (mm) 13.41 12.55 14.35 14.33 13.44 13.61 0.75

TD - Width (in) 0.719 0.719 0.760 0.737 0.723 0.732 0.018

TD - Width (mm) 18.26 18.26 19.30 18.72 18.36 18.58 0.44


MD - Thickness (in) 0.063 0.065 0.056 0.056 0.054 0.059 0.005

MD - Thickness (mm) 1.60 1.65 1.42 1.42 1.37 1.49 0.12

TD - Thickness (in) 0.063 0.079 0.093 0.058 0.063 0.071 0.015

TD - Thickness (mm) 1.60 2.01 2.36 1.47 1.60 1.81 0.37


Thickness (in) 0.081 0.069 0.067 0.073 0.083 0.075 0.007

Thickness (mm) 2.06 1.75 1.70 1.85 2.11 1.89 0.18





B - 6



TRI Log #: E2280-29-03

STD.


1 2 3 4 5



Specimen Length (in) 9

Mass(g) 23.31 24.41 24.66 24.31 23.72




Specimen Width (in)

Specimen Length (in)

Mass(g)

Mass/unit area (oz/sq.y d) Uncoated greige good not av ailable 8.75

Mass/unit area (g/sq.meter) Value prov ided by manuf acturer 297










MD - Width (in) 0.586 0.576 0.575 0.576 0.572 0.577 0.005

MD - Width (mm) 14.88 14.63 14.61 14.63 14.53 14.66 0.13

TD - Width (in) 0.674 0.679 0.697 0.680 0.687 0.683 0.009

TD - Width (mm) 17.12 17.25 17.70 17.27 17.45 17.36 0.23


MD - Thickness (in) 0.063 0.06 0.062 0.063 0.064 0.062 0.002

MD - Thickness (mm) 1.60 1.52 1.57 1.60 1.63 1.58 0.04

TD - Thickness (in) 0.04 0.054 0.038 0.04 0.047 0.044 0.007

TD - Thickness (mm) 1.02 1.37 0.97 1.02 1.19 1.11 0.17


Thickness (in) 0.07 0.07 0.071 0.072 0.07 0.071 0.001

Thickness (mm) 1.78 1.78 1.80 1.83 1.78 1.79 0.02





B - 7


B-8

B.2 Product Production Information

Table B-9. Typical geogrid roll dimensions for the Strata SG product line.

Style/TypeWidth

(ft)Length

(ft)Area(yd²)

Roll Diameter(ft)

Gross weight(lbs)

SG150 6 150 100 0.8 45SG200 6 300 200 1.1 105SG350 6 300 200 1.1 120SG500 6 300 200 1.2 145SG550 6 300 200 1.3 165SG600 6 300 200 1.3 175SG700 6 300 200 1.35 210

(Conversions: 1 ft = 0.3048 m; 1 yd2 = 0.836 m2)

B.3 Product Manufacturing Quality Control Program

Testing/sampling is done per the Strata Quality Control Plan Document. A summary of theprogram is provided in Table B-10.

Table B-10. Typical summary of quality control testing conducted by the manufacturer forthe Strata SG product line.

Test Method Property Testing Frequency

ASTM D 5261 Mass / Unit Area Per LOT(every 10,000 SY to 15,000 SY)

ASTM D6637 Single Rib Tensile Per LOT(every 10,000 SY to 15,000 SY)

ASTM D6637 Multi-Rib Tensile Per LOT(every 10,000 SY to 15,000 SY)

Hand measure Aperture Size Bi-AnnuallyHand measure Width Per LOT

GRI-GG2 Junction Strength Bi-Annually or change in product knitconstruction

GRI-GG7 CEGBi-Annually or change in PET fiberLOT/Merge

GRI-GG8 MWBi-Annually or change in PET fiberLOT/Merge


B-9

Table B-11. Typical production lot size for the Strata SG product line.

Style/Type Lot Size (yd2)# of Greige* rolls

per Lot# of rolls per Lot

SG150 20,000 4 200SG200 30,000 7 150SG350 25,000 5 125SG500 25,000 7 125SG550 20,000 6 100SG600 20,000 5 100SG700 20,000 5 100

* Greige roll is a master roll of knitted, PET geogrid prior to coating. Roll size is typically 2 to 4yds wide by 1250 to 2500 yds long.

* Finished roll is a standard roll product 6’x150’ or 6’x300’ depending on product style.


C-1

Appendix C: Tensile Strength Detailed Test Results



TRI Log #: E2280-29-03

STD.

PARAMETER TEST REPLICATE NUMBER MEAN DEV. MARV

1 2 3 4 5

Single Rib Tensile Properties (ASTM D 6637, Method A)

MD - Number of Ribs per foot: 10.9

MD Maximum Strength (lbs) 202.2 208.0 204.9 211.2 200.6 205.4 4.3

MD Maximum Strength (lbs/ft) 2206 2269 2235 2304 2188 2240 47 1,875

MD Maximum Strength (kN/m) 32.2 33.1 32.6 33.6 31.9 32.7 0.7

MD Break Elongation (%) 12.7 13.2 12.9 13.5 11.4 12.7 0.8

MD - Machine Direction TD - Transverse/Cross Machine Direction NP - Not Provided

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


Table C-1. Geogrid single rib tensile test results for SG150

C - 2



TRI Log #: E2280-29-03

STD.


1 2 3 4 5 6



MD Maximum Strength (lbs) 341.3 345.7 345.1 348.3 342.4 344.6 2.8








C - 3



TRI Log #: E2280-29-03

STD.


1 2 3 4 5



MD Maximum Strength (lbs) 1512 1526 1566 1538 1528 1534 20








C - 4



TRI Log #: E2280-29-03

STD.


1 2 3 4 5

Wide Width Tensile Properties (ASTM D 6637, Method B)

MD Number of Ribs per Specimen: 7

MD Number of Ribs per foot: 10.9

MD Ultimate Strength (lbs) 1451 1439 1430 1459 1433 1442 12

MD Ultimate Strength (lbs/ft) 2261 2243 2229 2274 2233 2248 19 1,875

MD Ultimate Strength (kN/m) 33.0 32.7 32.5 33.2 32.6 32.8 0.3

MD Strength @ 2% Strain (lbs) 241 241 241 243 239 241 1

MD Strength @ 2% Strain (lbs/ft) 376 376 376 379 372 376 2

MD Strength @ 2% Strain (kN/m) 5.5 5.5 5.5 5.5 5.4 5.5 0.0











Table C-4. Geogrid wide width tensile test results for SG150

C - 5



TRI Log #: E2280-29-03

STD.


1 2 3 4 5





















C - 6



TRI Log #: E2280-29-03

STD.


1 2 3 4 5





















C - 7



TRI Log #: E2280-29-03

STD.


1 2 3 4 5






MD Ultimate Strength (kN/m) 177 177 171 171 175 174 3















C - 8



Figure C-1. Geogrid tensile test load-strain curve for SG150

0

500

1000

1500

2000

2500

0 2 4 6 8 10 12 14 16

%Strain

Te

ns

ile

Str

en

gth

(lb

/ft)

Machine Direction

TRI Log # E2280-29-03

C - 9




0

1000

2000

3000

4000

5000

6000

0 2 4 6 8 10 12 14 16 18

%Strain

Te

ns

ile

Str

en

gth

(lb

/ft)

Machine Direction

TRI Log # E2280-29-03

C - 10




0

1000

2000

3000

4000

5000

6000

7000

8000

0 2 4 6 8 10 12 14 16

%Strain

Te

ns

ile

Str

en

gth

(lb

/ft)

Machine Direction

TRI Log # E2280-29-03

C - 11




0

2000

4000

6000

8000

10000

12000

14000

0 2 4 6 8 10 12 14 16 18

%Strain

Te

ns

ile

Str

en

gth

(lb

/ft)

Machine Direction

TRI Log # E2280-29-03

C - 12


D-1

Appendix D: Installation Damage Detailed Test Results



Table D-1. Installation damage wide width tensile test results for SG150 geogrid, soil gradation 1.

Installation damage testing (ASTM D 5818, as modified in WSDOT T925).

Wide wide tensile testing (ASTM D 6637, Method B).

Machine Direction

Ribs per Number Maximum Maximum Maximum Elongation Load Load Load Load Load Load Load Load Load

Sample Specimen Foot of Ribs Load Load Load @ Break @ 2% @ 2% @ 2% @ 5% @ 5% @ 5% @ 10% @ 10% @ 10%Identification Number Width Tested (lbs) (lbs/ft) (kN/m) (%) lbs (lbs/ft) (kN/m) lbs (lbs/ft) (kN/m) lbs (lbs/ft) (kN/m)

1 10.9 7 1451 2261 33.0 13.9 241 375 5.47 347 541 7.9 962 1499 21.9

SG150 2 10.9 7 1439 2242 32.7 13.5 241 376 5.49 344 536 7.8 937 1460 21.3

Baseline 3 10.9 7 1430 2229 32.5 13.4 241 376 5.49 352 549 8.0 941 1467 21.4

4 10.9 7 1459 2274 33.2 14.1 243 379 5.54 354 552 8.1 959 1495 21.8

5 10.9 7 1433 2234 32.6 13.6 239 372 5.43 342 533 7.8 973 1516 22.1

Average 1442 2248 32.8 13.7 241 376 5.48 348 542 7.9 954 1487 21.7

Standard Deviation 12.3 19.2 0.28 0.28 1.8 2.7 0.04 5.1 8.0 0.12 15.1 23 0.34% COV 0.85 0.85 0.85 2.05 0.73 0.73 0.73 1.47 1.47 1.47 1.58 1.58 1.58

Machine Direction



1 10.9 7 1183 1843 26.9 11.3 238 371 5.42 348 542 7.9 953 1485 21.7

SG150 2 10.9 7 1097 1710 25.0 10.5 236 368 5.38 343 534 7.8 948 1478 21.6

installed in 3 10.9 7 1269 1977 28.9 12.1 239 373 5.44 347 541 7.9 938 1463 21.4

Gradation 1 4 10.9 7 1183 1844 26.9 11.1 242 377 5.51 343 535 7.8 986 1537 22.4

(Coarse Gravel) 5 10.9 7 1325 2064 30.1 12.2 245 381 5.57 353 550 8.0 983 1532 22.4

6 10.9 7 1226 1911 27.9 11.1 249 389 5.67 364 567 8.3 1035 1612 23.5

7 10.9 7 1230 1916 28.0 11.6 241 375 5.48 348 542 7.9 939 1463 21.4

8 10.9 7 1098 1712 25.0 11.9 241 375 5.47 352 549 8.0 967 1506 22.0

9 10.9 7 1154 1798 26.2 11.3 239 373 5.45 345 537 7.8 921 1435 20.9

10 10.9 7 1246 1942 28.4 11.7 240 375 5.47 344 536 7.8 931 1452 21.2

Average 1201 1872 27.3 11.5 241 376 5.49 349 543 7.9 960 1496 21.8

Standard Deviation 72.7 113 1.65 0.51 3.68 5.73 0.08 6.4 10.0 0.15 33.9 52.8 0.77% COV 6.05 6.05 6.05 4.46 1.53 1.53 1.53 1.84 1.84 1.84 3.53 3.53 3.53

Percent Retained 83.3 83.3 83.3 83.8 100.0 100.0 100.0 100.2 100.2 100.2 100.6 100.6 100.6

RFid 1.20 1.20 1.20

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.

D - 2






Machine Direction



1 10.9 7 1451 2261 33.0 13.9 241 375 5.47 347 541 7.9 962 1499 21.9

SG150 2 10.9 7 1439 2242 32.7 13.5 241 376 5.49 344 536 7.8 937 1460 21.3

Baseline 3 10.9 7 1430 2229 32.5 13.4 241 376 5.49 352 549 8.0 941 1467 21.4

4 10.9 7 1459 2274 33.2 14.1 243 379 5.54 354 552 8.1 959 1495 21.8

5 10.9 7 1433 2234 32.6 13.6 239 372 5.43 342 533 7.8 973 1516 22.1

Average 1442 2248 32.8 13.7 241 376 5.48 348 542 7.9 954 1487 21.7


Machine Direction



1 10.9 7 1316 2052 30.0 12.0 238 372 5.43 343 535 7.8 971 1513 22.1

SG150 2 10.9 7 1300 2026 29.6 12.1 238 371 5.42 344 537 7.8 962 1499 21.9

installed in 3 10.9 7 1390 2167 31.6 13.0 237 369 5.39 347 542 7.9 1002 1561 22.8

Gradation 2 4 10.9 7 1260 1964 28.7 11.2 242 377 5.51 347 540 7.9 1057 1647 24.0

(Sandy Gravel) 5 10.9 7 1314 2048 29.9 11.5 245 383 5.59 356 555 8.1 1046 1630 23.8

6 10.9 7 1374 2141 31.3 13.0 241 375 5.48 342 533 7.8 940 1466 21.4

7 10.9 7 1382 2154 31.5 13.1 237 370 5.40 339 528 7.7 959 1495 21.8

8 10.9 7 1322 2060 30.1 12.4 239 373 5.45 347 541 7.9 941 1466 21.4

9 10.9 7 1385 2158 31.5 12.9 240 374 5.46 349 544 7.9 973 1516 22.1

10 10.9 7 1342 2091 30.5 12.2 241 376 5.49 354 551 8.0 1013 1578 23.0

Average 1339 2086 30.5 12.3 240 374 5.46 347 541 7.9 986 1537 22.4



RFid 1.08 1.08 1.08


D - 3






Machine Direction



1 10.9 7 1451 2261 33.0 13.9 241 375 5.47 347 541 7.9 962 1499 21.9

SG150 2 10.9 7 1439 2242 32.7 13.5 241 376 5.49 344 536 7.8 937 1460 21.3

Baseline 3 10.9 7 1430 2229 32.5 13.4 241 376 5.49 352 549 8.0 941 1467 21.4

4 10.9 7 1459 2274 33.2 14.1 243 379 5.54 354 552 8.1 959 1495 21.8

5 10.9 7 1433 2234 32.6 13.6 239 372 5.43 342 533 7.8 973 1516 22.1

Average 1442 2248 32.8 13.7 241 376 5.48 348 542 7.9 954 1487 21.7


Machine Direction



1 10.9 7 1313 2046 29.9 11.6 245 382 5.58 354 551 8.0 1029 1604 23.4

SG150 2 10.9 7 1389 2165 31.6 12.9 241 376 5.48 350 545 8.0 965 1504 22.0

installed in 3 10.9 7 1328 2069 30.2 12.4 236 367 5.36 341 531 7.8 986 1537 22.4

Gradation 3 4 10.9 7 1319 2055 30.0 12.3 239 372 5.44 338 527 7.7 1008 1570 22.9

(Sand) 5 10.9 7 1350 2104 30.7 12.5 238 371 5.42 346 539 7.9 981 1528 22.3

6 10.9 7 1298 2023 29.5 11.7 243 379 5.53 352 549 8.0 1010 1574 23.0

7 10.9 7 1251 1949 28.5 11.5 245 381 5.56 354 552 8.1 998 1555 22.7

8 10.9 7 1370 2135 31.2 13.0 235 366 5.34 334 521 7.6 934 1456 21.3

9 10.9 7 1165 1815 26.5 11.4 235 366 5.34 335 522 7.6 913 1423 20.8

10 10.9 7 1376 2145 31.3 13.3 237 369 5.39 332 517 7.6 904 1408 20.6

Average 1316 2051 29.9 12.3 239 373 5.45 344 536 7.8 973 1516 22.1



RFid 1.10 1.10 1.10


D - 4






Machine Direction



1 15.6 11 3653 5175 75.6 16.1 541 766 11.19 724 1026 15.0 1440 2040 29.8

SG350 2 15.6 11 3800 5384 78.6 17.1 555 786 11.48 726 1029 15.0 1395 1976 28.9

Baseline 3 15.6 11 3779 5354 78.2 16.6 546 774 11.29 743 1053 15.4 1478 2094 30.6

4 15.6 11 3766 5336 77.9 16.2 556 788 11.50 753 1067 15.6 1595 2260 33.0

5 15.6 11 3769 5340 78.0 16.0 572 810 11.83 782 1108 16.2 1747 2475 36.1

Average 3753 5318 77.6 16.4 554 785 11.46 746 1056 15.4 1531 2169 31.7


Machine Direction



1 15.6 11 2800 3967 57.9 11.8 554 785 11.46 777 1101 16.1 1938 2746 40.1

SG350 2 15.6 11 2919 4135 60.4 12.1 556 787 11.50 783 1109 16.2 1923 2724 39.8

installed in 3 15.6 11 2883 4084 59.6 11.9 543 769 11.23 781 1107 16.2 1974 2797 40.8

Gradation 1 4 15.6 11 3131 4435 64.8 12.3 558 790 11.54 797 1129 16.5 2086 2956 43.2

(Coarse Gravel) 5 15.6 11 3021 4280 62.5 11.7 575 815 11.90 828 1174 17.1 2256 3196 46.7

6 15.6 11 2842 4027 58.8 11.3 564 800 11.67 790 1119 16.3 2012 2851 41.6

7 15.6 11 2910 4123 60.2 11.8 559 793 11.57 797 1129 16.5 2020 2861 41.8

8 15.6 11 3098 4389 64.1 12.3 553 783 11.43 792 1122 16.4 2019 2861 41.8

9 15.6 11 2787 3948 57.6 11.4 558 791 11.55 798 1131 16.5 2087 2957 43.2

10 15.6 11 2860 4051 59.2 11.4 556 788 11.51 820 1161 17.0 2179 3087 45.1

Average 2925 4144 60.5 11.8 558 790 11.54 796 1128 16.5 2049 2904 42.4



RFid 1.28 1.28 1.28


D - 5






Machine Direction



1 15.6 11 3653 5175 75.6 16.1 541 766 11.19 724 1026 15.0 1440 2040 29.8

SG350 2 15.6 11 3800 5384 78.6 17.1 555 786 11.48 726 1029 15.0 1395 1976 28.9

Baseline 3 15.6 11 3779 5354 78.2 16.6 546 774 11.29 743 1053 15.4 1478 2094 30.6

4 15.6 11 3766 5336 77.9 16.2 556 788 11.50 753 1067 15.6 1595 2260 33.0

5 15.6 11 3769 5340 78.0 16.0 572 810 11.83 782 1108 16.2 1747 2475 36.1

Average 3753 5318 77.6 16.4 554 785 11.46 746 1056 15.4 1531 2169 31.7


Machine Direction



1 15.6 11 3404 4823 70.4 13.6 552 782 11.42 763 1082 15.8 1878 2661 38.8

SG350 2 15.6 11 3348 4743 69.3 12.9 547 774 11.30 766 1085 15.8 1956 2771 40.5

installed in 3 15.6 11 3303 4679 68.3 13.1 550 779 11.37 770 1091 15.9 2031 2877 42.0

Gradation 2 4 15.6 11 3374 4779 69.8 13.3 548 776 11.33 783 1109 16.2 2064 2924 42.7

(Sandy Gravel) 5 15.6 11 3267 4628 67.6 12.7 563 798 11.64 807 1143 16.7 2186 3097 45.2

6 15.6 11 3424 4851 70.8 13.7 548 776 11.33 761 1079 15.7 1899 2691 39.3

7 15.6 11 3399 4815 70.3 13.5 555 786 11.48 766 1085 15.8 1913 2710 39.6

8 15.6 11 3133 4439 64.8 12.5 550 779 11.38 770 1090 15.9 1988 2816 41.1

9 15.6 11 3234 4581 66.9 13.0 548 777 11.34 764 1082 15.8 2011 2850 41.6

10 15.6 11 3163 4481 65.4 12.2 561 795 11.61 805 1140 16.6 2208 3128 45.7

Average 3305 4682 68.4 13.0 552 782 11.42 775 1099 16.0 2013 2852 41.6



RFid 1.14 1.14 1.14


D - 6






Machine Direction



1 15.6 11 3653 5175 75.6 16.1 541 766 11.19 724 1026 15.0 1440 2040 29.8

SG350 2 15.6 11 3800 5384 78.6 17.1 555 786 11.48 726 1029 15.0 1395 1976 28.9

Baseline 3 15.6 11 3779 5354 78.2 16.6 546 774 11.29 743 1053 15.4 1478 2094 30.6

4 15.6 11 3766 5336 77.9 16.2 556 788 11.50 753 1067 15.6 1595 2260 33.0

5 15.6 11 3769 5340 78.0 16.0 572 810 11.83 782 1108 16.2 1747 2475 36.1

Average 3753 5318 77.6 16.4 554 785 11.46 746 1056 15.4 1531 2169 31.7


Machine Direction



1 15.6 11 3450 4888 71.4 13.8 540 765 11.17 754 1069 15.6 1888 2674 39.0

SG350 2 15.6 11 3469 4915 71.8 13.5 539 764 11.15 762 1079 15.8 1885 2670 39.0

installed in 3 15.6 11 3403 4821 70.4 13.3 546 774 11.29 770 1090 15.9 2054 2911 42.5

Gradation 3 4 15.6 11 2610 3698 54.0 11.1 547 774 11.31 774 1097 16.0 2062 2922 42.7

(Sand) 5 15.6 11 3328 4715 68.8 12.5 562 796 11.62 812 1150 16.8 2312 3275 47.8

6 15.6 11 3407 4828 70.5 13.3 552 782 11.41 771 1093 16.0 2006 2842 41.5

7 15.6 11 3590 5086 74.3 14.1 546 774 11.30 772 1094 16.0 2034 2882 42.1

8 15.6 11 3556 5037 73.5 14.0 548 776 11.33 770 1091 15.9 2067 2928 42.8

9 15.6 11 3468 4913 71.7 13.2 567 803 11.72 807 1144 16.7 2228 3157 46.1

10 15.6 11 3426 4853 70.9 12.8 572 810 11.82 832 1179 17.2 2362 3347 48.9

Average 3371 4775 69.7 13.2 552 782 11.41 782 1109 16.2 2090 2961 43.2



RFid 1.11 1.11 1.11


D - 7






Machine Direction



1 7.8 5 4433 6916 101.0 13.8 677 1056 15.42 1008 1572 23.0 2940 4586 67.0

SG500 2 7.8 5 4315 6731 98.3 13.5 668 1042 15.21 978 1525 22.3 2699 4211 61.5

Baseline 3 7.8 5 4306 6717 98.1 13.3 670 1046 15.27 1009 1575 23.0 2926 4565 66.6

4 7.8 5 4383 6837 99.8 14.4 654 1019 14.88 960 1498 21.9 2741 4276 62.4

5 7.8 5 4279 6676 97.5 13.7 667 1040 15.19 977 1525 22.3 2861 4464 65.2

Average 4343 6775 98.9 13.7 667 1041 15.19 987 1539 22.5 2834 4420 64.5


Machine Direction



1 7.8 5 4086 6374 93.1 12.4 668 1042 15.22 976 1523 22.2 2879 4492 65.6

SG500 2 7.8 5 4108 6408 93.6 12.7 662 1033 15.08 968 1511 22.1 2811 4386 64.0

installed in 3 7.8 5 4050 6318 92.2 12.5 662 1033 15.09 967 1508 22.0 2794 4358 63.6

Gradation 1 4 7.8 5 3859 6020 87.9 12.6 638 996 14.54 912 1423 20.8 2445 3814 55.7

(Coarse Gravel) 5 7.8 5 4130 6443 94.1 13.1 646 1008 14.71 941 1468 21.4 2771 4322 63.1

6 7.8 5 3987 6220 90.8 12.5 679 1060 15.47 1007 1572 22.9 3081 4806 70.2

7 7.8 5 4193 6542 95.5 13.0 658 1027 14.99 960 1498 21.9 2730 4258 62.2

8 7.8 5 3936 6141 89.7 12.3 666 1039 15.17 966 1508 22.0 2717 4238 61.9

9 7.8 5 3862 6025 88.0 12.6 648 1010 14.75 933 1455 21.2 2571 4011 58.6

10 7.8 5 3699 5771 84.3 11.8 666 1038 15.16 982 1533 22.4 2928 4568 66.7

Average 3991 6226 90.9 12.5 659 1029 15.02 961 1500 21.9 2773 4325 63.2



RFid 1.09 1.09 1.09


D - 8






Machine Direction



1 7.8 5 4433 6916 101.0 13.8 677 1056 15.42 1008 1572 23.0 2940 4586 67.0

SG500 2 7.8 5 4315 6731 98.3 13.5 668 1042 15.21 978 1525 22.3 2699 4211 61.5

Baseline 3 7.8 5 4306 6717 98.1 13.3 670 1046 15.27 1009 1575 23.0 2926 4565 66.6

4 7.8 5 4383 6837 99.8 14.4 654 1019 14.88 960 1498 21.9 2741 4276 62.4

5 7.8 5 4279 6676 97.5 13.7 667 1040 15.19 977 1525 22.3 2861 4464 65.2

Average 4343 6775 98.9 13.7 667 1041 15.19 987 1539 22.5 2834 4420 64.5


Machine Direction



1 7.8 5 3779 5895 86.1 11.8 663 1034 15.10 952 1486 21.7 2851 4448 64.9

SG500 2 7.8 5 4073 6354 92.8 12.8 658 1027 14.99 951 1483 21.7 2732 4262 62.2

installed in 3 7.8 5 4011 6257 91.4 11.8 652 1017 14.84 965 1506 22.0 2991 4666 68.1

Gradation 2 4 7.8 5 4059 6332 92.4 12.5 671 1046 15.27 986 1538 22.5 2784 4344 63.4

(Sandy Gravel) 5 7.8 5 3946 6155 89.9 11.9 681 1062 15.50 1009 1575 23.0 2942 4590 67.0

6 7.8 5 4029 6285 91.8 12.4 657 1025 14.97 991 1545 22.6 2949 4600 67.2

7 7.8 5 4285 6684 97.6 14.0 654 1020 14.89 966 1507 22.0 2725 4251 62.1

8 7.8 5 4322 6743 98.4 13.5 675 1054 15.38 1018 1589 23.2 2914 4546 66.4

9 7.8 5 4247 6625 96.7 12.9 680 1060 15.48 1014 1582 23.1 3015 4704 68.7

10 7.8 5 4311 6725 98.2 13.2 682 1064 15.53 1029 1605 23.4 3017 4707 68.7

Average 4106 6406 93.5 12.7 667 1041 15.20 988 1542 22.5 2892 4512 65.9



RFid 1.06 1.06 1.06


D - 9






Machine Direction



1 7.8 5 4433 6916 101.0 13.8 677 1056 15.42 1008 1572 23.0 2940 4586 67.0

SG500 2 7.8 5 4315 6731 98.3 13.5 668 1042 15.21 978 1525 22.3 2699 4211 61.5

Baseline 3 7.8 5 4306 6717 98.1 13.3 670 1046 15.27 1009 1575 23.0 2926 4565 66.6

4 7.8 5 4383 6837 99.8 14.4 654 1019 14.88 960 1498 21.9 2741 4276 62.4

5 7.8 5 4279 6676 97.5 13.7 667 1040 15.19 977 1525 22.3 2861 4464 65.2

Average 4343 6775 98.9 13.7 667 1041 15.19 987 1539 22.5 2834 4420 64.5


Machine Direction



1 7.8 5 4078 6362 92.9 12.9 665 1037 15.14 978 1525 22.3 2849 4444 64.9

SG500 2 7.8 5 4162 6493 94.8 13.6 644 1005 14.67 970 1513 22.1 2652 4137 60.4

installed in 3 7.8 5 4198 6549 95.6 13.7 656 1024 14.95 944 1473 21.5 2685 4189 61.2

Gradation 3 4 7.8 5 4079 6363 92.9 12.9 652 1017 14.84 953 1486 21.7 2679 4179 61.0

(Sand) 5 7.8 5 4230 6598 96.3 13.2 671 1047 15.29 983 1533 22.4 2816 4392 64.1

6 7.8 5 4182 6523 95.2 12.9 666 1038 15.16 989 1542 22.5 2832 4418 64.5

7 7.8 5 4071 6351 92.7 12.8 659 1027 15.00 964 1503 21.9 2693 4201 61.3

8 7.8 5 4128 6440 94.0 13.0 662 1033 15.08 967 1508 22.0 2719 4242 61.9

9 7.8 5 4163 6495 94.8 13.4 649 1012 14.78 934 1457 21.3 2616 4081 59.6

10 7.8 5 4203 6557 95.7 14.0 647 1009 14.73 944 1472 21.5 2619 4085 59.6

Average 4149 6473 94.5 13.2 657 1025 14.96 962 1501 21.9 2716 4237 61.9



RFid 1.05 1.05 1.05


D - 10






Machine Direction



1 7.8 5 7740 12142 177.3 16.3 1009 1583 23.11 1368 2146 31.3 2957 4638 67.7

SG700 2 7.8 5 7747 12152 177.4 16.3 1005 1576 23.01 1367 2144 31.3 3085 4838 70.6

Baseline 3 7.8 5 7488 11745 171.5 15.8 970 1522 22.23 1318 2068 30.2 2793 4381 64.0

4 7.8 5 7471 11719 171.1 15.6 969 1520 22.19 1328 2083 30.4 2868 4500 65.7

5 7.8 5 7644 11991 175.1 16.0 971 1523 22.24 1342 2105 30.7 2877 4514 65.9

Average 7618 11950 174.5 16.0 985 1545 22.55 1345 2109 30.8 2916 4574 66.8


Machine Direction



1 7.8 5 6929 10869 158.7 14.5 971 1524 22.25 1354 2123 31.0 3120 4893 71.4

SG700 2 7.8 5 7252 11375 166.1 15.1 959 1505 21.97 1341 2104 30.7 3141 4927 71.9

installed in 3 7.8 5 7041 11045 161.3 14.7 967 1517 22.15 1338 2099 30.6 2971 4660 68.0

Gradation 1 4 7.8 5 7154 11222 163.8 15.3 987 1548 22.60 1345 2110 30.8 2832 4443 64.9

(Coarse Gravel) 5 7.8 5 6854 10752 157.0 14.5 998 1565 22.85 1363 2138 31.2 2895 4541 66.3

6 7.8 5 7076 11099 162.1 14.9 966 1516 22.13 1352 2120 31.0 2897 4544 66.3

7 7.8 5 7008 10992 160.5 14.9 947 1486 21.69 1325 2078 30.3 2760 4329 63.2

8 7.8 5 6792 10655 155.6 14.7 955 1497 21.86 1326 2079 30.4 2699 4233 61.8

9 7.8 5 6962 10921 159.5 14.9 1015 1592 23.25 1361 2134 31.2 2784 4367 63.8

10 7.8 5 7031 11029 161.0 15.6 1007 1579 23.06 1342 2105 30.7 2642 4144 60.5

Average 7010 10996 160.5 14.9 977 1533 22.38 1345 2109 30.8 2874 4508 65.8



RFid 1.09 1.09 1.09


D - 11






Machine Direction



1 7.8 5 7740 12142 177.3 16.3 1009 1583 23.11 1368 2146 31.3 2957 4638 67.7

SG700 2 7.8 5 7747 12152 177.4 16.3 1005 1576 23.01 1367 2144 31.3 3085 4838 70.6

Baseline 3 7.8 5 7488 11745 171.5 15.8 970 1522 22.23 1318 2068 30.2 2793 4381 64.0

4 7.8 5 7471 11719 171.1 15.6 969 1520 22.19 1328 2083 30.4 2868 4500 65.7

5 7.8 5 7644 11991 175.1 16.0 971 1523 22.24 1342 2105 30.7 2877 4514 65.9

Average 7618 11950 174.5 16.0 985 1545 22.55 1345 2109 30.8 2916 4574 66.8


Machine Direction



1 7.8 5 7234 11348 165.7 15.3 973 1527 22.29 1340 2102 30.7 2829 4438 64.8

SG700 2 7.8 5 7370 11561 168.8 15.8 952 1494 21.81 1312 2058 30.0 2692 4222 61.6

installed in 3 7.8 5 7363 11549 168.6 15.9 974 1527 22.30 1324 2077 30.3 2788 4374 63.9

Gradation 2 4 7.8 5 7258 11385 166.2 15.0 1012 1588 23.19 1367 2144 31.3 2975 4667 68.1

(Sandy Gravel) 5 7.8 5 7703 12083 176.4 16.6 991 1555 22.70 1327 2081 30.4 2687 4215 61.5

6 7.8 5 7833 12287 179.4 16.6 970 1521 22.21 1336 2095 30.6 2809 4406 64.3

7 7.8 5 7699 12077 176.3 16.1 968 1519 22.18 1336 2095 30.6 2843 4459 65.1

8 7.8 5 7752 12160 177.5 16.5 1015 1592 23.24 1361 2134 31.2 2826 4433 64.7

9 7.8 5 7492 11752 171.6 15.6 1047 1642 23.97 1407 2207 32.2 2815 4416 64.5

10 7.8 5 7730 12126 177.0 16.6 989 1551 22.64 1349 2116 30.9 2740 4298 62.8

Average 7543 11833 172.8 16.0 989 1552 22.65 1346 2111 30.8 2800 4393 64.1



RFid 1.01 1.01 1.01


D - 12






Machine Direction



1 7.8 5 7740 12142 177.3 16.3 1009 1583 23.11 1368 2146 31.3 2957 4638 67.7

SG700 2 7.8 5 7747 12152 177.4 16.3 1005 1576 23.01 1367 2144 31.3 3085 4838 70.6

Baseline 3 7.8 5 7488 11745 171.5 15.8 970 1522 22.23 1318 2068 30.2 2793 4381 64.0

4 7.8 5 7471 11719 171.1 15.6 969 1520 22.19 1328 2083 30.4 2868 4500 65.7

5 7.8 5 7644 11991 175.1 16.0 971 1523 22.24 1342 2105 30.7 2877 4514 65.9

Average 7618 11950 174.5 16.0 985 1545 22.55 1345 2109 30.8 2916 4574 66.8


Machine Direction



1 7.8 5 7643 11989 175.0 16.1 997 1563 22.83 1363 2138 31.2 2757 4324 63.1

SG700 2 7.8 5 7786 12214 178.3 16.4 991 1554 22.69 1378 2162 31.6 2853 4476 65.3

installed in 3 7.8 5 7624 11960 174.6 15.8 971 1523 22.24 1348 2114 30.9 2789 4375 63.9

Gradation 3 4 7.8 5 7266 11397 166.4 14.9 1006 1578 23.04 1370 2148 31.4 3137 4920 71.8

(Sand) 5 7.8 5 6364 9983 145.8 13.2 1002 1573 22.96 1414 2219 32.4 3262 5116 74.7

6 7.8 5 7667 12026 175.6 15.8 1019 1598 23.33 1386 2174 31.7 3008 4718 68.9

7 7.8 5 7808 12247 178.8 16.7 1030 1615 23.58 1385 2173 31.7 2885 4525 66.1

8 7.8 5 7391 11593 169.3 15.7 986 1547 22.58 1347 2113 30.9 2835 4447 64.9

9 7.8 5 7451 11688 170.6 15.4 952 1494 21.81 1342 2105 30.7 2975 4667 68.1

10 7.8 5 7198 11292 164.9 14.8 980 1538 22.45 1366 2142 31.3 3127 4905 71.6

Average 7420 11639 169.9 15.5 993 1558 22.75 1370 2149 31.4 2963 4647 67.9



RFid 1.03 1.03 1.03


D - 13


D-14

Table D-13. Standard test soil gradations (% passing).

Standard Installation Damage Soils Used for Field ExposuresPercent Passing by Weight

US SieveNo.

Sieve Size(mm)

Type 1(Coarse Gravel)

Type2(Sandy Gravel)

Type 3(Silty Sand)

6 - in 150 100.0 100.0 100.03 - in. 75 100.0 100.0 100.02 - in. 50 100.0 100.0 100.0

1.5 - in. 38 100.0 100.01 - in. 25 76.5 100.0 100.0

3/4 - in. 19 51.9 100.0 100.01/2 - in. 12.5 100.03/8 - in. 9.5 13.8 90.6 100.0No. 4 4.75 0.8 29.2 98.9No. 10 1.7 0.3 0.8 70.4No. 20 0.85 0.1 0.0 41.2No. 40 0.425 0.0 0.0 28.2No. 60 0.25 0.0 0.0 22.8No. 100 0.15 0.0 0.0 19.4No. 200 0.075 0.0 0.0 16.0

D50, mm 18.5 6.4 1.2LA AbrasionSmall DrumMethod B500 Cycles

19.1% loss 21% loss

Liquid Limit, % - - -Plasticity Index, % - - -

Angularity(ASTM D 2488 )

Angular toSubangular

AngularAngular toSubangular

GP GP SMSoil Classification Poorly Graded

GravelPoorly Graded Gravel with

SandWell Graded Silty

Sand


D-15

Figure D-1. Lifting Plates positioned between ties and covered with first lift of compactedsoil/aggregate.

Figure D-2. Grid positioned over compacted base and covered. Coversoil/aggregate is uniformly spread and compacted using field-scale equipment and

procedures.


D-16

Figure D-3. The density of the compacted soil is measured with a nuclear density gauge.

Figure D-4. The steel plates are tilted to facilitate exhumation.


E-1

Appendix E: ISO/EN Laboratory Installation Damage Detailed TestResults


E-2

E.1 ISO/EN Laboratory Installation Damage Test Program

Testing is done per the EN/ISO 10722. Five wide width tensile specimens are exposed to 200cycles producing between 209 lb/ft2 (10 kPa) minimum and 10,443 lb/ft2 (500 kPa) maximumstress at a frequency of 1 Hz. The aggregate used is a sintered aluminum oxide with a grain sizesuch that 100% shall pass a 10 mm sieve and 0% shall pass a 5 mm sieve. The exposedspecimens and five baseline specimens are tested according to ISO/EN 10319.

Representative photos of test apparatus and aggregate are provided in Figures E-1 and E-2.Detailed test results are provided in Tables E-1 through E-3.

.Figure E-1. ISO/EN 10722, laboratory installation damage test apparatus.

Figure E-2. ISO/EN 10722, laboratory installation damage aggregate.

NTPEP October 2010 Final Report


TRI Log #: E2280-29-03

STD. COEF. PERCENT

PARAMETER TEST REPLICATE NUMBER MEAN DEV. VARI. RETAINED

1 2 3 4 5

Laboratory Installation Damage (ISO/EN 10722)

Strength Retained measured via w ide w idth tensile (ISO/EN 10319)



MD - Tensile Strength (lbs) - B 1460 1490 1451 1507 1499 1481 25 2

MD Tensile Strength (lbs/ft) - B 2275 2322 2261 2349 2336 2309 38 2

MD Tensile Strength (kN/m) - B 33.2 33.9 33.0 34.3 34.1 34 1 1.7

MD - Tensile Strength (lbs) - E 1417 1352 1267 1340 1353 1346 53 4

MD Tensile Strength (lbs/ft) - E 2208 2107 1975 2088 2109 2097 83 4 91

MD Tensile Strength (kN/m) - E 32.2 30.8 28.8 30.5 30.8 31 1 4.0

MD - Elong. @ Max. Load (%) - B 13.2 13.2 13.2 13.5 13.9 13.4 0.3 2.3

MD - Elong. @ Max. Load (%) - E 13.0 11.8 10.9 12.3 12.0 12.0 0.8 6.4 90

B - Baseline Unexposed

E - Exposed

MD - Machine Direction TD - Transverse/Cross Machine Direction

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


Table E-1. Laboratory installation damage (ISO/EN 10722) tensile test results for SG150

E - 3



TRI Log #: E2280-29-03

STD. COEF. PERCENT


1 2 3 4 5














E - Exposed





E - 4



TRI Log #: E2280-29-03

STD. COEF. PERCENT


1 2 3 4 5














E - Exposed





E - 5



TRI Log #: E2280-29-03

STD. COEF. PERCENT


1 2 3 4 5














E - Exposed





E - 6


F-1

Appendix F: Creep Rupture Detailed Test Results



Spreadsheet Filename SUMMARY CREEP PARAMETERS: NTPEP - Manufacturer

Specimen: Test Filename Test Date: 01-Jan-07 Method: SIM (104s, 14C),single rib, machine dir.

Average Creep Stress: 65.0 kN/m %UTS: 66.00

Ultimate Tensile Strength: 100.0 kN/m Rupture: YES

Dwell Seq t' t (t-t')i Vshift(%) logAT Temp logAT/T

1 0 0.5 0.5 - - 20.00 - logAT/T = Horizontal shift factor

2 9500 10000 500 0.1 1.2600 34.00 0.0900 for each temperature step expressed

3 19500 20000 500 0.1 1.2600 48.00 0.0900 per degree C

4 29500 30000 500 0.1 1.2600 62.00 0.0900

5 39500 40000 500 0.1 1.2600 76.00 0.0900

6 49500 50000 500 0.1 1.2600 90.00 0.0900 Average temperature for each step

Summary Initial Final Units @20C refT AVG 0.0900

lab time 90 60000 sec -

logAT(t-t') 1.9542 4.7782 log hours 6.0000

AT(t-t') - 17.25 years 114.00 logAT = Horizontal shift factor for each temperature step

Strain 9.500 12.500 % -

Modulus 800.0 600.0 kN/m -

Vshift(%) = Vertical shift to offset system temperature expansion

% Strain and Creep Modulus at end of test

Rupture Time expressed in log hours and years

% Strain and Creep Modulus at onset of creep

t = The actual start time of each temperature step

t' = The theoritical start time of each temperature step

Accelerated Creep Rupture via SIM - ASTM D 6992

Product

Explanation/Key for Individual Creep Test Data Tables/Figures

F - 2



293n2s2sg1506521l9.xls SUMMARY CREEP PARAMETERS: NTPEP - Strata Systems

Specimen: 293n2s2sg150sim65 Test Date: 21-Jul-09 Method: SIM (104s, 14C),single rib, machine dir.

Average Creep Stress: 1456.1 lb/ft %UTS: 64.99

Ultimate Tensile Strength: 2240.7 lb/ft Rupture: YES


1 0 0.5 0.5 - - 20.15 -

2 9100 10019 919 0.05 1.0360 33.78 0.0760

3 19400 20009 609 0.08 1.2517 47.59 0.0907

4 29400 29999 599 0.07 1.2463 61.38 0.0903

5 39400 39989 589 0.1 1.2532 75.27 0.0903

6 49400 49979 579 0.13 1.2602 89.12 0.0910




AT(t-t') - 441.86 years 453.94

Strain 10.244 13.909 % -

Modulus 14190.5 10470.8 lb/ft -

SG150


Figure F-1. SIM/Creep data/curve for SG150 at load level of 64.99% UTS.

0

2

4

6

8

10

12

14

16

-4 -3 -2 -1 0 1 2 3 4 5 6 7 8

LOG TIME (hr)

ST

RA

IN(%

)

F - 3








1 0 0.5 0.5 - - 19.37 -

2 9400 10020 620 0.11 1.2075 33.41 0.0860

3 19400 20010 610 0.1 1.2395 47.53 0.0878

4 29400 30000 600 0.08 1.2462 61.74 0.0877

5 39400 39990 590 0.08 1.2531 76.90 0.0827

6


lab time 74.8 40890 sec -


AT(t-t') - 4.17 years 3.68

Strain 10.279 12.952 % -

Modulus 16409.2 12115.0 lb/ft -

SG150



0

2

4

6

8

10

12

14

-4 -3 -2 -1 0 1 2 3 4 5 6

LOG TIME (hr)

ST

RA

IN(%

)

F - 4








1 0 0.5 0.5 - - 19.48 -

2 9400 10019 619 0.11 1.2076 33.07 0.0889

3 19400 20009 609 0.1 1.2396 46.53 0.0920

4 29400 29999 599 0.08 1.2463 59.80 0.0940

5

6


lab time 77.63 30509 sec -


AT(t-t') - 0.17 years 0.16

Strain 11.158 13.944 % -

Modulus 16069.6 12052.2 lb/ft -



SG150

0

2

4

6

8

10

12

14

16

-4 -3 -2 -1 0 1 2 3 4 5

LOG TIME (hr)

ST

RA

IN(%

)

F - 5








1 0 0.5 0.5 - - 20.08 -

2 9400 10020 620 0.11 1.2073 33.58 0.0894

3

4

5

6


lab time 80.84 19290 sec -


AT(t-t') - 0.01 years 0.01

Strain 10.888 13.775 % -

Modulus 16671.2 13009.6 lb/ft -



SG150

0

2

4

6

8

10

12

14

16

-4 -3 -2 -1 0 1 2 3

LOG TIME (hr)

ST

RA

IN(%

)

F - 6








1 0 0.5 0.5 - - 20.15 -

2 9200 10020 820 0.05 1.0859 33.71 0.0801

3 19300 20010 710 0.07 1.1815 47.44 0.0860

4 29300 30000 700 0.08 1.1832 61.08 0.0868

5 39300 39990 690 0.07 1.1891 74.74 0.0870

6 49300 49980 680 0.1 1.1950 88.34 0.0878


lab time 84.36 85860 sec -


AT(t-t') - 791.67 years 813.85

Strain 11.312 0.320 % -

Modulus 31460.9 1089877.4 lb/ft -


SG350


0

2

4

6

8

10

12

14

16

-4 -3 -2 -1 0 1 2 3 4 5 6 7 8

LOG TIME (hr)

ST

RA

IN(%

)

F - 7








1 0 0.5 0.5 - - 19.50 -

2 9300 10020 720 0.05 1.1424 33.31 0.0827

3 19600 20010 410 0.05 1.4161 47.03 0.1032

4 29200 30000 800 0.05 1.1129 60.68 0.0815

5 39400 39990 590 0.07 1.2612 74.43 0.0917

6




AT(t-t') - 7.46 years 6.79

Strain 10.888 14.287 % -

Modulus 32473.1 25557.4 lb/ft -


SG350


0

2

4

6

8

10

12

14

16

-4 -3 -2 -1 0 1 2 3 4 5 6

LOG TIME (hr)

ST

RA

IN(%

)

F - 8








1 0 0.5 0.5 - - 19.14 -

2 9300 10020 720 0.04 1.1423 33.57 0.0791

3 19450 20010 560 0.05 1.2805 47.75 0.0903

4 29600 30000 400 0.075 1.4201 61.98 0.0998

5 39600 39990 390 0.1 1.4245 76.16 0.1004

6




AT(t-t') - 35.90 years 30.67

Strain 12.303 16.328 % -

Modulus 32059.7 23054.7 lb/ft -

SG350



0

2

4

6

8

10

12

14

16

18

-4 -3 -2 -1 0 1 2 3 4 5 6 7

LOG TIME (hr)

ST

RA

IN(%

)

F - 9








1 0 0.5 0.5 - - 19.40 -

2 9300 10019 719 0.06 1.1425 33.51 0.0810

3 19300 20009 709 0.06 1.1776 47.54 0.0839

4 29400 30000 600 0.075 1.2504 61.26 0.0912

5

6




AT(t-t') - 0.44 years 0.39

Strain 13.467 17.186 % -

Modulus 31021.0 23439.6 lb/ft -

SG350



0

2

4

6

8

10

12

14

16

18

20

-4 -3 -2 -1 0 1 2 3 4 5

LOG TIME (hr)

ST

RA

IN(%

)

F - 10








1 0 0.5 0.5 - - 19.50 -

2 9400 10021 621 0.08 1.2068 33.20 0.0881

3 19700 20011 311 0.14 1.5323 46.45 0.1156

4

5

6


lab time 120.57 20311 sec -


AT(t-t') - 0.01 years 0.01

Strain 13.315 16.211 % -

Modulus 32267.6 26503.3 lb/ft -


SG350


0

2

4

6

8

10

12

14

16

18

-4 -3 -2 -1 0 1 2 3

LOG TIME (hr)

ST

RA

IN(%

)

F - 11








1 0 0.5 0.5 - - 19.60 -

2 9500 10021 521 0.08 1.2827 32.75 0.0976

3

4

5

6


lab time 121.1 12811 sec -


AT(t-t') - 0.00 years 0.00

Strain 13.497 15.729 % -

Modulus 32630.4 27995.3 lb/ft -

SG350



0

2

4

6

8

10

12

14

16

18

-4 -3 -2 -1 0 1 2 3

LOG TIME (hr)

ST

RA

IN(%

)

F - 12



Figure F-11. Creep data/curve per ASTM D5262 for SG350

at a load level of 73.0% UTS and 68oF(20oC)

NTPEP - Strata Systems

Conventional Creep Test Results - ASTM D 5262SG350 - Multirib

0

2

4

6

8

10

12

14

16

18

-4 -3 -2 -1 0 1 2 3 4

LOG TIME (HR)

%S

TR

AIN

Rupture @ 8959 hrs73.0 % UTS

TRI Log # E2280-29-03

Reference Temperature - 20C

F - 13







0

2

4

6

8

10

12

14

16

18

-4 -3 -2 -1 0 1 2 3 4

LOG TIME (HR)

%S

TR

AIN

Rupture @ 889 hrs75.0 % UTS

TRI Log # E2280-29-03


F - 14







0

2

4

6

8

10

12

14

16

18

-4 -3 -2 -1 0 1 2 3 4

LOG TIME (HR)

%S

TR

AIN

Rupture @ 632.4 hrs77.0 % UTS

TRI Log # E2280-29-03


F - 15







0

2

4

6

8

10

12

14

16

18

-4 -3 -2 -1 0 1 2 3

LOG TIME (HR)

%S

TR

AIN


TRI Log # E2280-29-03


F - 16






Conventional Creep Test Results - ASTM D 5262SG350 - Single rib

0

2

4

6

8

10

12

14

16

18

-4 -3 -2 -1 0 1 2 3

LOG TIME (HR)

%S

TR

AIN


TRI Log # E2280-29-03


F - 17






Conventional Creep Test Results - ASTM D 5262SG350 - Single rib

0

2

4

6

8

10

12

14

16

18

-4 -3 -2 -1 0 1 2 3

LOG TIME (HR)

%S

TR

AIN


TRI Log # E2280-29-03


F - 18








1 0 0.5 0.5 - - 19.30 -

2 9100 10021 921 0.08 1.0356 33.16 0.0747

3 19400 20011 611 0.07 1.2510 47.22 0.0890

4 29400 30001 601 0.06 1.2456 61.30 0.0885

5 39400 39991 591 0.08 1.2525 75.11 0.0907

6 49500 49981 481 0.12 1.3416 88.71 0.0986




AT(t-t') - 150.01 years 133.08

Strain 11.550 14.478 % -

Modulus 67051.7 54008.7 lb/ft -


SG700


0

2

4

6

8

10

12

14

16

-4 -3 -2 -1 0 1 2 3 4 5 6 7 8

LOG TIME (hr)

ST

RA

IN(%

)

F - 19








1 0 0.5 0.5 - - 19.46 -

2 9100 10021 921 0.07 1.0355 33.22 0.0752

3 19200 20011 811 0.09 1.1278 47.11 0.0812

4 29200 30001 801 0.1 1.1288 60.85 0.0822

5 39200 39991 791 0.1 1.1339 74.67 0.0820

6


lab time 120.62 48091 sec -


AT(t-t') - 7.51 years 6.84

Strain 12.897 15.110 % -

Modulus 65301.6 55729.7 lb/ft -


SG700


0

2

4

6

8

10

12

14

16

18

-4 -3 -2 -1 0 1 2 3 4 5 6

LOG TIME (hr)

ST

RA

IN(%

)

F - 20








1 0 0.5 0.5 - - 19.36 -

2 9500 10021 521 0.05 1.2829 33.40 0.0913

3 19500 20011 511 0.06 1.3121 47.46 0.0933

4 29500 30001 501 0.05 1.3202 62.22 0.0895

5

6


lab time 120.88 30991 sec -


AT(t-t') - 0.39 years 0.34

Strain 14.459 17.550 % -

Modulus 62406.9 51408.5 lb/ft -


SG700


0

2

4

6

8

10

12

14

16

18

20

-4 -3 -2 -1 0 1 2 3 4 5

LOG TIME (hr)

ST

RA

IN(%

)

F - 21








1 0 0.5 0.5 - - 19.44 -

2 9000 10021 1021 0.05 0.9906 33.01 0.0730

3 19000 20011 1011 0.06 1.0359 46.68 0.0758

4

5

6


lab time 120.88 29701 sec -


AT(t-t') - 0.04 years 0.03

Strain 13.931 16.517 % -

Modulus 69094.2 58268.5 lb/ft -



SG700

0

2

4

6

8

10

12

14

16

18

-4 -3 -2 -1 0 1 2 3 4

LOG TIME (hr)

ST

RA

IN(%

)

F - 22

F - 23

Strata Systems - Creep Rupture

50.00

55.00

60.00

65.00

70.00

75.00

80.00

85.00

90.00

-1 0 1 2 3 4 5 6 7 8

Time (log hrs)

Figure F-21. Statistical evaluation results for determining validity of using SIM to extend Strata SG geogrid

conventional creep rupture data, and to compare single-rib to multi-rib data.

Lo

ad

(%U

TS

)

Single Rib Conv. Rupture Multi-Rib Conv. Runout Multi-rib Conv. RuptureSIM Data Conv Regression SIM RegressionAll Data Regression 1000 hour Acceptable Limits 50000 hour Acceptable Limits

1000

hrs

50000

hrs

SG350 SIM regression satisfies the 90% two sided

confidence limits at 1000 and 50,000 hours per WSDOT T925.


Report Expiration Date: October 2010

REGEO (2009)-01

October,2010



Test Report Product

time, log

hrs %UTS Rupture Runout

Test

Report Product time, log hrs %UTS Rupture Runout logti-logtbar

(logti-

logtbar)2 Pi - Pbar (Pi-Pbar)2 K * L SIM - All Points

SG350 4.7746 67.99 67.99 SG350 2.9489 75.00 75.00 0.75 0.5616 -3.33 11.1 -2.496751 mr time is dependent variable:

SG350 6.8533 64.99 64.99 SG350 2.8010 77.00 77.00 0.60 0.3618 -1.33 1.773336 -0.800997 mr if time were but time is

SG350 5.4295 70.00 70.00 SG350 1.7559 79.00 79.00 -0.44 0.1968 0.67 0.446669 -0.296473 mr the y axis the x axis

SG350 3.5359 75.00 75.00 SG350 3.9523 73.00 73.00 1.75 3.0723 -5.33 28.42667 -9.345345 mr slope -0.309011 -3.23613

SG350 1.9246 79.99 79.99 SG350 1.3997 81.00 81.00 -0.80 0.6397 2.67 7.120003 -2.134133 sr intercept 26.612984 86.12308

SG350 1.2075 81.99 81.99 SG350 0.3392 84.99 84.99 -1.86 3.4607 6.66 44.3334 -12.3865 sr R squared 0.9564105 0.95641

SG350 -2 92.59534

SG350 10 53.76178

SG350 3.0000 76.41469 = 1000 hr intercept

SG350 4.6990 70.916505 = 50000 hr intercept

SG350 Conventional - All Points

Sum 13.1970 469.99 Sum 0.00 8.2929 0.00 93.20008 -27.4602 time is dependent variable:

Mean 2.1995 78.33 if time were but time is

student's t = 2.132 (90% 2-sided prediction limit) the y axis the x axis

n-sim = 6 slope -0.294637 -3.394006

n-conv = 6 d-o-f 4 intercept 25.278911 85.79678

treg = 3.00 log tL - lower = 2.47 75.6148 log tL - lower = 4.03 69.8483 R squared 0.9756302 0.97563

treg = 4.70 log tL - upper = 3.53 75.6148 log tL - upper = 5.37 69.8483 -2 92.5848

P1000 = 75.6148 10 51.85672

P50000 = 69.8483 SIM - logtL @ Load = 3.25 OK SIM - logtL @ Load = 5.03 OK 3.0000 75.614765 = 1000 hr intercept

sigma squared = 0.0505 4.6990 69.848348 = 50000 hr intercept

sigma = 0.2248 All Creep Data (conv & SIM)

time is dependent variable:

if time were but time is

the y axis the x axis

df student's t slope -0.313479 -3.19001

2 2.92 intercept 26.847688 85.6444

3 2.353 R squared 0.966769 0.966769

4 2.132 -2 92.024425 2.015 10 53.7443

6 1.943 3.0000 76.074372 = 1000 hr intercept

7 1.895 4.6990 70.654544 = 50000 hr intercept

8 1.86

9 1.833

10 1.812

11 1.796

12 1.782

13 1.77114 1.761

Table F-2. Computation table to determine statistical validity of using SIM to extend Strata SG geogrid conventional creep data.

90% 2-sided conf. limit

Strata SG350 Creep Data Evaluation

SIM Conventional

Conv - 1000 hrs (log 3.000) Conv - 50000 hrs (log 4.699)

F - 24

F - 25

Strata SG350 - SG150 - SG700 - Creep Rupture

50

60

70

80

90

100

0 1 2 3 4 5 6 7 8

Time (log hrs)

Figure F-22. Statistical evaluation results for determining validity of creating composite creep rupture envelope for the Strata SG geogrid

product line.

Lo

ad

(%U

TS

)

SG350 Regression SG150 Regression SG700 Regression

All Regression 2000 hour Acceptable Limits 50000 hour Acceptable Limits

SG350 SIM Rupture SG350 conv rupture SG350 conv runout

SG150 SIM rupture SG700 SIM rupture

2000

hrs

50000

hrs

SG150 & SG700 regressions satisfy the 90% two sided confidence limits at 2000 and 50,000 hours per WSDOT T925.


Report Expiration Date: October 2010

REGEO (2009)-01

October,2010



Test Report Product

Expected

time, log

hrs %UTS Rupture

Test


(logti-

logtbar)2 Pi - Pbar (Pi-Pbar)2 K * L SG150- All Points

SG150 6.5998 64.99 64.99 SG350 4.7746 67.99 67.99 1.78 3.1589 -8.10 65.5511 -14.38981 SIM time is dependent variable:

SG150 4.5092 69.99 69.99 SG350 6.8533 64.99 64.99 3.86 14.8689 -11.10 123.1293 -42.78778 SIM if time were but time is

SG150 3.1361 74.98 74.98 SG350 5.4295 70.00 70.00 2.43 5.9157 -6.09 37.04382 -14.80336 SIM the y axis the x axis

SG150 1.6537 79.98 79.98 SG350 3.5359 75.00 75.00 0.54 0.2901 -1.09 1.180186 -0.585135 SIM slope -0.324494 -3.08172

SG350 1.9246 79.99 79.99 -1.07 1.1506 3.90 15.23838 -4.18736 SIM intercept 27.495659 84.73391

student's t = 1.812 (90% 2-sided prediction limit) SG350 1.2075 81.99 81.99 -1.79 3.2033 5.90 34.85292 -10.56622 SIM R squared 0.9904936 0.990494

n-sg150 = 4 SG350 SIM -2 90.89735

n-sg350 = 12 d-o-f 10 SG350 SIM 10 53.91672

treg = 3.3010 SG350 0.3392 84.99 84.99 -2.66 7.0654 8.90 79.27474 -23.66659 Conv 3.3010 74.561062 = 2000 hr intercept


P2000 = 75.1141 SG350 1.3997 81.00 81.00 -1.60 2.5523 4.91 24.14382 -7.849936 Conv SG350 - All Points

P50000 = 70.6546 SG350 2.8010 77.00 77.00 -0.20 0.0385 0.91 0.834731 -0.17933 Conv time is dependent variable:

sigma squared = 0.1350 SG350 2.9489 75.00 75.00 -0.05 0.0023 -1.09 1.180186 0.05256 Conv if time were but time is

sigma = 0.3674 SG350 3.9523 73.00 73.00 0.96 0.9121 -3.09 9.52564 -2.947533 Conv the y axis the x axis

SG350 Conv slope -0.313479 -3.19001

SG350 Conv intercept 26.847688 85.6444

SG350 Conv R squared 0.966769 0.966769

SG350 Conv -2 92.02442

df student's t Sum 32.9701 836.95 Sum 0.96 40.6991 -3.09 400.4441 -125.5274 10 53.7443

2 2.92 Mean 2.9973 76.09 3.3010 75.114083 = 2000 hr intercept

3 2.353 * runout plotting below the regression line is not included in the regression 4.6990 70.65464 = 50000 hr intercept

4 2.132 All Creep Data SG350 & SG150 (conv & SIM)

5 2.015 time is dependent variable:

6 1.943 log tL - lower = 2.61 75.1141 log tL - lower = 3.98 70.6546 if time were but time is

7 1.895 log tL - upper = 3.99 75.1141 log tL - upper = 5.42 70.6546 the y axis the x axis

8 1.86 slope -0.313237 -3.192475

9 1.833 SG150 - logtL @ Load = 3.12 OK SG150 - logtL @ Load = 4.57 OK intercept 26.791913 85.53252

10 1.812 R squared 0.9723111 0.972311

11 1.796 -2 91.9174712 1.782 10 53.60777

13 1.771 5.8176 66.959979 = 75-yr intercept

14 1.761 5.9425 66.561239 = 100-yr intercept

Table F-3. Computation table to determine statistical validity of creating composite creep rupture envelope for the Strata SG geogrid product line - SG150 and SG350

comparision.


SG350 - 2000 hrs (log 3.301) SG350 - 50000 hrs (log 4.699)


SIM & Conventional Tests on SF80SIM Tests on SG150

F - 26



Test Report Product

Expected

time, log

hrs %UTS Rupture

Test


(logti-

logtbar)2 Pi - Pbar (Pi-Pbar)2 K * L SG700 - All Points

SG700 6.0669 65.00 65.00 SG350 4.7746 67.99 67.99 1.78 3.1589 -8.10 65.5511 -14.38981 SIM time is dependent variable:

SG700 4.7779 70.00 70.00 SG350 6.8533 64.99 64.99 3.86 14.8689 -11.10 123.1293 -42.78778 SIM if time were but time is

SG700 3.4738 75.00 75.00 SG350 5.4295 70.00 70.00 2.43 5.9157 -6.09 37.04382 -14.80336 SIM the y axis the x axis

SG700 2.4589 80.00 80.00 SG350 3.5359 75.00 75.00 0.54 0.2901 -1.09 1.180186 -0.585135 SIM slope -0.242562 -4.122657

SG350 1.9246 79.99 79.99 -1.07 1.1506 3.90 15.23838 -4.18736 SIM intercept 21.78012 89.79197

student's t = 1.812 (90% 2-sided prediction limit) SG350 1.2075 81.99 81.99 -1.79 3.2033 5.90 34.85292 -10.56622 SIM R squared 0.9968267 0.996827

n-SG700 = 4 SG350 SIM -2 98.03729

n-SG350 = 12 d-o-f 10 SG350 SIM 10 48.5654



P2000 = 75.1141 SG350 1.3997 81.00 81.00 -1.60 2.5523 4.91 24.14382 -7.849936 Conv SG350 - All Points

P50000 = 70.6546 SG350 2.8010 77.00 77.00 -0.20 0.0385 0.91 0.834731 -0.17933 Conv time is dependent variable:

sigma squared = 0.1350 SG350 2.9489 75.00 75.00 -0.05 0.0023 -1.09 1.180186 0.05256 Conv if time were but time is

sigma = 0.3674 SG350 3.9523 73.00 73.00 0.96 0.9121 -3.09 9.52564 -2.947533 Conv the y axis the x axis

SG350 Conv slope -0.313479 -3.19001

SG350 Conv intercept 26.847688 85.6444

SG350 Conv R squared 0.966769 0.966769

SG350 Conv -2 92.02442

df student's t Sum 32.9701 836.95 Sum 0.96 40.6991 -3.09 400.4441 -125.5274 10 53.7443

2 2.92 Mean 2.9973 76.09 3.3010 75.114083 = 2000 hr intercept

3 2.353 * runout plotting below the regression line is not included in the regression 4.6990 70.65464 = 50000 hr intercept

4 2.132 All Creep Data SG350 & SG700 (conv & SIM)

5 2.015 time is dependent variable:

6 1.943 log tL - lower = 2.61 75.1141 log tL - lower = 3.98 70.6546 if time were but time is

7 1.895 log tL - upper = 3.99 75.1141 log tL - upper = 5.42 70.6546 the y axis the x axis

8 1.86 slope -0.298912 -3.345465

9 1.833 SG700 - logtL @ Load = 3.56 OK SG700 - logtL @ Load = 4.64 OK intercept 25.773719 86.22507

10 1.812 R squared 0.9632832 0.963283

11 1.796 -2 92.91612 1.782 10 52.77042

13 1.771 5.8176 66.762494 = 75-yr intercept

14 1.761 5.9425 66.344646 = 100-yr intercept

Table F-4. Computation table to determine statistical validity of creating composite creep rupture envelope for the Strata SG geogrid product line - SG700 and SG350

comparision.

SG350 - 2000 hrs (log 3.301) SG350 - 50000 hrs (log 4.699)



SIM & Conventional Tests on SG350SIM Tests on SG700

F - 27



Stress, % of UTS

data for regression calculation sim rlt conv''l sim conv'l

product: loghrs all SG150 SG700 SG350 rupture rupture rupture runout* runout*

SG150 6.5998 64.99 64.99 64.99 NOTE: Don't include runouts in the regression

SG150 4.5092 69.99 69.99 69.99 calculation unless the points lie above the lineSG150 3.1361 74.98 74.98 74.98

SG150 1.6537 79.98 79.98 79.98 SIM & Conventional - SG150


SG700 6.0669 65.00 65.00 65.00 if time were but time is

SG700 4.7779 70.00 70.00 70.00 the y axis the x axis

SG700 3.4738 75.00 75.00 75.00 slope -0.324494 -3.08172

SG700 2.4589 80.00 80.00 80.00 intercept 27.495659 84.7339

R squared 0.9904936 0.99049

SG350 4.7746 67.99 67.99 67.99 -2 90.8973SG350 6.8533 64.99 64.99 64.99 10 53.9167

SG350 5.4295 70.00 70.00 70.00 6 66.243593 = 114 Year intercept

SG350 3.5359 75.00 75.00 75.00 5.817863 66.804889 = 75 Year intercept

SG350 1.9246 79.99 79.99 79.99 SIM & Conventional - SG700

SG350 1.2075 81.99 81.99 81.99 time is dependent variable:



CONV

DATA: SG350 Multi-Rib 2.9489 75.00 75.00 75.00 slope -0.242562 -4.12266

SG350 Multi-Rib 2.8010 77.00 77.00 77.00 intercept 21.78012 89.792

SG350 Multi-Rib 1.7559 79.00 79.00 79.00 R squared 0.9968267 0.99683

SG350 1.3997 81.00 81.00 81.00 -2 98.0373SG350 0.3392 84.99 84.99 84.99 10 48.5654

SG350 Multi-Rib 3.9523 73.00 73.00 73.00 6 65.056027 = 114 Year intercept

5.817863 65.806916 = 75 Year intercept

SIM Only - SG350




slope -0.309011 -3.23613

intercept 26.612984 86.1231

R squared 0.9564105 0.95641

-2 92.595310 53.7618

5.999706 66.70725 = 114 Year intercept

5.817863 67.295719 = 75 Year intercept

SIM Only - All SIM & Conventional - All SIM & Conventional - SG350

time is dependent variable: time is dependent variable: time is dependent variable:

if time were but time is if time were but time is if time were but time is

the y axis the x axis the y axis the x axis the y axis the x axis

slope -0.2950601 -3.3891404 slope -0.3019405 -3.3119107 slope -0.313479 -3.19001

intercept 25.523819 86.5038057 intercept 25.9728423 86.0197339 intercept 26.847688 85.6444

R squared 0.95898571 0.95898571 R squared 0.96742947 0.96742947 R squared 0.966769 0.96677

-2 93.2820865 -2 92.6435553 -2 92.0244

10 52.6124018 10 52.9006271 10 53.7443

5.99970632 66.1699587 = 114 Year intercept 5.99970632 66.1492425 = 114 Year intercept 5.999706 66.505278 = 114 Year intercept

5.81786273 66.7862521 = 75 Year intercept 5.81786273 66.7514922 = 75 Year intercept 5.817863 67.085361 = 75 Year intercept

SIM

DATA:

Table F-5. Computation table for composite creep rupture envelope for the Strata SF geogrid product line.

F - 28


F-29

The regression for the conventional creep tests produced at log 3.00 hr (1,000 hrs) and log 4.6990hr (50,000 hrs) intercepts at 75.61% and 69.85% UTS, respectively. The regression for theaccelerated creep tests (SIM) produced log 3.18 and log 4.31, respectively, for the same %UTS.This was within the 90% confidence limits of log 2.47 to log 3.53 and log 4.03 to log 5.39associated with those %UTS. This evaluation is summarized in Table CR3. Thus, theconventional and accelerated data may be used together to construct the characteristic creeprupture curve of the primary product. Confidence limits satisfied per T925.

Table F-6. Summary of statistical comparison between SIM and conventional creeprupture envelopes.

ProductIntercept at log3.0000 & 4.6990

hrs, %UTS

Intercept atsame % UTS,

log hrs

90%ConfidenceLimits @

Higher %UTS,log hrs

90%Confidence

Limits @ Lower%UTS, log hrs

SG350conv.

75.61 & 69.85 3.0000 & 4.6990 - -

SG350SIM

- 3.25 & 5.03 2.47 to 3.53 4.03 to 5.37

The regression for the all creep tests on the primary product (SG350) produced log 3.3010 hr(2,000 hrs) and log 4.6990 hr (50,000 hrs) intercepts at 75.11% and 70.65% UTS, respectively.The regression for the creep tests on SG150 & SG700 produced log time intercepts for the same%UTS within the 90% confidence limits of log 2.61 to log 3.99 and log 3.98 to log 5.42associated with those %UTS. This evaluation is summarized in Table CR4. Thus, the primary,SG350, and secondary products, SG150 & SG700, data may be used together to construct thecharacteristic creep rupture curve of the family of products. Confidence limits satisfied perT925.

Table F-7. Summary of statistical comparison between rupture envelopes for all tested SGgeogrid products, to test validity of composite creep rupture envelope for product line.

ProductIntercept at log3.3010 & 4.6990

hrs, %UTS

Intercept atsame % UTS,

log hrs

90%ConfidenceLimits @

Higher %UTS,log hrs

90%Confidence

Limits @ Lower%UTS, log hrs

SG350 75.11 & 70.65 3.3010 & 4.6990 - -SG150 3.12 & 4.57 2.61 to 3.99 3.98 to 5.42SG700 - 3.56 & 4.64 2.61 to 3.99 3.98 to 5.42


G-1

Appendix G: Durability Detailed Test Results


G-2

Table G-1. Yarn test results to evaluate susceptibility to hydrolysis

Material: Polyester Yarn

Product Identification: Uncoated SG150

TRI Log #: E2280-29-03

STD.PARAMETER TEST REPLICATE NUMBER MEAN DEV.

1 2 3

Carboxyl End Group (CEG) Count

(Test Method: GRI GG7)

mmol/Kg 27.8 27.0 27.5 27.4 0.4

Molecular Weight

(Test Method: GRI GG8)

Mn (Number average molecular weight) 34,127 33,600 35,196 34,308 813



Table G-2. UV resistance test results of SG150 geogrid.

TRI Log #: E2280-29-03

STD. PERCENT

PARAMETER TEST REPLICATE NUMBER MEAN DEV. RETAINED

1 2 3 4 5

UV Resistance (ASTM D 4355)

Strength Retained measured via single strip tensile (ASTM D 6637, Method A, mod.)


MD - Tensile Strength (lbs) - B 213 212 212 211 214 212 1

MD - Tensile Strength (lb/ft) - B 2322 2311 2311 2300 2333 2315 12

MD - Tensile Strength (kN/m) - B 33.9 33.7 33.7 33.6 34.1 33.8 0.2

MD - Tensile Strength (lbs) - E 181 178 163 179 181 176 8

MD - Tensile Strength (lb/ft) - E 1973 1940 1777 1951 1973 1923 83 83

MD - Tensile Strength (kN/m) - E 28.8 28.3 25.9 28.5 28.8 28.1 1.2

MD - Elong. @ Max. Load (%) - B 13.9 13.4 12.6 13.3 12.9 13.2 0.5

MD - Elong. @ Max. Load (%) - E 12.1 11.9 10.8 11.8 12.1 11.7 0.5 89


E - Exposed for 500 hours of ASTM D 4355 Cycle





G-3

Table G-3. Summary of UV resistance test results for Strata SG150 geogrid.

Strata SGSeries Style

Mean BaselineTensile Strength

(lb/ft)

StandardDeviation

(lb/ft)

Mean ExposedTensile Strength

(lb/ft)

StandardDeviation

(lb/ft)

%StrengthRetained

SG150 2,315 12 1,923 83 83



H-1

Appendix H: Creep Stiffness Detailed Test Results



Figure H-1. Low strain ramp and hold tests for SG150, before strain normalization.

Low Strain Ramp and Hold Test ResultsProduct: SG150

0.0

1.0

2.0

3.0

4.0

5.0

6.0

-4 -3 -2 -1 0

Log Time (hr)

%S

train

TRI LOG # E2280-29-03

Individual Ramp & Hold Curves

before Strain Normaliztion20%

UTS

10%

UTS

5%

UTS

H - 2



Figure H-2. Low strain ramp and hold tests for SG150, after strain normalization, with 1000 hour low strain creep

tests.


0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

-4 -3 -2 -1 0 1 2 3 4

Log Time (hr)

%S

train

TRI LOG # E2280-29-03

1000 hours

2 ea 1000 hr low strain creep

tests @ 10.4% UTS

R&H @

20% UTS

R&H @

10% UTS

R&H @ 5% UTS

Average Ramp & Hold Curves

after Strain Normaliztion

Log Linear Trend Line

H - 3



Figure H-3. Creep stiffness versus strain at 1,000 hours for SG150.

Creep Stiffness @ 1000 hours

Product: SG150

y = 16144x-0.4716

R2 = 0.9992

0

5000

10000

15000

20000

25000

0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0

Strain (%)

Cre

ep

Sti

ffn

es

s(l

b/f

t)

H - 4





0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

-4 -3 -2 -1 0

Log Time (hr)

%S

train

TRI LOG # E2280-29-03


before Strain Normaliztion

20%

UTS

10%

UTS

5%

UTS

H - 5




tests.


0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

-4 -3 -2 -1 0 1 2 3 4

Log Time (hr)

%S

train

TRI LOG # E2280-29-03

1000 hours

2 ea 1000 hr low strain creep

tests @ 9.8% UTS

R&H @

20% UTS

R&H @

10% UTS

R&H @ 5% UTS


after Strain NormaliztionLog Linear Trend Line

H - 6





Product: SG350

y = 41966x-0.573

R2 = 0.9951

0

10000

20000

30000

40000

50000

60000

70000

80000

90000

100000

0.0 2.0 4.0 6.0 8.0 10.0

Strain (%)

Cre

ep

Sti

ffn

es

s(l

b/f

t)

H - 7





0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

-4 -3 -2 -1 0

Log Time (hr)

%S

train

TRI LOG # E2280-29-03


before Strain Normaliztion

20%

UTS

10%

UTS

5%

UTS

H - 8




tests.


0.0

2.0

4.0

6.0

8.0

10.0

12.0

-4 -3 -2 -1 0 1 2 3 4

Log Time (hr)

%S

train

TRI LOG # E2280-29-03

1000 hours

2 ea 1000 hr low strain creep tests

@ 7.08% UTS

R&H @

20% UTS

R&H @

10% UTS

R&H @ 5% UTS


after Strain Normaliztion

Log Linear Trend Line

H - 9





Product: SG700

y = 53765x-0.3373

R2 = 0.9796

0

10000

20000

30000

40000

50000

60000

70000

0.0 2.0 4.0 6.0 8.0 10.0

Strain (%)

Cre

ep

Sti

ffn

es

s(l

b/f

t)

H - 10

“The National Transportation ProductEvaluation Program (NTPEP) wasestablished by the American Associationof State Highway and TransportationOfficials (AASHTO) in early 1994. Theprogram pools the professional andphysical resources of the AASHTOmember departments in order to testmaterials, products and devices ofcommon interest. The primary goals ofthe program are to provide cost-effectiveevaluations for the states by eliminatingduplication of routine testing by thestates; and to reduce duplication ofeffort by the manufacturers who produceand market commonly used proprietary,engineered products.” NTPEP

-- Rick Smutzer (IN), former NTPEP Chairman

call 1.202.624.5800fax 1.800.525.5469

online www.NTPEP.ORG

ITEM: NTPEP Report 8509.1

Documents

2010 NTPEP Report Series - AASHTO · 2010 NTPEP Report Series DOWNLOAD DATA FILES FOR THIS NTPEP REPORT @ NTPEP.org National Transportation Product Evaluation Program (NTPEP) NTPEP