Laboratory Evaluation of Geosynthetic Reinforcement

Transcription

2009 NTPEP Report Series
NTPEP Report 8507.1
LABORATORY EVALUATION OF GEOSYNTHETIC
REINFORCEMENT
FINAL PRODUCT QUALIFICATION REPORT FOR
SYNTEEN SF GEOGRID PRODUCT LINE
Report Issued: June 2009
Report Expiration Date: June 2015
Next Quality Assurance Update Report: 2012
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
DOWNLOAD DATA FILES FOR THIS NTPEP REPORT @ NTPEP.org
2009 NTPEP Report Series
National Transportation Product Evaluation Program (NTPEP)
NTPEP Report 8507.1
LABORATORY EVALUATION OF GEOSYNTHETIC
REINFORCEMENT
2007 PRODUCT SUBMISSIONS
SAMPLED AUGUST 2007
Laboratory Evaluation by:
TRI/Environmental, Inc.
9063 Bee Caves Road
Austin, TX 78733-6201
Product Line Manufactured by:
Synteen Technical Fabrics
1950 West Meeting Street
Lancaster, SC 29720
© Copyright 2009, by the American Association of State Highway and Transportation Officials (AASHTO). All Rights
Reserved. Printed in the United States of America. This book or parts thereof, may not be reproduced without
express written permission of the publisher. The report does not constitute an endorsement by AASHTO of the
products contained herein. This report provides an original source of technical information to facilitate development
of acceptability standards and is primarily intended for use by state and local transportation agencies.
DOWNLOAD DATA FILES FOR THIS NTPEP REPORT @ NTPEP.org
NTPEP June 2009 Final Report
REGEO(2007)-01
June, 2009
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 assessed
from manufacturers to reimburse AASHTO member departments for conducting testing and to report
results. AASHTO member departments provide a voluntary yearly contribution to support the
administrative functions of NTPEP.
 AASHTO/NTPEP does not endorse any manufacturer’s product over another. Use of certain
proprietary 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 for
the 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 requirements
and/or (standard) specification of their agency in order to determine which test data are relevant to
meeting those qualifying factors.
 NTPEP test data is intended to be predictive of actual product performance. Where a transportation
agency has successful historical experience with a given product, it is suggested to factor that
precedence 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 of
NTPEP testing. It is expected that the User will estimate the properties of specific products in the
line 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 or
Approved Products List, and/or to develop geosynthetic reinforcement strength design parameters in
accordance with AASHTO, FHWA, or other widely accepted design specifications/guidelines. It is
also intended that the User will conduct further, but limited, evaluation and testing of the products
identified 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 quality
assurance evaluation and every six (6) years for a full qualification evaluation in accordance with the
work plan. Hence, all product test results included in this Report supersede data provided in previous
Editions of this report.
 The User is guided to read the document entitled “Use and Application of NTPEP Geosynthetic
Reinforcement Test Results” (see NTPEP website) for instructions and background on how to apply
the results of the data contained in this report.
Tony Allen (Washington State DOT)
Chairman, Geosynthetics
Technical Committee
Jim Curtis (New York State DOT)
Vice Chairman, Geosynthetics
Technical Committee
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Table of Contents
Executive Summary ........................................................................................................................ 4
1.0 Product Line Description and Testing Strategy ....................................................................... 7
1.1 Product Description ............................................................................................................. 7
1.2 Product Line Testing Approach ........................................................................................... 7
2.0 Product Polymer, Geometry, and Manufacturing Information .............................................. 10
2.1 Product/Polymer Descriptors ............................................................................................. 10
2.2 Geometric Properties of Geogrids...................................................................................... 10
2.3 Product Production Data and Manufacturing Quality Control .......................................... 10
3.0 Wide Width Tensile Strength Data ........................................................................................ 11
4.0 Installation Damage Data (RFID)............................................................................................ 12
4.1 Installation Damage Test Program..................................................................................... 12
4.2 Installation Damage Full Scale Field Exposure Procedures and Materials Used .............. 13
4.3 Summary of Installation Damage Full Scale Field Exposure Test Results........................ 16
4.4 Estimating RFID for Specific Soils or for Products not Tested .......................................... 17
4.5 Laboratory Installation Damage Test Results per ISO/EN 10722 ..................................... 19
5.0 Creep Rupture Data (RFCR) ................................................................................................... 21
5.1 Creep Rupture Test Program.............................................................................................. 21
5.2 Baseline Tensile Strength Test Results.............................................................................. 22
5.3 Creep Rupture Test Results ............................................................................................... 23
5.3.1 Statistical Validation to Allow the Use of SIM Data to Establish Rupture Envelope............. 24
5.3.2 Statistical Validation to Allow the Use of Composite Rupture Envelope for Product Line ... 24
5.4 Creep Rupture Envelope Development and Determination of RFCR ................................. 24
6.0 Long-Term Durability Data (RFD) ......................................................................................... 27
6.1 Durability Test Program..................................................................................................... 27
6.2 Durability Test Results....................................................................................................... 28
7.0 Low Strain Creep Stiffness Data............................................................................................ 30
7.1 Low Strain Creep Stiffness Test Program.......................................................................... 30
7.2 Ultimate Tensile Test Results for Creep Stiffness Test Program ...................................... 30
7.3 Creep Stiffness Test Results .............................................................................................. 30
Appendix A: NTPEP Oversight Committee .................................................................................. 1
Appendix B: Product Geometric and Production Details .............................................................. 1
B.1 Product Geometric Information........................................................................................... 2
B.2 Product Production Information.......................................................................................... 7
B.3 Product Manufacturing Quality Control Program ............................................................... 7
Appendix C: Tensile Strength Detailed Test Results .................................................................... 1
Appendix D: Installation Damage Detailed Test Results .............................................................. 1
Appendix E: ISO/EN Laboratory Installation Damage Detailed Test Results .............................. 1
E.1 ISO/EN Laboratory Installation Damage Test Program ...................................................... 2
Appendix F: Creep Rupture Detailed Test Results........................................................................ 1
Appendix G: Durability Detailed Test Results .............................................................................. 1
Appendix H: Creep Stiffness Detailed Test Results ...................................................................... 1
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Tables
Table 1-1. Product designations included in product line.............................................................. 7
Table 3-1. Wide width tensile strength, Tult, for the Synteen Geogrid SF product line............... 11
Table 4-1. Independent installation damage testing required for NTPEP qualification. .............. 12
Table 4-2. Summary of installation damage tensile test results................................................... 16
Table 4-3. Measured RFID............................................................................................................ 16
Table 4-4. Summary of laboratory (ISO procedure) installation damage test results. ................ 20
Table 5-1. Independent creep rupture testing required for NTPEP qualification. ........................ 22
Table 5-2. Ultimate tensile strength (UTS) and associated strain................................................ 23
Table 5-3. Creep rupture test results for all tests conducted. ....................................................... 23
Table 5-4. RFCR value for synteen SF series geogrids for a 75 yr period of loading/use............. 25
Table 6-2. NTPEP durability test results for the Synteen SF geogrid product line and criteria to
allow use of a default value for RFD. ............................................................................................ 29
Table 7-1. Ultimate tensile strength (UTS) & associated strain. ................................................. 30
Table 7-2. Summary of creep stiffness test results. ..................................................................... 31
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Figures
Figure 1-1. Photo of Synteen SF20 (machine direction is perpendicular to ruler shown). ............ 8
Figure 1-2. Photo of Synteen SF80 (machine direction is perpendicular to ruler shown). ............ 8
Figure 1-3. Photo of Synteen SF350 (machine direction is perpendicular to ruler shown). .......... 9
Figure 4-1. Test soil grain size distribution. ................................................................................ 14
Figure 4-2. Installation damage Type 1 test aggregate.................................................................. 14
Figure 4-3. Installation damage Type 2 test aggregate................................................................. 15
Figure 4-4. Installation damage Type 3 test aggregate................................................................. 15
Figure 4-5. Synteen SF product line installation damage as a function of soil d50 size............... 17
Figure 4-6. Synteen SF product line installation damage as a function of product unit weight for
type 1 soil (coarse gravel - GP)..................................................................................................... 18
type 2 soil (sandy gravel - GP)...................................................................................................... 18
type 3 soil (silty sand – SM). ........................................................................................................ 19
Figure 5-1. Composite creep rupture data/envelope for the Synteen SF geogrid product line. ... 26
Figure 7-1. Synteen SF creep stiffness for 2 % strain @ 1000 hours. ......................................... 31
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Executive Summary
This test report provides data that can be used to characterize the short-term and long-term tensile
strength the Synteen polyester, PVC coated geogrid reinforcement SF product line using testing
conducted on representative products within the product line. The purpose of this report is to
provide data for product qualification purposes.
While existing test data provided by the manufacturer was evaluated at the beginning of this
testing program to determine that data’s eligibility for use under the NTPEP geosynthetic
reinforcement work plan “grandfather data” clause, it was found that the available existing data
did not meet those requirements (i.e., the data were too old). Therefore, the product qualification
testing program was developed as a completely new testing program.
The test results contained herein were obtained in accordance with WSDOT Standard Practice
T925 and the NTPEP work plan (see www.NTPEP.org) and can be used to determine the longterm strength of the geosynthetic reinforcement, including the long-term strength reduction
factors RFID, RFCR, and RFD, and also used to determine low strain creep stiffness values. All
testing 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:
Synteen SF20, SF35, SF55, SF80, SF90, SF110 and SF350.
This product line was represented through testing of Synteen SF20, SF80 and SF350. Samples of
these three products were taken by an independent sampler on behalf of NTPEP on August 22,
2007, at the Synteen manufacturing plant located in Lancaster, SC.
Statistical Validation of Use of SIM and Validation of Product Line: The creep rupture test
results obtained were statistically evaluated in accordance with T925 to assess the validity of
using SIM to extend the creep rupture data and to assess the validity of treating the products
submitted as a single product line. The following was verified:
i.
ii.
The SIM tests used to extrapolate creep test results were characterized by data
statistically consistent with conventional creep tests conducted at the reference
temperature up to 10,000 hours, including comparison of single rib and multi-rib
test data (see Figure F-21 in Appendix F for details).
Based on the available creep data for all the products tested, the product line
submitted by the manufacturer statistically qualifies to be a product line and can
therefore be represented using test results from representative products in the
product line (see Figure F-22 in Appendix F for details). Recommendations on
application of the representative product data to the rest of the product line for
installation damage, durability and creep stiffness are provided in their respective
report sections and summarized below in this executive summary.
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Test Results for Tult: All wide width test results (ASTM D6637) obtained for this product line
through the NTPEP testing were greater than the minimum average roll values (MARV’s)
provided by the manufacturer (see Table 3-1).
Test Results for RFID: Installation damage testing on this product line resulted in values of
RFID that ranged as follows:
RFID = 1.01 to 1.25
The highest values of RFID occurred when the coarse gravel gradation was used.
The values of RFID generally increased as product weight/strength increased, a counter-intuitive
trend. Therefore, interpolation of these test results to products in the line not tested is not
recommended and an upper bound value of RFID for the product line should be used. In general,
as the test material gradation becomes more coarse, the value of RFID increased. Therefore,
interpolation of this data to intermediate gradations appears to be feasible. See Table 4-3 and
Figures 4-5 through 4-8 for details. Laboratory installation damage test data in accordance with
ISO/EN 10722 are also provided 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 this
report reflect good geosynthetic installation practices that will keep damage to the geosynthetic to
a reasonable minimum. The spreading and compaction equipment used in the installation
damage testing reflects typical tracked or moderate tire pressure equipment. Actual RFID values
could be higher if the spreading or compacting equipment tires or tracks are allowed to be in
direct contact with the geosynthetic before or during fill placement and compaction, if the
thickness of the fill material between the equipment tires or tracks is inadequate (especially for
high tire pressure equipment such as dump trucks), or if excessive rutting of the first lift of soil
over 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 value
of RFCR may be used:
RFCR = 1.58
This value of RFCR is applicable to a 75 year life at 68o F (20o C), and may be used to
characterize the full product line as defined herein. See Figure 5-1 for detailed creep rupture
envelope or to obtain values for other design lives.
Test Results for RFD: The chemical durability index testing results meet the requirements in
WSDOT T925 to allow use of a default reduction factor for RFD. See Table 6-2 for specific test
results, and see WSDOT T925 or the document entitled “Use and Application of NTPEP
Geosynthetic Reinforcement Test Results” (www.NTPEP.org) for recommended default
reduction factors for RFD. The UV test results (ASTM D4355) for this product line, as
represented by the lightest weight product in the line, indicate a strength retained at 500 hours in
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REGEO(2007)-01
June, 2009
the weatherometer of 86%. This value of UV strength retained should be considered to be a
lower bound value for the product line.
Test Results for Creep Stiffness: The 1000 hr, 2% strain secant stiffness (J2%,1000hr) test results
ranged from 10,293 lb/ft for the lowest strength style to 135,174 lb/ft for the highest strength
style. Due to the strong linear relationship between creep stiffness and the short-term tensile
strength (Tlot), the 1000 hr, 2% strain secant stiffness can, thus, be reasonably expressed for any
product in the product line as:
J2%,1000 hr = (4.7754 *Tlot) – 5266.9
Where, Tlot is the roll/lot specific single rib tensile strength per ASTM D6637. See Table 7-2 and
Figure 7-1 for details. Note that once the stiffness is determined from this equation, an
equivalent MARV for this property can be determined by multiplying the stiffness by the ratio of
TMARV/Tlot.
6
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1.0 Product Line Description and Testing Strategy
1.1 Product Description
The Synteen SF Series family of geogrids are high-strength woven, PVC coated geogrids. The
product line evaluated consists of the products as manufactured by Synteen Technical Fabrics
listed in Table 1-1.
Table 1-1. Product designations included in product line.
Synteen Technical Fabrics Reinforcement Product Designations (i.e., Styles)
SF20
SF35
SF55
SF80
SF90
SF110
SF350
The scope of the evaluation is limited to the strength in the machine direction (MD). The crossmachine direction (XD) was not specifically evaluated.
1.2 Product Line Testing Approach
This product line was represented through testing of Synteen SF20, SF80 and SF350. SF80 was
used as the primary product for product line characterization purposes (i.e., the baseline to which
the other products were compared). Samples of these three products were taken by an
independent sampler on behalf of NTPEP on August 22, 2007 at the Synteen manufacturing plant
located in Lancaster, SC.
Photographs of the three individual products actually tested are provided in figures 1-1 through
1-3.
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REGEO(2007)-01
June, 2009
Figure 1-1. Photo of Synteen SF20 (machine direction is perpendicular to ruler shown).
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2.0 Product Polymer, Geometry, and Manufacturing Information
2.1 Product/Polymer Descriptors
Yarn used in all Synteen SF Series geogrids is a high molecular weight, low CEG, high tenacity
polyester (PET). Source of Yarn – Proprietary. Coating used in all Synteen SF Series geogrids
is a PVC-based coating with no post-consumer recycled materials. The coating target weight per
unit 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 molecular
weight (GRI-GG7 and ASTM D 4603) and maximum carboxyl end group content (GRI-GG8):
o
o
o
o
Minimum Molecular Weight > 25,000 (Typical value is 34,022)
Maximum CEG < 30 (Typical value is 21.9)
% of regrind used in product: 0%.
% 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, and
to be able to detect any changes in the product. Measurements of geogrid rib spacing are also
used to convert tensile test results (i.e., load at peak strength, Tult, and load at a specified strain to
obtain stiffness, J) to a load per unit width value (i.e., lbs/ft or kN/m). Detailed measurement
results, as well as the typical values supplied by the manufacturer for each product, are provided
in 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 control
program are provided in Appendix B, Sections B.2 and B.3. Such information can be useful in
working with the manufacturer if product quality issues occur.
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3.0 Wide Width Tensile Strength Data
Minimum average roll values supplied by the manufacturer and test results obtained on the three
products used to represent the product line in this NTPEP testing program are provided in Table
3-1. Wide width tensile tests were conducted in accordance with ASTM D6637. The measured
geogrid dimensions discussed in Section 2 and provided in Appendix B, Section B.1, were used
to 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 the
Manufacturer’s minimum average roll values (MARV’s). As such, these independently
measured Tult values should not be used directly for design purposes. However, these
independently measured Tult test results have been used as roll specific tensile strengths for
comparison to installation damage and creep test results. Detailed test results are provided in
Appendix C.
Table 3-1. Wide width tensile strength, Tult, for the Synteen Geogrid SF product line.
Product
Style/Type
SF 20
SF 35
SF 55
SF 80
SF 90
SF 110
SF 350
Test Method
MARV for
Tult, in
MD (lb/ft)
Tult,
Independently
Measured in
MD
(lb/ft)
2,501*
ASTM D 6637
1,939
ASTM D 6637
3,055
ASTM D 6637
4,199
ASTM D 6637
7,398
ASTM D 6637
8,500
ASTM D 6637
10,207
ASTM D 6637
27,400
(Conversion: 1 lb/ft = 0.0146 kN/m)
MD = machine direction
*Average of 5 readings obtained during NTPEP testing.
11
8,090*
28,363*
REGEO(2007)-01
June, 2009
4.0 Installation Damage Data (RFID)
4.1 Installation Damage Test Program
Installation damage testing and interpretation was conducted in accordance with WSDOT
Standard 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 installation
damage testing in accordance with ISO/EN 10722 was also conducted. The specific installation
damage test program is summarized in Table 4-1.
Table 4-1. Independent installation damage testing required for NTPEP qualification.
Manufacturer: Synteen Technical Fabrics
PRODUCT Line: SF20 to SF350
Qualification (every 6 yrs) / QA (every 3 yrs)
Tests Conducted
Products Tested
# of Tests
(see Note 1)
Qualification
QA
Index tensile tests on undamaged
material (ASTM D 6637)
SF20, SF80, SF350
NA
3
Three field exposures, including
soil characterization and
compaction measurements
(ASTM D5818)
SF20, SF80, SF350 in
Types 1, 2, and 3 soils
NA
9
Tensile tests on damaged
specimens
(ASTM D 6637)
SF20, SF80, SF350 in
Types 1, 2, and 3 soils
NA
9
Laboratory installation damage
testing –as basis for future QA
(ISO/EN 10722)
SF20, SF80, SF350
NA
3
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 for details on this.
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4.2 Installation Damage Full Scale Field Exposure Procedures and Materials
Used
Three “standard” soils were used for the field exposure of the geogrid samples to installation
damage. Soil gradation curves for each soil are provided in Figure 4-1. Photographs of each soil
illustrating particle angularity are provided in figures 4-2 through 4-4. LA Abrasion tests
conducted to characterize the backfill materials indicted a maximum loss of 21%, which is well
within the requirements stated in T925. Note that the photograph of the Type 2 soil only shows
the coarser particles since the percentage of sand in that soil is relatively small, and the sand
particles have slipped into the voids in this poorly graded gravel just below the stockpile surface
at the time this photograph was taken.
The approach specifically used for applying installation damage to the geosynthetic samples that
allows for exhumation of the test samples while avoiding unintended damage was initially
developed by Watts and Brady1 of the Transport Research Laboratory (TRL) in the United
Kingdom. 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 of
slopes, the machine direction was placed perpendicular to the running direction of the
compaction equipment. To initiate the exposure procedure, four steel plates each measuring 42inches x 52-inches (1.07 m x 1.32 m), equipped with lifting chains, were placed on a flat clean
surface of hardened limestone rock. The longer side of the plates is parallel to the running
direction of the compaction equipment. A layer of soil/aggregate was then placed over the
adjacent plates to an approximate compacted thickness of 8 inches (0.18 m). Next, each of four
coupons of the tested geosynthetic sample was placed on the compacted soil over an area
corresponding to an underlying steel plate. To complete the installation, the second layer of soil
was placed over the coupons using spreading equipment and compacted to a thickness of 8
inches (0.18 m) using a vibratory compactor. The spreading equipment used included a wheeled
front end loader and a 10,000 lb single drum vibratory roller with pneumatic rear wheels. The
front end loader was allowed to spread the aggregate by driving over the geosynthetic with an 8
inch 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 D
1557) were being achieved.
To exhume the geosynthetic, railroad ties were removed and one end of each plate was raised
with lifting chains. After raising the plate to about 45, soil located near the bottom of the
leaning 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 Related
Produts, Balkema Rotterdam.
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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 of
exhumation stress. Photographs of the installation damage field exposures are provided in
Appendix D. A detailed tabulation of each soil gradation is provided in Appendix D, Table D10.
3"
1.5" 3/4" 3/8"
Sieves
4
10
20
40 60 100 200
100
90
Type IIII
D50 = 1.2 mm
80
Percent Finer
70
60
50
40
30
20
10
Type I
D50 = 18.5 mm
LA Abrasion Small (B, 500) = 19.1% loss
0
1000
100
10
Type II
D50 = 6.4 mm
LA Abrasion Small (B, 500) = 21% loss
1
0.1
Grain Size (mm)
Figure 4-1. Test soil grain size distribution.
Figure 4-2. Installation damage Type 1 test aggregate.
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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 ultimate
tensile 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. Strength
retained is calculated as the ratio of the average exhumed strength Tdam divided by the average
baseline strength Tlot for the product sample. RFID is the inverse of the retained strength (i.e. 1 /
0.872 = 1.15). Detailed test results for each specimen tested are provided in Appendix D, Tables
D-1 through D-9.
Table 4-2. Summary of installation damage tensile test results.
Baseline
Backfill Type
Style
Type 1
Coarse Gravel
(GP)
Type 2
Sandy Gravel
(GP)
Type 3
Silty Sand
(SM)
SF20
SF80
SF350
SF20
SF80
SF350
SF20
SF80
SF350
1
Tlot
(lb/ft)
2,503
7,934
28,362
2,507
8,142
27,969
2,532
8,090
27,929
COV
(%)
1.73
2.05
2.15
3.53
2.53
2.24
2.35
2.06
1.73
2
Tdam
(lb/ft)
2,182
7,383
22,638
2,475
6,887
23,093
2,348
7,806
25,557
Exhumed
COV
(%)
8.17
3.56
3.99
3.70
4.85
2.60
3.95
3.12
4.03
1
Average of 5 specimens.
Average of 10 specimens.
2
Table 4-3. Measured RFID.
Style
Mass /
Area
(oz./yd2)
SF20
SF80
SF350
6.28
13.24
42.25
Type 1
Coarse Gravel
%
RFID
Retained
87.2
93.1
79.8
1.15
1.07
1.25
16
Type 2
Sandy Gravel
%
RFID
Retained
98.7
84.6
82.6
1.01
1.18
1.21
Type 3
Silty Sand
%
RFID
Retained
92.8
96.5
91.5
1.08
1.04
1.09
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June, 2009
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 retained
decreased (i.e., RFID increased). Trend lines plotted in Figure 4-5 for the mean, upper bound and
lower bound for all the installation damage data obtained for the product line illustrate the
general trend of the installation damage data with regard to soil d50 size. Interpolation of this
data to intermediate gradations appears to be feasible based on these test results, though the
scatter in that trend should be recognized when estimating values of RFID for specific soils.
The Synteen SF product line did not exhibit a strong relationship between the weight or the
tensile strength of the product and the strength retained after installation damage. The values of
RFID generally increased (i.e., strength retained decreased) as product weight/strength increased,
a counter-intuitive trend (see figures 4-6 through 4-8). This may be related to variations in
coating thickness from product to product, the broad, flat shape of the longitudinal ribs for the
highest strength product (i.e., SF350), or both. Therefore, interpolation of these test results to
products in the line not tested is not recommended, and a lower bound value of strength retained
(i.e., upper bound value of RFID) for the product line should be used.
100
Strength Retained, P (%)
95
Upper Bound
90
SF20
Mean
85
SF80
SF350
Upper
Lower
Average
80
Lower Bound
75
1 1.2
6.4
10
d50 (mm)
18.5
100
Note: RFID = 1/P; d50 = sieve size at which 50% of soil passes by weight
Figure 4-5. Synteen SF product line installation damage as a function of soil d50 size.
17
REGEO(2007)-01
June, 2009
94
92
90
Pdmean at d50 of 18.5mm
88
86
84
82
80
Pdmin at d50 of 18.5mm
78
0
5
10
15
20
25
30
2
Product Unit Weight, W (oz./yd )
35
40
45
Figure 4-6. Synteen SF product line installation damage as a function of product unit
weight for type 1 soil (coarse gravel - GP).
100
98
96
94
92
90
88
86
84
82
80
0
5
10
15
20
25
30
2
35
40
45
weight for type 2 soil (sandy gravel - GP).
18
REGEO(2007)-01
June, 2009
97
96
95
94
93
92
91
0
5
10
15
20
25
30
2
35
40
45
weight for type 3 soil (silty sand – SM).
It should be noted that the installation damage strength retained and RFID values provided in this
report reflect good geosynthetic installation practices that will keep damage to the geosynthetic to
a reasonable minimum. The spreading and compaction equipment used in the installation
damage testing reflects typical tracked or moderate tire pressure equipment. Actual RFID values
could be higher if the spreading or compacting equipment tires or tracks are allowed to be in
direct contact with the geosynthetic before or during fill placement and compaction, if the
thickness of the fill material between the equipment tires or tracks is inadequate (especially for
high tire pressure equipment such as dump trucks), or if excessive rutting of the first lift of soil
over 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 with
ISO/EN 10722. In this procedure, geosynthetic specimens are exposed to simulated installation
stresses 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 baseline
and five exposed specimens from each product were tested. The test results are summarized in
Table 4-4. Detailed test results are provided in Appendix E, as well as a photograph of the test
set-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 the
geosynthetic to damage. In this NTPEP testing program, the results from this test are primarily
intended to be used for future quality assurance to assess the consistency in the product’s
19
REGEO(2007)-01
June, 2009
susceptibility to installation damage. It is not intended to be used directly in the determination of
RFID for a given soil backfill gradation.
Table 4-4. Summary of laboratory (ISO procedure) installation damage test results.
Synteen SF
Style
Mean Baseline
Tensile Strength
(lb/ft)
SF20
SF80
SF350
2,511
7,992
27,830
Coefficient
of
Variation
(%)
Mean Exposed
Tensile Strength
(lb/ft)
3
1,761
2
7,265
1
20,245
20
Coefficient
of
Variation
(%)
Strength
Retained
(%)
11
6
3
70
91
73
REGEO(2007)-01
June, 2009
5.0 Creep Rupture Data (RFCR)
5.1 Creep Rupture Test Program
Creep testing and interpretation has been conducted in accordance with WSDOT Standard
Practice T925, Appendices B and C. A baseline (i.e., reference) temperature of 68o F (20o C)
was used. Synteen SF80 was used as the primary product to establish the creep rupture envelope,
with limited creep testing of the other Synteen geogrids (i.e., SF20 and SF350) to verify the
ability to interpolate creep rupture behavior to the SF geogrid products not specifically tested
(i.e., to treat all the products submitted for evaluation as a product line per T925 and the NTPEP
work plan).
The creep rupture testing program is summarized in Figure 5-1. Creep testing was conducted
using both ASTM D5262 (termed “conventional” creep testing) and ASTM D6992 (i.e., the
Stepped 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 10,000
hrs were used for comparison purposes to verify the accuracy of the SIM creep tests. Since the
SIM 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 tests
were conducted for the primary product, Synteen SF80. This was done for comparison purposes
to establish the validity of using single rib creep test data as well as to ensure that the correct
index tensile strength is used, since the creep load is expressed as a percent of Tult.
21
REGEO(2007)-01
June, 2009
Table 5-1. Independent creep rupture testing required for NTPEP qualification.
Products Tested
Tests Conducted
# of Tests (see
Note 1)
Qualification
QA
SF20, SF80, SF350
NA
3
SF80
NA
1
PRIMARY PRODUCT 6 Rupture Points –
Conventional Creep testing @ 10, 100, 500,
1000, 2500, 10000 hrs (ASTM D5262)
SF80 @ 6 load levels
NA
6
PRIMARY PRODUCT 6 Rupture Points –
Accelerated Creep rupture testing (SIM).
(ASTM D6992)
SF80 @ 6 load levels
NA
6
Index single rib tensile tests on lot specific
material
(ASTM D 6637)
Index wide width tensile tests on lot specific
material
(ASTM D 6637)
SECONDARY PRODUCT(S)
Conventional Creep Testing
None
NA
0
(ASTM D5262)
SECONDARY PRODUCT(S)
SF20 and SF350 @ 4 load
Accelerated Creep rupture testing (SIM).
NA
8
levels
(ASTM D6992)
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 for
details on this.
5.2 Baseline Tensile Strength Test Results
All creep testing using SIM (ASTM D6992) was performed on single rib specimens, whereas
multi-rib specimens were used for the conventional (ASTM D5262) creep tests. Both types of
tests were only conducted for the SF80 geogrid product. To facilitate use of both single rib to
wide 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 test
loads to load per unit width values. As shown in Table 5-2, a multi-rib ultimate tensile strength
(UTS) of 8,090 lb/ft was comparable to single rib UTS of 8,227 lb/ft. The multi-rib rupture
points also fit closely with the single rib rupture curve (see Figure 5-1). The tensile test
specimens 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, Section
B.1, were used to convert tensile test loads to load per unit width values.
22
REGEO(2007)-01
June, 2009
Table 5-2. Ultimate tensile strength (UTS) and associated strain.
Product
Single Rib UTS per
ASTM D6637, Tlot
(lb/ft @ % Strain)
SF20
2,560 @ 12.4%
SF80
8,227 @ 15.5%
SF350
29,223 @ 16.4%
Wide Width UTS per
ASTM D6637, Tlot
(lb/ft @ % Strain)
8,090 @ 14.0%
5.3 Creep Rupture Test Results
A total of 14 Stepped Isothermal Method (SIM) tests and 6 conventional creep tests were run
to fulfill the qualification requirements. Table 5-3 summarize the tests performed and their
outcomes. Detailed test results, including creep curves for each specimen tested, are
provided in Appendix F, Figures F-1 through F-20.
Table 5-3. Creep rupture test results for all tests conducted.
Style & Test
Type
SF20 - SIM
SF20 - SIM
SF20 - SIM
SF20 - SIM
SF80 - SIM
SF80 - SIM
SF80 - SIM
SF80 - SIM
SF80 - SIM
SF80 - SIM
SF80 - Conv. +
SF80 - Conv. +
SF80 - Conv. +
SF80 - Conv. +
SF80 - Conv.
SF80 - Conv.
SF350 - SIM
SF350 - SIM
SF350 - SIM
SF350 - SIM
Creep Load
(% of Tlot)
65.01
69.98
74.99
80.00
60.00
65.01
69.97
75.00
80.00
85.00
79.00
76.00
73.00
70.00
82.00
85.00
65.00
70.01
75.01
80.01
Time to Rupture
(log hrs)
5.8586
3.6029
3.5735
1.3064
6.2053
5.1204
4.1255
3.5559
2.2112
0.9842
1.9859
2.4790
3.6265
4.0000*
1.3006
-0.3372
5.7008
4.2403
3.6136
1.0788
* Finished without rupture + Multi-rib specimen
23
REGEO(2007)-01
June, 2009
5.3.1 Statistical Validation to Allow the Use of SIM Data to Establish Rupture
Envelope
Details of the confidence limits evaluation conducted in accordance with T925 are contained
in Appendix F. Figure F-21 provides a plot of the creep rupture envelope with the confidence
limits and the rupture envelopes for the conventional creep and SIM creep data, illustrating
this statistical test. Detailed calculation results for this statistical analysis are provided in
Table F-2, and summarized in Table F-6. The results indicate that the SIM data meet the
statistical validation requirements in T925 (i.e., the SIM rupture envelope is within the
specified 90% confidence limits of the “conventional” creep rupture data). Thus, the
conventional and accelerated (SIM) data may be used together to construct the characteristic
creep rupture curve of the primary product, and SIM data may also be used for creep testing
of the other two geogrid products to evaluate the potential to construct a composite creep
curve for the product line.
5.3.2 Statistical Validation to Allow the Use of Composite Rupture Envelope for
Product Line
Details of the confidence limits evaluation for the product line conducted in accordance with
T925 are contained in Appendix F. Figure F-22 provides a plot of the creep rupture envelope
with the confidence limits and the rupture envelopes for the primary product and the other
tested products (i.e., SF20 and SF350), illustrating this statistical test. Detailed calculation
results for this statistical analysis are provided in tables F-3 and F-4, and summarized in
Table F-7. The results indicate that the rupture envelopes for the SF20 and SF350 products
are within the specified 90% confidence limits of the primary product (i.e., SF80) creep
rupture data, meeting T925 requirements. Thus, all the SF products tested (i.e., SF20, SF80,
and SF350) can be used to construct a composite creep rupture envelope representing the
entire product line. The calculation results for the statistical analysis and regression 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 composite
creep rupture envelope, using log-linear regression, was constructed as shown in Figure 5-1. The
mix of conventional and accelerated (SIM) creep rupture test data points meets T925
requirements. Based on this plot of all data, the regression of the data shows that the r2 value is
0.94 (see Table F-5 in Appendix F for details). Per T925, this degree of scatter in the data is
acceptable for a composite rupture envelope.
The creep rupture envelope in Figure 5-1 should be considered valid for the entire Synteen SF
geogrid product line evaluated in this report. Since the temperature accelerated creep results
produced through the SIM testing allowed time shifting of the creep rupture data points to over
1,000,000 hours (i.e., 114 years), no extrapolation uncertainty factor in accordance with T925
need be applied. Table 5-4 provides the estimated value of RFCR for Synteen SF Series geogrids
based on the reported testing for a period of long-term loading of up to 75 years. This rupture
envelope can be used to determine RFCR for times other than 75 years, if desired.
24
REGEO(2007)-01
June, 2009
Table 5-4. RFCR value for synteen SF series geogrids for a 75 yr period of loading/use.
Period of Use (in years)
75
RFCR for Rupture – All SF Styles
1.58
25
REGEO(2007)-01
June, 2009
Synteen Technical Fabrics
Composite Creep Rupture Curve
100
20C Reference Temperature
RUPTURE STRENGTH (%UTS)
90
y = -4.05x + 87.048
r2 = 0.9354
80
70
Regression
SF20 SIM rupture
SF350 SIM rupture
60
SF80 SIM rupture
SF80 SIM runout
SF80 CONV rupture
50
75yr
114yr
SF80 CONV runout
40
-1
0
1
2
3
4
5
6
LOG TIME (hr)
Figure 5-1. Composite creep rupture data/envelope for the Synteen SF geogrid product line.
26
7
8
REGEO(2007)-01
June, 2009
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 be
used in accordance with WSDOT Standard Practice T925, provided that the long-term
environment in which the geosynthetic is to be used is considered to be non-aggressive in
accordance with the AASHTO LRFD Bridge Design Specifications and T925. A non-aggressive
long-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 are
specifically evaluated using full scale installation damage testing in accordance with
ASTM 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 site
environment to be aggressive are discussed in Elias2.
The index properties/test results obtained can be related to long-term performance of the polymer
through correlation to longer-term laboratory durability performance tests and long-term
experience. Note that long-term durability performance testing in accordance with T925 and the
NTPEP 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 and
ultraviolet (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 are
provided 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
(Synteen SF20) as recommended in T925. Since UV degradation attacks from the surface of the
geosynthetic, 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.
2
Elias, 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.
27
REGEO(2007)-01
June, 2009
The molecular weight and carboxyl end group content tests are conducted on the base yarn for
the product series. Since for a product line the base yarn used must be the same for all products
in 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.
Products Tested
Tests Conducted
# of Tests (see
Note 1)
Qualification
QA
All polymers, resistance to weathering @ 500
hrs (ASTM D4355), including before/after
tensile strength
SF20
NA
1
For polyesters, molecular weight determination
(ASTM D4603 and GRI-GG7) – on yarn/strip
SF20 yarn
NA
1
For polyesters, carboxyl end group content
determination (GRI-GG8) – on yarn/strip
SF20 yarn
NA
1
CEG-MW Testing Coating Removal, if
necessary
SF20 yarn
NA
1
Brittleness (WSDOT T926)
NA
NA
0
For polyolefins, long-term evaluation via
Oxidative degradation (ISO/EN 13438:1999)
NA
NA
0
For polyesters, long-term evaluation via
Hydrolytic degradation (WSDOT T925)
None
None
0
For polyolefins, long-term evaluation via
NA
NA
0
Oxidative degradation (WSDOT T925)
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 for
details 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 to
allow the use of a default reduction factor for RFD provided in T925 and the AASHTO LRFD
Bridge Design Specifications. Detailed durability test results are provided in Appendix G.
28
REGEO(2007)-01
June, 2009
Table 6-2. NTPEP durability test results for the Synteen SF geogrid product line and
criteria to allow use of a default value for RFD.
Polymer
Type
Property
Test Method
PP and UV Oxidation
HDPE
Resistance
ASTM D4355
PET
ASTM D4355
UV Oxidation
Resistance
PP and ThermoHDPE
Oxidation
Resistance
PET
Hydrolysis
Resistance
PET
Hydrolysis
Resistance
Criteria to Allow Use of
Default RF*
Min. 70% strength retained
after
500
hrs
in
weatherometer
after
500
hrs
in
weatherometer
if
geosynthetic will be buried
within one week, 70% if left
exposed for more than one
week.
after 28 days (PP) or 56 days
(HDPE)
Min.
Number
Average
Molecular Weight of 25,000
ENV ISO 13438:1999,
Method A (PP) or B
(HDPE)
Inherent
Viscosity
Method (ASTM D4603
and GRI Test Method
GG8)
GRI Test Method GG7 Max. Carboxyl End Group
Content of 30
Test Result
Obtained as Part
of NTPEP
Program
NA
86% strength
retained
NA
38,932
19.3
Note: PP = polypropylene, HDPE = high density polyethylene, PET = polyester
Based on these test results, all products in the product line meet the minimum UV requirement
shown in Table 6-2. Regarding hydrolysis resistance, these test results shown in Table 6-2
indicate that this product line has adequate long-term resistance to hydrolysis to justify the use of
a default value for RFD, meeting the requirements in T925.
Note that while no specific tests, other than installation damage, were conducted to evaluate the
durability of the PVC coating, because the hydrolysis resistance characterization was determined
based on the base polymer, any potential coating degradation should have very little effect on the
long-term durability of the geogrid product and the default value of RFD selected. Typically, a
default value of 1.3 for RFD is selected. See WSDOT Standard Practice T925, or the document
entitled “Use and Application of NTPEP Geosynthetic Reinforcement Test Results”
(www.NTPEP.org), for guidance on the selection of a default value for RFD.
29
REGEO(2007)-01
June, 2009
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 and
the NTPEP work plan. The creep stiffness determination was targeted to 2% strain at 1,000
hours.
All of the products selected to represent the SF product line (i.e., SF20, SF80, and SF350) were
tested for creep stiffness. Roll specific single rib short-term rapid loading tensile strength tests
(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 each product.
Three specimens were R&H tested at each of the following stresses: 5, 10 and 20% of the
ultimate tensile strength (UTS). A linear regression based on %UTS and % strain at 0.1 hour
was used to normalize strain curves to reduce the variability of the elastic portion of the strain
curve. The % UTS required to obtain 2% strain at 1,000 hours was then determined. Three
R&H tests and two 1,000 hour conventional creep tests (ASTM D5262, but as modified for low
strain in WSDOT Standard Practice T925 and using a single rib specimen) were conducted at
this 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 strength
used to normalize the load level for the creep stiffness testing. Sample specific geogrid
dimensions were used to convert tensile test loads to load per unit width values.
Table 7-1. Ultimate tensile strength (UTS) & associated strain.
Tlot for Single Rib
(lb/ft @ % Strain)
SF20
2,560 @ 12.4%
SF80
8,227 @ 15.5%
SF350
29,223 @ 16.4%
Product
7.3 Creep Stiffness Test Results
Detailed test results provided in Appendix H. Table 7-2 provides a summary of the creep
stiffness 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 Appendix
H for details. Figure 7-1 shows the relationship between the measured tensile strength and the
creep stiffness. Considering the strong linear relationship between the creep stiffness and the
product tensile strength, interpolation to other products in the product line not tested to determine
creep stiffness values for those products is acceptable.
30
REGEO(2007)-01
June, 2009
Table 7-2. Summary of creep stiffness test results.
Synteen
SF Series
Style
Average Creep
Stiffness @ 1000
hours for 5% UTS
Ramp & Hold
(lb/ft)
Average Creep
Stiffness @ 1000
hours for 10%
UTS Ramp &
Hold (lb/ft)
Average Creep
Stiffness @ 1000
hours for 20%
UTS Ramp &
Hold (lb/ft)
Average Creep
Stiffness for
2% strain @
1000 hrs
(lb/ft)
SF20
13,963
9,061
5,567
10,293
SF80
36,664
25,568
15,141
29,781
SF350
239,742
121,272
68,888
135,174
160000
SF350
Creep Stiffness (lb/ft)
140000
120000
TLot
100000
y = 4.775x - 5266.9
R2 = 0.9967
80000
60000
SF80
40000
SF20
20000
0
0
5000
10000
15000
20000
25000
30000
35000
Synteen SF Series T lot (lb/ft)
Figure 7-1. Synteen SF creep stiffness for 2 % strain @ 1000 hours.
To obtain the minimum likely stiffness value for each product in consideration of the MARV
tensile strength, multiply the stiffness value from the plot by the ratio of TMARV/Tlot. TMARV is the
minimum 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.
31
REGEO(2007)-01
June, 2009
APPENDICES
REGEO(2007)-01
June, 2009
Appendix A: NTPEP Oversight Committee
A-1
National Transportation Product Evaluation Program (NTPEP)
Chair: William H. Temple, Louisiana
Vice Chair: Thomas E. Baker, Washington
AASHTO Staff: Keith Platte, Greta Smith, Claire Kim, and Henry Lacinak
NTPEP Committee
Member Department Member/Delegate Phone Number Fax Number
Email Addres
Alabama
Lynn Wolfe, P.E.
(334) 206-2335
(334) 834-5799
[email protected]
Michael San Angelo
(907) 269-6234
Frank T. Darmiento, P.E.
(602) 712-3134
(602) 712-3400
[email protected]
Mark Bradley
(501) 569-2380
(501) 569-2070
[email protected]
Michael Benson
(501) 569-2185
Tony Sullivan
(501) 569-2661
(501) 569-2014
[email protected]
Peter Vacura
(916) 227-7285
(916) 227-7075
[email protected]
David Kotzer
(303) 398-6566
(303) 398-6504
[email protected]
K.C. Matthews
(303) 757-9543
(303) 757-9439
[email protected]
Andrew J. Mroczkowksi
(860) 258-0304
(860) 258-0399
[email protected]
James M. Sime, P.E.
(860) 258-0309
(860) 258-0399
[email protected]
James T. Pappas III, P.E.
(302) 760-2400
(302) 739-5270
[email protected]
Teresa Gardner
(302) 760-2515
(302) 739-8282
[email protected]
Rezene Medhani
(202) 673-2155
William P. Carr
(202) 671-1371
(202) 671-0617
[email protected]
Karen Byram
(850) 414-4353
(850) 414-4199
[email protected]
Paul Vinik
(352) 955-6649
(352) 955-6644
[email protected]
Alaska
[email protected]
Arizona
Arkansas
[email protected]
California
Colorado
Connecticut
Delaware
District of Columbia
[email protected]
Florida
(updates found at www.ntpep.org)
NTPEP Committee
Email Addres
Georgia
Brad Young
(404) 363-7560
[email protected]
Don Wishon
(404) 363-7632
(404) 363-7632
[email protected]
Richard Douds
(404) 362-2545
(404) 363-7588
[email protected]
Stephen B. Loop
(208) 334-8267
(208) 334-4411
[email protected]
Kenny Anderson
(317) 610-7251
Ronald P. Walker
(317) 610-7251
(317) 356-9351
[email protected]
Joseph Putherickal
(515) 239-1259
(515) 239-1092
[email protected]
Kurtis Younkin
(515) 239-1184
(515) 239-1891
[email protected]
Curt Niehaus
(785) 296-3899
(785) 296-6665
[email protected]
David Meggers, PE
(785) 291-3845
(785) 296-2526
[email protected]
Derrick Castle
(502) 564-3160
(502) 564-7034
[email protected]
Ross Mills
(502) 564-3160
(502) 564-7034
[email protected]
Jason Davis
(225) 248-4131
(225) 248-4187
[email protected]
Luanna Cambass
(225) 248-4131
(225) 248-4187
[email protected]
Doug Gayne
(207) 624-3268
(207) 624-3301
[email protected]
Dan Sajedi
(443) 572-5162
Gil Rushton
(443) 572-5293
(410) 321-3099
[email protected]
Russell A. Yurek
(410) 582-5505
(410) 582-9861
[email protected]
Ed Mirka
(617) 951-1348
[email protected]
John Grieco
(617) 951-0596
[email protected]
John Staton, P.E.
(517) 322-5701
Idaho
Indiana
[email protected]
Iowa
Kansas
Kentucky
Louisiana
Maine
Maryland
[email protected]
Massachusetts
Michigan
(517) 322-1262
[email protected]
NTPEP Committee
Email Addres
Minnesota
David Iverson
(651) 366-5550
(651) 366-5515
[email protected]
James McGraw
(651) 366-5548
(651) 366-5515
[email protected]
Celina Sumrall
(601) 359-7001
(601) 359-1716
[email protected]
John D. Vance
(601) 359-7111
(601) 359-7126
[email protected]
John J. Smith
(601) 359-1454
(601) 359-5918
[email protected]
Julie Weiland
(573) 751-2487
(573) 526-4361
[email protected]
Anson Moffett, P.E.
(406) 444-5407
Craig Abernathy
(406) 444-6269
Ross Metcalfe, P.E.
(406) 444-9201
Mostafa Jamshidi
(402) 479-4750
(402) 479-3975
[email protected]
Omar Qudus
(402) 479-4394
(402) 479-3975
[email protected]
Jason Vanhavel
(775) 888-7567
(775) 888-7077
[email protected]
Roma Clewell
(775) 888-7894
(775) 888-7230
[email protected]
Alan D. Rawson
(603) 271-3151
(603) 271-8700
[email protected]
William Real
(603) 271-3151
(603) 271-8700
[email protected]
Richard Jaffe
(609) 530-5463
(609) 530-3790
[email protected]
Ernest D. Archuleta
(505) 827-5525
(505) 827-3202
[email protected]
Jim Curtis
(518) 457-4735
(518) 457-8080
[email protected]
Michael Stelzer
(518) 457-4595
(518) 457-8171
[email protected]
Patrick Galarza
(518) 457-4599
Mississippi
Missouri
Montana
[email protected]
(406) 444-6204
[email protected]
[email protected]
Nebraska
Nevada
New Hampshire
New Jersey
New Mexico
New York
[email protected]
NTPEP Committee
Email Addres
North Carolina
Chris Peoples
(919) 733-3532
Jack E. Cowsert
(919) 733-7088
[email protected]
(919) 773-8472
Ron King, P.E.
[email protected]
[email protected]
North Dakota
Ron Horner
(701) 328-6904
(701) 328-6913
[email protected]
Brad Young
(614) 351-2882
(614) 275-1354
[email protected]
Lloyd M. Welker Jr.
(614) 275-1351
(614) 275-1354
[email protected]
Kenny R. Seward
(405) 521-4999
(405) 522-0552
[email protected]
Reynolds H. Toney
(405) 521-2677
(405) 522-0552
[email protected]
Ivan Silbernagel, PE
(503) 986-6213
(503) 983-3096
[email protected]
Mike Dunning
(503) 986-3059
(503) 986-3096
[email protected]
David H. Kuniega
(717) 787-3966
(717) 783-5955
[email protected]
Tim Ramirez
(717) 783-6714
(717) 783-5955
[email protected]
Orlando Diaz-Quirindong
(787) 729-1592
(787) 721-3245
[email protected]
Colin A. Franco, P.E.
(401) 222-3030
Deborah Munroe
(401) 222-303
Mark F. Felag, P.E.
(401) 222-2524
[email protected]
Merrill Zwanka, P.E.
(803) 737-6681
[email protected]
Terry Rawls
(803) 737-1498
(803) 737-0271
[email protected]
David L. Huft
(605) 773-3292
(605) 773-4713
[email protected]
Jason Humphrey
(605) 773-3704
(605) 773-6600
[email protected]
Joe J. Feller
(605) 773-3401
(605) 773-5867
[email protected]
Ohio
Oklahoma
Oregon
Pennsylvania
Puerto Rico
Rhode Island
[email protected]
(401) 222-4573
[email protected]
South Carolina
South Dakota
NTPEP Committee
Email Addres
Tennessee
Danny Lane
(615) 350-4175
(615) 350-4128
[email protected]
Heather Hall
(615) 350-4150
(615) 350-4128
[email protected]
John Bassett
(512) 465-7922
(512) 302-2054
[email protected]
Robert Sarcinella
(512) 506-5933
(512) 465-7616
[email protected]
Scott Koczman
(512) 416-2073
(512) 416-2152
[email protected]
Michael Rafalowski
(202) 366-1571
(202) 493-2070
[email protected]
Barry Sharp
(801) 965-4314
(801) 965-4796
[email protected]
Ken Berg, P.E.
(801) 965-4321
(801) 965-4564
[email protected]
Rukhsana Lindsey, P.E.
(801) 965-4196
(801) 965-4796
[email protected]
William Ahearn
(802) 828-2561
James R. Swisher
(804) 328-3121
(804) 328-3136
[email protected]
William R. Bailey III
(804) 328-3106
(804) 328-3136
[email protected]
Thomas Baker
(360) 709-5401
(360) 709-5588
[email protected]
Tony Allen
(360) 709-5450
Bruce E. Kenney III, P.E.
(304) 558-3044
(304) 558-1209
[email protected].
Larry Barker
(304) 558-3160
(304) 558-1209
[email protected]
Ned Schmitt
(608) 261-8631
Peter J. Kemp
(608) 246-7953
(608) 246-4669
[email protected]
Delbert McOmie, P.E.
(307) 777-4484
(307) 777-4163
[email protected]
Texas
USDOT - FHWA
Utah
Vermont
[email protected]
Virginia
Washington
[email protected]
West Virginia
Wisconsin
[email protected]
Wyoming
REGEO(2007)-01
June, 2009
Appendix B: Product Geometric and Production Details
B-1
REGEO(2007)-01
June, 2009
B.1 Product Geometric Information
Table B-1. Typical and measured MD geogrid geometry for the Synteen SF product line.
Style
SF 20
SF 35
SF 55
SF 80
SF 90
SF 110
SF 350
Width (in)
Machine Direction (MD) Ribs
Spacing (in)
Aperture Size (in)
Rib Thickness (in)
Typical
Values
As
Measured*
Typical
Values
As
Measured*
Typical
Values
As
Measured*
Typical
Values
As
Measured*
0.185
0.170
0.240
0.400
0.380
0.367
1.260
0.18*
1.255
1.060
1.060
1.260
1.210
1.027
1.730
0.83*
1.07
0.89
0.82
0.86
0.83
0.66
0.47
0.65*
0.0245
0.0350
0.0350
0.0665
0.0520
0.0520
0.1176
0.025*
0.33*
1.29*
1.25*
2.26*
0.92*
0.97*
0.048*
0.076*
(Conversions: 1 in = 25.4 mm)
*Average of 5 readings obtained during NTPEP testing. Full test results in tables B-5 through B-7.
Table B-2. Typical and measured XD geogrid geometry for the Synteen SF product line.
Style
SF 20
SF 35
SF 55
SF 80
SF 90
SF 110
SF 350
Width (in)
Cross-Machine Direction (XD) Ribs
Spacing (in)
Aperture Size (in)
Rib Thickness (in)
Typical
Values
As
Measured*
Typical
Values
As
Measured*
Typical
Values
As
Measured*
Typical
Values
As
Measured*
0.168
0.173
0.193
0.202
0.214
0.222
0.193
0.19*
0.893
1.173
1.213
1.222
1.234
1.242
1.196
1.27*
0.0735
1.000
1.020
1.020
1.020
1.020
1.030
1.08*
0.033
0.043
0.038
0.060
0.051
0.055
0.073
0.031*
0.25*
0.22*
1.12*
0.54*
0.87*
0.32*
0.050*
0.054*
B-2
REGEO(2007)-01
June, 2009
Table B-3. Typical and measured geogrid junction thickness for the Synteen SF product
line.
Style
SF 20
SF 35
SF 55
SF 80
SF 90
SF 110
SF 350
Junction Thickness (in)
Typical Values
As Measured*
0.042
0.036*
0.049
0.051
0.057
0.057*
0.061
0.066
0.125
0.100*
Table B-4. Typical and measured geogrid unit weight for the Synteen SF product line.
Geogrid Style/Type
Typical Weight
(oz/yd2)
SF 20
SF 35
SF 55
SF 80
SF 90
SF 110
SF 350
6.49
7.96
8.85
11.50
15.63
18.44
26.84
2
Measured Weight,
per ASTM D5261
(oz/yd 2)
6.28*
13.24*
42.25*
2
(Conversion: 1 oz/ yd = 33.9 g/m )
B-3
REGEO(2007)-01
June, 2009
Table B-5: Geogrid geometric measurements for Synteen SF20
TRI Log #: E2280-08-01
PARAMETER
TEST REPLICATE NUMBER
MEAN
STD.
DEV.
Typical
Value
1
2
3
4
5
2.98
6.21
210
3.03
6.31
214
3.05
6.35
215
3.04
6.33
215
2.97
6.19
210
6.28
213
0.08
3
6.49
MD - Aperature Size (in)
0.612
0.663
0.639
0.663
0.661
0.648
0.022
NP
MD - Aperature Size (mm)
15.5
16.8
16.2
16.8
16.8
16.4
0.6
NP
TD - Aperature Size (in)
1.091
1.083
1.077
1.066
1.087
1.081
0.010
NP
TD - Aperature Size (mm)
27.7
27.5
27.4
27.1
27.6
27.5
0.2
NP
MD - Width (in)
0.178
0.174
0.176
0.171
0.175
0.175
0.003
NP
MD - Width (mm)
4.52
4.42
4.47
4.34
4.45
4.44
0.07
NP
TD - Width (in)
0.201
0.197
0.184
0.188
0.186
0.191
0.007
NP
TD - Width (mm)
5.11
5.00
4.67
4.78
4.72
4.86
0.19
NP
MD - Thickness (in)
0.024
0.024
0.025
0.028
0.025
0.025
0.002
NP
MD - Thickness (mm)
0.61
0.61
0.64
0.71
0.64
0.64
0.04
NP
TD - Thickness (in)
0.031
0.032
0.029
0.035
0.029
0.031
0.002
NP
TD - Thickness (mm)
0.79
0.81
0.74
0.89
0.74
0.79
0.06
NP
Mass/Unit Area (ASTM D 5261)
Specimen Width (in)
4.3
Specimen Length (in)
5.1
Mass(g)
Mass/unit area (oz/sq.yd)
Mass/unit area (g/sq.meter)
220
Aperature Size (Calipers)
Rib Width (Calipers)
Rib Thickness (Calipers)
Node/Junction Thickness (Calipers)
Thickness (in)
0.033
0.035
0.036
0.039
0.037
0.036
0.002
NP
Thickness (mm)
0.84
0.89
0.91
0.99
0.94
0.91
0.06
NP
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
to samples other than those tested.
B-4
REGEO(2007)-01
June, 2009
Table B-6: Geogrid heometric measurements for Synteen SF80
TRI Log #: E2280-08-01
PARAMETER
1
2
3
4
MEAN
STD.
DEV.
Typical
Value
5
Specimen Width (in)
Mass(g)
6
5.5
9.75
9.39
9.23
9.74
9.72
13.49
457
13.00
441
12.77
433
13.48
457
13.45
456
13.24
449
0.33
11
11.50
0.932
0.94
0.891
0.882
0.945
0.918
0.029
NP
23.7
23.9
22.6
22.4
24.0
23.3
0.7
NP
0.885
0.875
0.887
0.881
0.838
0.873
0.020
NP
22.5
22.2
22.5
22.4
21.3
22.2
0.5
NP
MD - Width (in)
0.347
0.332
0.329
0.318
0.328
0.331
0.010
NP
MD - Width (mm)
8.81
8.43
8.36
8.08
8.33
8.40
0.27
NP
TD - Width (in)
0.299
0.202
0.31
0.212
0.203
0.245
0.054
NP
TD - Width (mm)
7.59
5.13
7.87
5.38
5.16
6.23
1.38
NP
MD - Thickness (in)
0.046
0.049
0.049
0.051
0.047
0.048
0.002
NP
MD - Thickness (mm)
1.17
1.24
1.24
1.30
1.19
1.23
0.05
NP
TD - Thickness (in)
0.054
0.048
0.049
0.045
0.052
0.050
0.004
NP
TD - Thickness (mm)
1.37
1.22
1.24
1.14
1.32
1.26
0.09
NP
390
Thickness (in)
0.058
0.057
0.057
0.057
0.056
0.057
0.001
NP
Thickness (mm)
1.47
1.45
1.45
1.45
1.42
1.45
0.02
NP
NP - Not Provided
B-5
REGEO(2007)-01
June, 2009
Table B-7: Geogrid geometric measurements for Synteen SF350
TRI Log #: E2280-08-01
PARAMETER
MEAN
STD.
DEV.
Typical
Value
1
2
3
4
5
54.74
50.66
53.19
54.64
53.16
43.41
1471
40.17
1362
42.18
1430
43.33
1469
42.15
1429
42.25
1432
1.31
44
26.84
1.034
0.944
0.997
0.930
0.934
0.968
0.046
NP
26.3
24.0
25.3
23.6
23.7
24.6
1.2
NP
0.265
0.294
0.273
0.351
0.399
0.316
0.057
NP
6.7
7.5
6.9
8.9
10.1
8.0
1.5
NP
MD - Width (in)
1.278
1.295
1.257
1.346
1.284
1.292
0.033
NP
MD - Width (mm)
32.45
32.88
31.92
34.19
32.60
32.81
0.85
NP
TD - Width (in)
0.228
0.221
0.221
0.220
0.229
0.224
0.004
NP
TD - Width (mm)
5.79
5.60
5.61
5.59
5.80
5.68
0.11
NP
MD - Thickness (in)
0.072
0.077
0.077
0.075
0.077
0.076
0.002
NP
MD - Thickness (mm)
1.83
1.96
1.96
1.91
1.94
1.92
0.05
NP
TD - Thickness (in)
0.059
0.051
0.056
0.054
0.053
0.054
0.003
NP
TD - Thickness (mm)
1.50
1.30
1.41
1.37
1.33
1.38
0.08
NP
Specimen Width (in)
Mass(g)
8
7.2
910
Thickness (in)
0.093
0.102
0.104
0.107
0.092
0.100
0.007
NP
Thickness (mm)
2.36
2.59
2.64
2.72
2.34
2.53
0.17
NP
NP - Not Provided
B-6
REGEO(2007)-01
June, 2009
B.2 Product Production Information
Table B-8. Typical geogrid roll dimensions for the Synteen SF product line.
Style/Type
SF 20
SF 35
SF 55
SF 80
SF 90
SF 110
SF 350
Width
(ft)
12
12
12
12
12
12
12
Length
(ft)
150
150
150
150
150
150
150
Area
(yd²)
200
200
200
200
200
200
200
Roll Diameter
(ft)
0.75
0.75
0.92
1.08
1.17
1.17
1.25
Gross weight
(lbs)
102
114
132
203
210
224
467
(Conversions: 1 ft = 0.3048 m; 1 yd2 = 0.836 m2)
B.3 Product Manufacturing Quality Control Program
Testing/sampling is done per the Synteen Quality Control Plan Document. A summary of the
program is provided in Table B-9.
Table B-9. Typical summary of quality control testing conducted by the manufacturer for
the Synteen SF product line.
Test Method
Property
ASTM D 5261 Mass / Unit Area
ASTM D6637 Single Rib
Tensile
ASTM D6637 Multi-Rib Tensile
Hand measure Aperture Size
Hand measure Width
GRI-GG2
Junction Strength
GRI-GG7
CEG
GRI-GG8
MW
Testing Frequency
Every master roll
1 per master roll
1 per lot
Every master roll
Every master roll
Not tested
Once per year
Once per year
Table B-10. Typical production lot size for the Synteen SF product line.
Style/Type
SF 20
SF 35
SF 55
SF 80
SF 90
SF 110
SF 350
Lot Size (yd2)
345,454
262,976
197,198
109,731
88,785
63,333
21,603
B-7
# of rolls per Lot
1,727
1,315
986
549
444
317
108
REGEO(2007)-01
June, 2009
Appendix C: Tensile Strength Detailed Test Results
C-1
REGEO(2007)-01
June, 2009
Table C-1: Geogrid single rib tensile test results for Synteen SF20
TRI Log #: E2280-08-01
PARAMETER
1
2
3
Single Rib Tensile Properties (ASTM D 6637, Method A)
4
5
MEAN
STD.
DEV.
MD - Number of Ribs per foot:
9.5
MD Maximum Strength (lbs)
MD Maximum Strength (lbs/ft)
MD Maximum Strength (kN/m)
275.8
2620
38.3
258.5
2456
35.9
263.8
2506
36.6
277.0
2632
38.4
272.3
2587
37.8
269.5
2560
37.4
8.0
76
1.1
MD Break Elongation (%)
12.4
12.4
12.3
11.7
13.0
12.4
0.5
NP - Not Provided
C-2
MARV
1,939 Min
28.3 Min
REGEO(2007)-01
June, 2009
TRI Log #: E2280-08-01
PARAMETER
1
2
3
4
5
MEAN
STD.
DEV.
4.6
MARV
10.0
817.1
818.6
823.7
826.9
827.1
822.7
8171
8186
8237
8269
8271
8227
46
7,398 Min
119.3
119.5
120.3
120.7
120.8
120.1
0.7
108 Min
14.9
16.3
16.0
14.8
15.7
15.5
0.7
NP - Not Provided
C-3
REGEO(2007)-01
June, 2009
TRI Log #: E2280-08-01
PARAMETER
1
2
3
MEAN
4
STD.
DEV.
MARV
5
7.5
3833
3963
3972
3812
3902
3896
73
28748
29723
29790
28590
29265
29223
548
27,400 Min
419.7
433.9
434.9
417.4
427.3
426.7
8.0
400 Min
16.2
16.6
17.0
16.3
16.0
16.4
0.4
NP - Not Provided
C-4
REGEO(2007)-01
June, 2009
Table C-4: Geogrid wide width tensile test results for Synteen SF20
TRI Log #: E2280-08-01
PARAMETER
1
2
3
Wide Width Tensile Properties (ASTM D 6637, Method B)
MD Number of Ribs per Specimen:
MD Number of Ribs per foot:
4
5
MEAN
STD.
DEV.
5
9.5
MD Ultimate Strength (lbs)
MD Ultimate Strength (lbs/ft)
MD Ultimate Strength (kN/m)
1323
2514
36.7
1297
2464
36.0
1265
2404
35.1
1307
2483
36.3
1390
2641
38.6
1316
2501
36.5
46
88
1.3
MD Strength @ 2% Strain (lbs)
MD Strength @ 2% Strain (lbs/ft)
MD Strength @ 2% Strain (kN/m)
241
458
6.7
250
475
6.9
254
483
7.0
239
454
6.6
250
475
6.9
247
469
6.8
6
12
0.2
422
802
11.7
444
844
12.3
453
861
12.6
421
800
11.7
433
823
12.0
435
826
12.1
14
26
0.4
1101
2092
30.5
1153
2191
32.0
1190
2261
33.0
1098
2086
30.5
1161
2206
32.2
1141
2167
31.6
40
76
1.1
12.3
11.3
10.6
12.0
11.9
11.6
0.7
MARV
NP - Not Provided
C-5
1,939 Min
28.3 Min
REGEO(2007)-01
June, 2009
TRI Log #: E2280-08-01
PARAMETER
1
2
3
4
5
MEAN
STD.
DEV.
MARV
7
10.0
5525
5737
5653
5817
5584
5663
117
7893
8196
8076
8310
7977
8090
167
7,398 Min
115
120
118
121
116
118
2
108 Min
1000
994
984
995
972
989
11
1429
1420
1406
1421
1389
1413
16
20.9
20.7
20.5
20.8
20.3
20.6
0.2
1547
1533
1527
1534
1491
1526
21
2210
2190
2181
2191
2130
2181
30
32.3
32.0
31.8
32.0
31.1
31.8
0.4
3624
3589
3620
3636
3505
3595
53
5177
5127
5171
5194
5007
5135
76
75.6
74.9
75.5
75.8
73.1
75.0
1.1
13.2
14.5
13.7
14.4
14.1
14.0
0.5
NP - Not Provided
C-6
REGEO(2007)-01
June, 2009
TRI Log #: E2280-08-01
PARAMETER
1
2
3
4
5
MEAN
STD.
DEV.
MARV
3
7.5
11263
11267
11196
11779
11220
11345
244
28158
28168
27990
29448
28050
28363
611 27,400 Min
411
411
409
430
410
414
9
1650
1808
1829
1891
1874
1810
96
4125
4520
4573
4728
4685
4526
239
60.2
66.0
66.8
69.0
68.4
66.1
3.5
2603
2612
2701
2691
2672
2656
45
6508
6530
6753
6728
6680
6640
114
95.0
95.3
98.6
98.2
97.5
96.9
1.7
5611
5397
5524
5603
5264
5480
148
14028
13493
13810
14008
13160
13700
370
205
197
202
205
192
200
5
13.9
14.4
13.9
13.1
15.3
14.1
0.8
NP - Not Provided
C-7
400 Min
REGEO(2007)-01
June, 2009
3000
Machine Direction
Tensile Strength (lb/ft)
2500
2000
1500
1000
500
0
0
2
TRI Log # E2280-08-01
4
6
8
10
12
% Strain
Figure C-1: Geogrid wide width tensile test load-strain curve for Synteen SF20
C-8
14
REGEO(2007)-01
June, 2009
9000
Machine Direction
8000
7000
6000
5000
4000
3000
2000
1000
0
0
2
4
TRI Log # E2280-08-01
6
8
10
12
14
% Strain
C-9
16
18
REGEO(2007)-01
June, 2009
35000
Machine Direction
30000
25000
20000
15000
10000
5000
0
0
2
4
TRI Log # E2280-08-01
6
8
10
12
14
% Strain
C-10
16
18
REGEO(2007)-01
June, 2009
Appendix D: Installation Damage Detailed Test Results
D-1
REGEO(2007)-01
June, 2009
Table D-1: Installation damage wide width tensile test results for Synteen SF20 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
Sample
Identification
SF20
Baseline
Specimen
Number
1
2
3
4
5
Ribs per
Foot
Width
9.5
9.5
9.5
9.5
9.5
Average
Standard Deviation
% COV
Number Maximum Maximum Maximum Elongation
of Ribs
Load
Load
Load
@ Break
Tested
(lbs)
(lbs/ft)
(kN/m)
(%)
5
1345
2561
37.4
12.1
5
1326
2526
36.9
10.4
5
1316
2507
36.6
11.7
5
1294
2464
36.0
12.1
5
1290
2457
35.9
11.9
1314
22.8
1.73
2503
43.4
1.73
36.5
0.63
1.73
11.6
0.69
5.94
Load
@ 2%
lbs
244
266
244
241
244
Load
@ 2%
(lbs/ft)
466
506
465
459
464
Load
@ 2%
(kN/m)
6.80
7.39
6.79
6.70
6.78
Load
@ 5%
lbs
426
476
418
405
428
Load
@ 5%
(lbs/ft)
812
907
796
771
815
Load
@ 5%
(kN/m)
11.9
13.2
11.6
11.3
11.9
Load
@ 10%
lbs
1111
1272
1081
1058
1096
Load
@ 10%
(lbs/ft)
2116
2423
2060
2014
2088
Load
@ 10%
(kN/m)
30.9
35.4
30.1
29.4
30.5
248
10.0
4.05
472
19.1
4.05
6.89
0.28
4.05
431
27.0
6.28
820
51.5
6.28
12.0
0.75
6.28
1124
85.2
7.59
2140
162
7.59
31.2
2.37
7.59
Load
@ 2%
lbs
239
246
243
247
235
239
240
237
232
234
Load
@ 2%
(lbs/ft)
455
468
463
470
448
456
458
451
443
445
Load
@ 2%
(kN/m)
6.65
6.84
6.76
6.87
6.54
6.65
6.69
6.58
6.46
6.50
Load
@ 5%
lbs
419
429
424
426
405
410
413
403
390
391
Load
@ 5%
(lbs/ft)
799
816
807
811
771
780
787
768
743
746
Load
@ 5%
(kN/m)
11.7
11.9
11.8
11.8
11.3
11.4
11.5
11.2
10.8
10.9
Load
@ 10%
lbs
Load
@ 10%
(lbs/ft)
Load
@ 10%
(kN/m)
1082
1118
1120
1087
2061
2129
2133
2070
30.1
31.1
31.1
30.2
1096
1076
1023
998
2087
2049
1948
1902
30.5
29.9
28.4
27.8
Machine Direction
Sample
Identification
SF20
installed in
Gradation 1
(Coarse Gravel)
Specimen
Number
1
2
3
4
5
6
7
8
9
10
Ribs per
Foot
Width
9.5
9.5
9.5
9.5
9.5
9.5
9.5
9.5
9.5
9.5
of Ribs
Load
Load
Load
@ Break
Tested
(lbs)
(lbs/ft)
(kN/m)
(%)
5
1015
1933
28.2
9.76
5
1138
2168
31.7
10.4
5
1248
2377
34.7
10.9
5
1195
2277
33.2
10.8
5
1106
2107
30.8
10.3
5
981
1869
27.3
9.48
5
1152
2194
32.0
10.7
5
1279
2436
35.6
11.8
5
1194
2274
33.2
11.2
5
1147
2185
31.9
11.0
Average
Standard Deviation
% COV
1146
93.6
8.17
2182
178
8.17
31.9
2.60
8.17
10.6
0.68
6.35
239
4.92
2.05
456
9.36
2.05
6.65
0.14
2.05
411
13.7
3.32
783
26.0
3.32
11.4
0.38
3.32
1075
43.2
4.01
2047
82.2
4.01
29.9
1.20
4.01
Percent Retained
RFid
87.2
1.15
87.2
1.15
87.2
1.15
91.3
96.6
96.6
96.6
95.5
95.5
95.5
95.7
95.7
95.7
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
REGEO(2007)-01
June, 2009
Machine Direction
Sample
Identification
SF20
Baseline
Specimen
Number
1
2
3
4
5
Ribs per
Foot
Width
9.5
9.5
9.5
9.5
9.5
Average
Standard Deviation
% COV
of Ribs
Load
Load
Load
@ Break
Tested
(lbs)
(lbs/ft)
(kN/m)
(%)
5
1323
2521
36.8
12.3
5
1297
2470
36.1
11.3
5
1265
2409
35.2
10.6
5
1307
2489
36.3
12.0
5
1390
2648
38.7
11.9
1316
46.4
3.53
2507
88.4
3.53
36.6
1.29
3.53
11.6
0.68
5.82
Load
@ 2%
lbs
241
250
254
239
250
Load
@ 2%
(lbs/ft)
459
477
483
455
475
Load
@ 2%
(kN/m)
6.70
6.96
7.05
6.65
6.94
Load
@ 5%
lbs
422
444
453
421
433
Load
@ 5%
(lbs/ft)
803
846
862
802
824
Load
@ 5%
(kN/m)
11.7
12.4
12.6
11.7
12.0
Load
@ 10%
lbs
1101
1153
1190
1098
1161
Load
@ 10%
(lbs/ft)
2097
2196
2266
2091
2211
Load
@ 10%
(kN/m)
30.6
32.1
33.1
30.5
32.3
247
6.35
2.57
470
12.1
2.57
6.86
0.18
2.57
434
14.0
3.22
828
26.7
3.22
12.1
0.39
3.22
1140
39.8
3.49
2172
75.8
3.49
31.7
1.11
3.49
Load
@ 2%
lbs
224
234
238
235
233
232
239
244
244
234
Load
@ 2%
(lbs/ft)
426
446
454
447
443
443
455
464
464
445
Load
@ 2%
(kN/m)
6.22
6.52
6.63
6.52
6.47
6.46
6.64
6.78
6.77
6.50
Load
@ 5%
lbs
371
383
384
393
383
386
392
408
407
394
Load
@ 5%
(lbs/ft)
706
729
732
748
730
736
747
777
776
750
Load
@ 5%
(kN/m)
10.3
10.6
10.7
10.9
10.7
10.7
10.9
11.3
11.3
10.9
Load
@ 10%
lbs
994
997
1016
1029
1016
1021
1021
1065
1056
1061
Load
@ 10%
(lbs/ft)
1893
1898
1935
1960
1935
1945
1945
2029
2012
2021
Load
@ 10%
(kN/m)
27.6
27.7
28.3
28.6
28.3
28.4
28.4
29.6
29.4
29.5
Machine Direction
Sample
Identification
SF20
installed in
Gradation 2
(Sandy Gravel)
Specimen
Number
1
2
3
4
5
6
7
8
9
10
Ribs per
Foot
Width
9.5
9.5
9.5
9.5
9.5
9.5
9.5
9.5
9.5
9.5
of Ribs
Load
Load
Load
@ Break
Tested
(lbs)
(lbs/ft)
(kN/m)
(%)
5
1311
2497
36.5
12.6
5
1319
2513
36.7
13.4
5
1355
2581
37.7
12.7
5
1279
2436
35.6
12.0
5
1280
2438
35.6
12.1
5
1340
2552
37.3
13.0
5
1323
2521
36.8
12.8
5
1285
2448
35.7
11.9
5
1183
2254
32.9
10.8
5
1320
2514
36.7
11.9
Average
Standard Deviation
% COV
1299
48.1
3.70
2475
91.6
3.70
36.1
1.34
3.70
12.3
0.73
5.91
236
5.89
2.50
449
11.2
2.50
6.55
0.16
2.50
390
11.3
2.90
743
21.6
2.90
10.8
0.32
2.90
1028
25.4
2.47
1957
48.4
2.47
28.6
0.71
2.47
Percent Retained
RFid
98.7
1.01
98.7
1.01
98.7
1.01
106
95.5
95.5
95.5
89.8
89.8
89.8
90.1
90.1
90.1
D-3
REGEO(2007)-01
June, 2009
Machine Direction
Sample
Identification
SF20
Baseline
Specimen
Number
1
2
3
4
5
Ribs per
Foot
Width
9.5
9.5
9.5
9.5
9.5
Average
Standard Deviation
% COV
of Ribs
Load
Load
Load
@ Break
Tested
(lbs)
(lbs/ft)
(kN/m)
(%)
7
1830
2495
36.4
12.2
7
1820
2481
36.2
12.1
7
1872
2553
37.3
12.4
7
1926
2627
38.3
12.5
7
1835
2503
36.5
12.4
1857
43.6
2.35
2532
59.5
2.35
37.0
0.87
2.35
12.3
0.18
1.46
Load
@ 2%
lbs
330
327
344
341
323
Load
@ 2%
(lbs/ft)
451
446
470
464
440
Load
@ 2%
(kN/m)
6.58
6.51
6.86
6.78
6.42
Load
@ 5%
lbs
543
543
571
560
548
Load
@ 5%
(lbs/ft)
740
740
779
764
747
Load
@ 5%
(kN/m)
10.8
10.8
11.4
11.2
10.9
Load
@ 10%
lbs
1411
1440
1463
1438
1401
Load
@ 10%
(lbs/ft)
1925
1964
1995
1960
1911
Load
@ 10%
(kN/m)
28.1
28.7
29.1
28.6
27.9
333
9.21
2.77
454
12.6
2.77
6.63
0.18
2.77
553
12.5
2.26
754
17.0
2.26
11.0
0.25
2.26
1431
24.4
1.71
1951
33.3
1.71
28.5
0.49
1.71
Load
@ 2%
lbs
330
305
334
325
303
312
315
350
329
322
Load
@ 2%
(lbs/ft)
449
416
455
443
413
426
430
477
449
439
Load
@ 2%
(kN/m)
6.56
6.08
6.65
6.47
6.04
6.22
6.28
6.96
6.55
6.41
Load
@ 5%
lbs
548
519
554
551
500
550
532
592
563
554
Load
@ 5%
(lbs/ft)
747
708
756
752
682
750
725
808
767
756
Load
@ 5%
(kN/m)
10.9
10.3
11.0
11.0
10.0
11.0
10.6
11.8
11.2
11.0
Load
@ 10%
lbs
1504
1395
1508
1543
1380
1519
1432
1577
1506
1494
Load
@ 10%
(lbs/ft)
2051
1903
2056
2105
1882
2071
1953
2150
2054
2038
Load
@ 10%
(kN/m)
30.0
27.8
30.0
30.7
27.5
30.2
28.5
31.4
30.0
29.8
Machine Direction
Sample
Identification
SF20
installed in
Gradation 3
(Sand)
Specimen
Number
1
2
3
4
5
6
7
8
9
10
Ribs per
Foot
Width
9.5
9.5
9.5
9.5
9.5
9.5
9.5
9.5
9.5
9.5
of Ribs
Load
Load
Load
@ Break
Tested
(lbs)
(lbs/ft)
(kN/m)
(%)
7
1745
2380
34.7
11.1
7
1770
2414
35.2
11.9
7
1773
2418
35.3
11.3
7
1559
2126
31.0
10.1
7
1724
2351
34.3
11.7
7
1650
2251
32.9
10.7
7
1737
2368
34.6
11.6
7
1726
2354
34.4
10.9
7
1754
2392
34.9
11.6
7
1781
2428
35.5
12.0
Average
Standard Deviation
% COV
1722
68.1
3.95
2348
93
3.95
34.3
1.36
3.95
11.3
0.60
5.28
323
14.1
4.38
440
19.3
4.38
6.42
0.28
4.38
546
25.0
4.58
745
34.1
4.58
10.9
0.50
4.58
1486
63.4
4.26
2026
86
4.26
29.6
1.26
4.26
Percent Retained
RFid
92.8
1.08
92.8
1.08
92.8
1.08
91.7
96.9
96.9
96.9
98.8
98.8
98.8
104
104
104
D-4
REGEO(2007)-01
June, 2009
Machine Direction
Sample
Identification
SF80
Baseline
Specimen
Number
1
2
3
4
5
Ribs per
Foot
Width
10.0
10.0
10.0
10.0
10.0
Average
Standard Deviation
% COV
of Ribs
Load
Load
Load
@ Break
Tested
(lbs)
(lbs/ft)
(kN/m)
(%)
5
3843
7687
112
13.0
5
3936
7872
115
13.2
5
3991
7983
117
13.6
5
4056
8111
118
14.4
5
4009
8019
117
13.6
3967
81.3
2.05
7934
163
2.05
116
2.37
2.05
13.6
0.53
3.91
Load
@ 2%
lbs
683
704
691
694
689
Load
@ 2%
(lbs/ft)
1367
1408
1382
1387
1378
Load
@ 2%
(kN/m)
20.0
20.5
20.2
20.3
20.1
Load
@ 5%
lbs
1047
1087
1060
1064
1063
Load
@ 5%
(lbs/ft)
2094
2173
2120
2128
2126
Load
@ 5%
(kN/m)
30.6
31.7
30.9
31.1
31.0
Load
@ 10%
lbs
2513
2615
2533
2496
2574
Load
@ 10%
(lbs/ft)
5025
5230
5066
4993
5148
Load
@ 10%
(kN/m)
73.4
76.4
74.0
72.9
75.2
692
7.49
1.08
1384
15.0
1.08
20.2
0.22
1.08
1064
14.3
1.34
2128
28.6
1.34
31.1
0.42
1.34
2546
48.2
1.89
5093
96.3
1.89
74.4
1.41
1.89
Load
@ 2%
lbs
687
655
690
680
699
673
685
678
682
672
Load
@ 2%
(lbs/ft)
1374
1311
1381
1360
1398
1347
1371
1357
1365
1345
Load
@ 2%
(kN/m)
20.1
19.1
20.2
19.9
20.4
19.7
20.0
19.8
19.9
19.6
Load
@ 5%
lbs
1062
1028
1076
1054
1075
1032
1049
1043
1057
1038
Load
@ 5%
(lbs/ft)
2125
2057
2152
2108
2151
2064
2098
2086
2114
2075
Load
@ 5%
(kN/m)
31.0
30.0
31.4
30.8
31.4
30.1
30.6
30.5
30.9
30.3
Load
@ 10%
lbs
1062
1028
1076
1054
1075
1032
1049
1043
1057
1038
Load
@ 10%
(lbs/ft)
2125
2057
2152
2108
2151
2064
2098
2086
2114
2075
Load
@ 10%
(kN/m)
31.0
30.0
31.4
30.8
31.4
30.1
30.6
30.5
30.9
30.3
Machine Direction
Sample
Identification
SF80
installed in
Gradation 1
(Coarse Gravel)
Specimen
Number
1
2
3
4
5
6
7
8
9
10
Ribs per
Foot
Width
10.0
10.0
10.0
10.0
10.0
10.0
10.0
10.0
10.0
10.0
of Ribs
Load
Load
Load
@ Break
Tested
(lbs)
(lbs/ft)
(kN/m)
(%)
5
3644
7289
106
12.8
5
3753
7506
110
13.1
5
3521
7041
103
12.3
5
3515
7031
103
12.6
5
3829
7658
112
12.8
5
3844
7687
112
14.5
5
3703
7406
108
13.6
5
3590
7180
105
13.9
5
3876
7751
113
13.5
5
3642
7283
106
13.0
Average
Standard Deviation
% COV
3692
131
3.56
7383
263
3.56
108
3.83
3.56
13.2
0.68
5.14
680
11.8
1.74
1361
23.6
1.74
19.9
0.34
1.74
1051
16.7
1.59
2103
33.4
1.59
30.7
0.49
1.59
1051
16.7
1.59
2103
33.4
1.59
30.7
0.49
1.59
Percent Retained
RFid
93.1
1.07
93.1
1.07
93.1
1.07
97.4
98.3
98.3
98.3
98.8
98.8
98.8
41.3
41.3
41.3
D-5
REGEO(2007)-01
June, 2009
Machine Direction
Sample
Identification
SF80
Baseline
Specimen
Number
1
2
3
4
5
Ribs per
Foot
Width
10.0
10.0
10.0
10.0
10.0
Average
Standard Deviation
% COV
of Ribs
Load
Load
Load
@ Break
Tested
(lbs)
(lbs/ft)
(kN/m)
(%)
7
5457
7796
114
13.5
7
5813
8304
121
14.7
7
5735
8193
120
14.0
7
5690
8129
119
13.7
7
5800
8286
121
14.4
5699
144
2.53
8142
206
2.53
119
3.01
2.53
14.1
0.49
3.49
Load
@ 2%
lbs
987
967
954
971
984
Load
@ 2%
(lbs/ft)
1409
1381
1362
1387
1406
Load
@ 2%
(kN/m)
20.6
20.2
19.9
20.2
20.5
Load
@ 5%
lbs
1511
1464
1467
1479
1515
Load
@ 5%
(lbs/ft)
2159
2091
2095
2113
2165
Load
@ 5%
(kN/m)
31.5
30.5
30.6
30.8
31.6
Load
@ 10%
lbs
3462
3479
3560
3609
3604
Load
@ 10%
(lbs/ft)
4946
4970
5085
5155
5149
Load
@ 10%
(kN/m)
72.2
72.6
74.2
75.3
75.2
972
13.5
1.39
1389
19.3
1.39
20.3
0.28
1.39
1487
24.6
1.66
2125
35.2
1.66
31.0
0.51
1.66
3543
68.8
1.94
5061
98.2
1.94
73.9
1.43
1.94
Load
@ 2%
lbs
909
911
917
928
968
940
961
941
935
923
Load
@ 2%
(lbs/ft)
1298
1302
1309
1326
1383
1343
1373
1344
1335
1318
Load
@ 2%
(kN/m)
19.0
19.0
19.1
19.4
20.2
19.6
20.0
19.6
19.5
19.2
Load
@ 5%
lbs
1392
1383
1350
1447
1522
1524
1545
1494
1485
1462
Load
@ 5%
(lbs/ft)
1989
1976
1928
2067
2174
2178
2207
2134
2121
2089
Load
@ 5%
(kN/m)
29.0
28.8
28.2
30.2
31.7
31.8
32.2
31.2
31.0
30.5
Load
@ 10%
lbs
2922
2901
2632
3188
3386
3921
3972
3839
3713
3674
Load
@ 10%
(lbs/ft)
4174
4144
3760
4554
4838
5602
5675
5485
5304
5249
Load
@ 10%
(kN/m)
60.9
60.5
54.9
66.5
70.6
81.8
82.9
80.1
77.4
76.6
Machine Direction
Sample
Identification
SF80
installed in
Gradation 2
(Sandy Gravel)
Specimen
Number
1
2
3
4
5
6
7
8
9
10
Ribs per
Foot
Width
10.0
10.0
10.0
10.0
10.0
10.0
10.0
10.0
10.0
10.0
of Ribs
Load
Load
Load
@ Break
Tested
(lbs)
(lbs/ft)
(kN/m)
(%)
7
5143
7347
107
13.9
7
5148
7354
107
13.9
7
4774
6821
100
13.9
7
4767
6809
99
12.9
7
4784
6834
100
12.3
7
4580
6542
96
11.0
7
4920
7029
103
11.4
7
4839
6913
101
11.4
7
4371
6244
91
10.9
7
4882
6975
102
11.9
Average
Standard Deviation
% COV
4821
234
4.85
6887
334
4.85
101
4.88
4.85
12.4
1.22
9.87
933
20.1
2.15
1333
28.6
2.15
19.5
0.42
2.15
1460
66.5
4.55
2086
95
4.55
30.5
1.39
4.55
3415
480
14.06
4878
686
14.06
71.2
10.0
14.06
Percent Retained
RFid
84.6
1.18
84.6
1.18
84.6
1.18
87.9
96.0
96.0
96.0
98.2
98.2
98.2
96.4
96.4
96.4
D-6
REGEO(2007)-01
June, 2009
Machine Direction
Sample
Identification
SF80
Baseline
Specimen
Number
1
2
3
4
5
Ribs per
Foot
Width
10.0
10.0
10.0
10.0
10.0
Average
Standard Deviation
% COV
of Ribs
Load
Load
Load
@ Break
Tested
(lbs)
(lbs/ft)
(kN/m)
(%)
7
5525
7893
115
13.2
7
5737
8196
120
14.5
7
5653
8075
118
13.7
7
5817
8310
121
14.4
7
5584
7978
116
14.1
5663
117
2.06
8090
167
2.06
118
2.43
2.06
14.0
0.54
3.84
Load
@ 2%
lbs
1000
994
984
995
972
Load
@ 2%
(lbs/ft)
1428
1419
1406
1421
1389
Load
@ 2%
(kN/m)
20.8
20.7
20.5
20.8
20.3
Load
@ 5%
lbs
1547
1533
1527
1534
1491
Load
@ 5%
(lbs/ft)
2210
2190
2182
2191
2130
Load
@ 5%
(kN/m)
32.3
32.0
31.9
32.0
31.1
Load
@ 10%
lbs
3624
3589
3620
3636
3505
Load
@ 10%
(lbs/ft)
5177
5128
5171
5195
5007
Load
@ 10%
(kN/m)
75.6
74.9
75.5
75.8
73.1
989
10.9
1.10
1413
15.5
1.10
20.6
0.23
1.10
1526
21.0
1.38
2180
30.0
1.38
31.8
0.44
1.38
3595
53.1
1.48
5135
75.8
1.48
75.0
1.11
1.48
Load
@ 2%
lbs
967
1090
976
991
992
970
1006
959
990
987
Load
@ 2%
(lbs/ft)
1382
1558
1395
1416
1418
1385
1437
1371
1414
1410
Load
@ 2%
(kN/m)
20.2
22.7
20.4
20.7
20.7
20.2
21.0
20.0
20.6
20.6
Load
@ 5%
lbs
1539
1724
1543
1523
1512
1477
1526
1498
1592
1577
Load
@ 5%
(lbs/ft)
2198
2463
2205
2176
2159
2110
2179
2140
2274
2253
Load
@ 5%
(kN/m)
32.1
36.0
32.2
31.8
31.5
30.8
31.8
31.3
33.2
32.9
Load
@ 10%
lbs
3750
4392
3868
3196
3126
3058
3093
3117
3940
3965
Load
@ 10%
(lbs/ft)
5357
6275
5525
4566
4466
4369
4419
4453
5628
5665
Load
@ 10%
(kN/m)
78.2
91.6
80.7
66.7
65.2
63.8
64.5
65.0
82.2
82.7
Machine Direction
Sample
Identification
SF80
installed in
Gradation 3
(Sand)
Specimen
Number
1
2
3
4
5
6
7
8
9
10
Ribs per
Foot
Width
10.0
10.0
10.0
10.0
10.0
10.0
10.0
10.0
10.0
10.0
of Ribs
Load
Load
Load
@ Break
Tested
(lbs)
(lbs/ft)
(kN/m)
(%)
7
5439
7770
113
12.9
7
5565
7950
116
12.2
7
5055
7221
105
11.9
7
5286
7552
110
13.6
7
5587
7981
117
14.6
7
5496
7851
115
14.7
7
5583
7976
116
15.0
7
5524
7891
115
14.6
7
5527
7896
115
12.8
7
5578
7969
116
13.1
Average
Standard Deviation
% COV
5464
170
3.12
7806
243
3.12
114
3.55
3.12
13.5
1.13
8.35
993
37.0
3.72
1419
52.8
3.72
20.7
0.77
3.72
1551
69.7
4.50
2216
100
4.50
32.4
1.45
4.50
3551
485
13.66
5072
693
13.66
74.1
10.1
13.66
Percent Retained
RFid
96.5
1.04
96.5
1.04
96.5
1.04
96.8
100
100
100
102
102
102
98.8
98.8
98.8
D-7
REGEO(2007)-01
June, 2009
Machine Direction
Sample
Identification
SF350
Baseline
Specimen
Number
1
2
3
4
5
Ribs per
Foot
Width
7.5
7.5
7.5
7.5
7.5
Average
Standard Deviation
% COV
of Ribs
Load
Load
Load
@ Break
Tested
(lbs)
(lbs/ft)
(kN/m)
(%)
3
11263
28157
411
13.9
3
11267
28169
411
14.4
3
11196
27990
409
13.9
3
11779
29447
430
13.1
3
11220
28049
410
15.3
11345
244
2.15
28362
611
2.15
414
8.92
2.15
14.1
0.81
5.8
Load
@ 2%
lbs
1650
1808
1829
1891
1874
Load
@ 2%
(lbs/ft)
4124
4520
4574
4728
4686
Load
@ 2%
(kN/m)
60.2
66.0
66.8
69.0
68.4
Load
@ 5%
lbs
2603
2612
2701
2691
2672
Load
@ 5%
(lbs/ft)
6508
6530
6752
6728
6681
Load
@ 5%
(kN/m)
95.0
95.3
98.6
98.2
97.5
Load
@ 10%
lbs
5611
5397
5524
5503
5264
Load
@ 10%
(lbs/ft)
14027
13492
13810
13758
13160
Load
@ 10%
(kN/m)
205
197
202
201
192
1811
96
5.3
4526
240
5.3
66.1
3.50
5.3
2656
45.3
1.71
6640
113
1.71
96.9
1.65
1.71
5460
133
2.4
13649
334
2.4
199
4.9
2.4
Load
@ 2%
lbs
2188
1884
1995
2116
1853
2029
1718
1931
2025
2247
Load
@ 2%
(lbs/ft)
5470
4710
4987
5291
4633
5072
4294
4828
5062
5616
Load
@ 2%
(kN/m)
79.9
68.8
72.8
77.2
67.6
74.1
62.7
70.5
73.9
82.0
Load
@ 5%
lbs
3056
2683
2777
2863
2738
2811
2718
2774
2817
3095
Load
@ 5%
(lbs/ft)
7641
6708
6942
7157
6845
7027
6795
6935
7044
7738
Load
@ 5%
(kN/m)
112
97.9
101
104
99.9
103
99.2
101
103
113
Load
@ 10%
lbs
7928
5772
6095
6721
6576
6024
6260
6625
6335
8311
Load
@ 10%
(lbs/ft)
19820
14430
15237
16802
16440
15060
15650
16563
15838
20777
Load
@ 10%
(kN/m)
289
211
222
245
240
220
228
242
231
303
Machine Direction
Sample
Identification
SF350
installed in
Gradation 1
(Coarse Gravel)
Specimen
Number
1
2
3
4
5
6
7
8
9
10
Ribs per
Foot
Width
7.5
7.5
7.5
7.5
7.5
7.5
7.5
7.5
7.5
7.5
of Ribs
Load
Load
Load
@ Break
Tested
(lbs)
(lbs/ft)
(kN/m)
(%)
3
8910
22276
325
11.1
3
9021
22553
329
12.7
3
9286
23216
339
12.5
3
8612
21530
314
11.7
3
8753
21881
319
11.6
3
9940
24851
363
12.9
3
8961
22403
327
11.8
3
9000
22499
328
11.7
3
9123
22807
333
12.1
3
8945
22362
326
10.5
Average
Standard Deviation
% COV
9055
362
3.99
22638
904
3.99
331
13.2
3.99
11.9
0.73
6.14
1998
160
8.01
4996
400
8.01
72.9
5.84
8.01
2833
138
4.87
7083
345
4.87
103
5.04
4.87
6665
825
12.4
16662
2062
12.4
243
30.1
12.4
Percent Retained
RFid
79.8
1.25
79.8
1.25
79.8
1.25
84.0
110
110
110
107
107
107
122
122
122
D-8
REGEO(2007)-01
June, 2009
Machine Direction
Sample
Identification
SF350
Baseline
Specimen
Number
1
2
3
4
5
Ribs per
Foot
Width
7.5
7.5
7.5
7.5
7.5
Average
Standard Deviation
% COV
of Ribs
Load
Load
Load
@ Break
Tested
(lbs)
(lbs/ft)
(kN/m)
(%)
3
11177
27942
408
12.3
3
11012
27530
402
15.1
3
11621
29053
424
12.8
3
11087
27717
405
13.3
3
11041
27603
403
13.5
11188
250
2.24
27969
626
2.24
408
9.13
2.24
13.4
1.07
7.96
Load
@ 2%
lbs
2059
2007
2094
1981
2056
Load
@ 2%
(lbs/ft)
5147
5017
5235
4952
5140
Load
@ 2%
(kN/m)
75.1
73.2
76.4
72.3
75.0
Load
@ 5%
lbs
2894
2895
2984
2858
2969
Load
@ 5%
(lbs/ft)
7236
7238
7459
7146
7422
Load
@ 5%
(kN/m)
106
106
109
104
108
Load
@ 10%
lbs
7051
6887
7570
6750
6872
Load
@ 10%
(lbs/ft)
17629
17217
18925
16874
17180
Load
@ 10%
(kN/m)
257
251
276
246
251
2039
45.1
2.21
5098
113
2.21
74.4
1.65
2.21
2920
53.7
1.84
7300
134
1.84
107
1.96
1.84
7026
322
4.59
17565
806
4.59
256
11.8
4.59
Load
@ 2%
lbs
2025
1625
2353
2335
2102
1834
2197
1376
2368
2224
Load
@ 2%
(lbs/ft)
5063
4063
5882
5837
5256
4585
5494
3441
5920
5561
Load
@ 2%
(kN/m)
73.9
59.3
85.9
85.2
76.7
66.9
80.2
50.2
86.4
81.2
Load
@ 5%
lbs
2793
2584
3269
3193
2865
2754
2947
2558
3283
3079
Load
@ 5%
(lbs/ft)
6983
6460
8173
7982
7162
6885
7369
6395
8206
7697
Load
@ 5%
(kN/m)
102
94.3
119
117
105
101
108
93.4
120
112
Load
@ 10%
lbs
6346
5249
8302
8051
6709
6132
6976
5177
8012
8001
Load
@ 10%
(lbs/ft)
15865
13123
20755
20128
16772
15330
17439
12944
20030
20004
Load
@ 10%
(kN/m)
232
192
303
294
245
224
255
189
292
292
Machine Direction
Sample
Identification
SF350
installed in
Gradation 2
(Sandy Gravel)
Specimen
Number
1
2
3
4
5
6
7
8
9
10
Ribs per
Foot
Width
7.5
7.5
7.5
7.5
7.5
7.5
7.5
7.5
7.5
7.5
of Ribs
Load
Load
Load
@ Break
Tested
(lbs)
(lbs/ft)
(kN/m)
(%)
3
9070
22674
331
12.0
3
9453
23631
345
13.4
3
8958
22395
327
11.3
3
9112
22781
333
10.6
3
9530
23824
348
12.3
3
9054
22634
330
12.6
3
9198
22994
336
11.6
3
9144
22860
334
13.8
3
9700
24249
354
11.1
3
9156
22890
334
10.2
Average
Standard Deviation
% COV
9237
240
2.60
23093
600
2.60
337
8.76
2.60
11.9
1.16
9.72
2044
335
16.4
5110
837
16.4
74.6
12.2
16.4
2933
267
9.11
7331
668
9.11
107
9.75
9.11
6896
1172
17.0
17239
2931
17.0
252
42.8
17.0
Percent Retained
RFid
82.6
1.21
82.6
1.21
82.6
1.21
88.8
100
100
100
100
100
100
98.1
98.1
98.1
D-9
REGEO(2007)-01
June, 2009
Machine Direction
Sample
Identification
SF350
Baseline
Specimen
Number
1
2
3
4
5
Ribs per
Foot
Width
7.5
7.5
7.5
7.5
7.5
Average
Standard Deviation
% COV
of Ribs
Load
Load
Load
@ Break
Tested
(lbs)
(lbs/ft)
(kN/m)
(%)
3
11402
28505
416
13.4
3
11008
27521
402
13.0
3
11275
28188
412
13.9
3
11236
28089
410
14.6
3
10937
27343
399
14.3
11172
193
1.73
27929
483
1.73
408
7.06
1.73
13.8
0.64
4.66
Load
@ 2%
lbs
1943
1884
2012
1787
1590
Load
@ 2%
(lbs/ft)
4858
4709
5031
4467
3975
Load
@ 2%
(kN/m)
70.9
68.8
73.4
65.2
58.0
Load
@ 5%
lbs
2833
2834
2862
2703
2660
Load
@ 5%
(lbs/ft)
7083
7085
7156
6757
6649
Load
@ 5%
(kN/m)
103
103
104
98.6
97.1
Load
@ 10%
lbs
6783
6590
6426
5869
5659
Load
@ 10%
(lbs/ft)
16959
16475
16066
14672
14147
Load
@ 10%
(kN/m)
248
241
235
214
207
1843
164
8.89
4608
410
8.89
67.3
5.98
8.89
2778
90.8
3.27
6946
227
3.27
101
3.31
3.27
6266
481
7.67
15664
1202
7.67
229
17.6
7.67
Load
@ 2%
lbs
2291
2119
2320
2110
2234
2138
2143
2105
1236
2278
Load
@ 2%
(lbs/ft)
5727
5297
5800
5274
5586
5346
5357
5263
3089
5694
Load
@ 2%
(kN/m)
83.6
77.3
84.7
77.0
81.5
78.0
78.2
76.8
45.1
83.1
Load
@ 5%
lbs
3143
2942
3190
2838
3010
2962
2965
2890
2514
3354
Load
@ 5%
(lbs/ft)
7858
7355
7975
7094
7524
7406
7412
7225
6285
8384
Load
@ 5%
(kN/m)
115
107
116
104
110
108
108
105
92
122
Load
@ 10%
lbs
7731
6812
7512
6120
6832
7064
6957
6543
4796
8509
Load
@ 10%
(lbs/ft)
19328
17031
18779
15300
17081
17659
17392
16357
11991
21272
Load
@ 10%
(kN/m)
282
249
274
223
249
258
254
239
175
311
Machine Direction
Sample
Identification
SF350
installed in
Gradation 3
(Sand)
Average
Standard Deviation
% COV
Percent Retained
RFid
Specimen
Number
1
2
3
4
5
6
7
8
9
10
Ribs per
Foot
Width
7.5
7.5
7.5
7.5
7.5
7.5
7.5
7.5
7.5
7.5
of Ribs
Load
Load
Load
@ Break
Tested
(lbs)
(lbs/ft)
(kN/m)
(%)
3
10395
25988
379
12.9
3
10267
25667
375
12.9
3
9932
24830
363
11.9
3
11072
27679
404
13.3
3
10325
25814
377
13.6
3
10208
25519
373
12.7
3
10151
25377
371
13.1
3
9416
23540
344
12.8
3
10334
25836
377
13.7
3
10126
25315
370
12.0
10223
412
4.03
25557
1029
4.03
373
15.0
4.03
12.9
0.59
4.56
2097
314
15.0
5243
784
15.0
76.6
11.4
15.0
2981
226
7.57
7452
564
7.57
109
8.24
7.57
6888
992
14.4
17219
2480
14.4
251
36.2
14.4
91.5
1.09
91.5
1.09
91.5
1.09
93.0
114
114
114
107
107
107
110
110
110
D-10
REGEO(2007)-01
June, 2009
Table D-10. Standard test soil gradations (% passing).
Standard Installation Damage Soils Used for Field Exposures
Percent Passing by Weight
US Sieve
Sieve Size
Type 1
Type2
Type 3
No.
(mm)
(Coarse Gravel)
(Sandy Gravel)
(Silty Sand)
6 - in
150
100.0
100.0
100.0
3 - in.
75
100.0
100.0
100.0
2 - in.
50
100.0
100.0
100.0
1.5 - in.
38
100.0
100.0
1 - in.
25
76.5
100.0
100.0
3/4 - in.
19
51.9
100.0
100.0
1/2 - in.
12.5
100.0
3/8 - in.
9.5
13.8
90.6
100.0
No. 4
4.75
0.8
29.2
98.9
No. 10
1.7
0.3
0.8
70.4
No. 20
0.85
0.1
0.0
41.2
No. 40
0.425
0.0
0.0
28.2
No. 60
0.25
0.0
0.0
22.8
No. 100
0.15
0.0
0.0
19.4
No. 200
0.075
0.0
0.0
16.0
D50, mm
18.5
6.4
1.2
LA Abrasion
Small Drum
19.1% loss
21% loss
Method B
500 Cycles
Liquid Limit, %
Plasticity Index, %
Angularity
Angular to
Angular to
Angular
(ASTM D 2488 )
Subangular
Subangular
GP
GP
SM
Soil Classification
Poorly Graded Poorly Graded Gravel with Well Graded Silty
Gravel
Sand
Sand
D-11
REGEO(2007)-01
June, 2009
Figure D-1. Lifting Plates positioned between ties and covered with first lift of compacted
soil/aggregate.
Figure D-2. Grid positioned over compacted base and covered. Cover
soil/aggregate is uniformly spread and compacted using field-scale equipment and
procedures.
D-12
REGEO(2007)-01
June, 2009
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.
D-13
REGEO(2007)-01
June, 2009
Appendix E: ISO/EN Laboratory Installation Damage Detailed Test
Results
E-1
REGEO(2007)-01
June, 2009
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 200
cycles producing between 209 lb/ft2 (10 kPa) minimum and 10,443 lb/ft2 (500 kPa) maximum
stress at a frequency of 1 Hz. The aggregate used is a sintered aluminum oxide with a grain size
such that 100% shall pass a 10 mm sieve and 0% shall pass a 5 mm sieve. The exposed
specimens 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.
E-2
REGEO(2007)-01
June, 2009
Table E-1: Laboratory installation damage (ISO/EN 10722) tensile test results for Synteen SF20
TRI Log #: E2280-08-01
PARAMETER
1
2
3
Laboratory Installation Dam age (ISO/EN 10722)
Strength Retained measured via w ide w idth tensile (ISO/EN 10319)
4
5
MEAN
STD.
DEV.
COEF.
VARI.
PERCENT
RETAINED
7
9.5
MD - Tensile Strength (lbs) - B
1871
1849
1764
1847
1920
1850
56
3
MD Tensile Strength (lbs/ft) - B
2539
2509
2394
2507
2606
2511
77
3
MD Tensile Strength (kN/m) - B
37.1
36.6
35.0
36.6
38.0
36.7
1.1
3.1
MD - Tensile Strength (lbs) - E
1189
1474
1416
1173
1236
1298
138
11
MD Tensile Strength (lbs/ft) - E
1614
2000
1922
1592
1677
1761
187
11
MD Tensile Strength (kN/m) - E
23.6
29.2
28.1
23.2
24.5
25.7
2.7
10.6
MD - Elong. @ Max. Load (%) - B
13.2
12.1
11.5
12.3
12.9
12.4
0.7
5.4
MD - Elong. @ Max. Load (%) - E
8.9
10.5
9.9
9.0
9.8
9.6
0.7
6.9
70
78
B - Baseline Unexposed
E - Exposed
The testing herein is based upon accepted industry practice as w ell as the test method listed. Test results reported herein do not apply
E-3
REGEO(2007)-01
June, 2009
Table E-2: Laboratory enstallation damage (ISO/EN 10722) tensile test results for Synteen SF80
TRI Log #: E2280-08-01
PARAMETER
1
2
3
4
5
MEAN
STD.
DEV.
COEF.
VARI.
7
10.0
5614
5526
5657
5757
5417
5594
129
2
8020
7894
8081
8224
7739
7992
185
2
117
115
118
120
113
117
3
2.3
5285
5437
4754
4774
5179
5086
308
6
7550
7767
6791
6820
7399
7265
440
6
110
113
99
100
108
106
6
6.1
12.2
12.2
12.6
13.5
12.6
12.6
0.5
4.2
12.2
12.7
11.5
11.4
12.4
12.0
0.6
4.7
PERCENT
RETAINED
91
95
E - Exposed
E-4
REGEO(2007)-01
June, 2009
Table E-3: Laboratory enstallation damage (ISO/EN 10722) tensile test results for Synteen SF350
TRI Log #: E2280-08-01
PARAMETER
1
2
3
4
5
MEAN
STD.
DEV.
COEF.
VARI.
PERCENT
RETAINED
5
7.5
18700
18404
18615
18548
18499
18553
112
1
28050
27606
27923
27822
27749
27830
169
1
410
403
408
406
405
406
2
0.6
13657
13296
12854
13572
14104
13497
462
3
20486
19944
19281
20358
21156
20245
693
3
299
291
282
297
309
296
10
3.4
13.2
12.5
13.5
13.9
13.4
13.3
0.5
3.9
10.1
10.6
9.8
10.7
10.8
10.4
0.4
4.1
73
78
E - Exposed
E-5
REGEO(2007)-01
June, 2009
Appendix F: Creep Rupture Detailed Test Results
F-1
REGEO(2007)-01
June, 2009
Table F-1: Explanation/Key for Individual Creep Test Data Tables/Figures
Accelerated Creep Rupture via SIM - ASTM D 6992
Spreadsheet Filename
SUMMARY CREEP PARAMETERS: NTPEP - Manufacturer
Product
Specimen: Test Filename
4
Method: SIM (10 s, 14C),single rib, machine dir.
Test Date: 01-Jan-07
Average Creep Stress:
65.0
kN/m
%UTS:
Ultimate Tensile Strength:
100.0
kN/m
Rupture:
66.00
YES
Dwell Seq
t'
t
(t-t')i
Vshift(%)
logAT
Temp
logAT/T
1
0
0.5
0.5
-
-
20.00
-
2
9500
10000
500
0.1
1.2600
34.00
0.0900
3
19500
20000
500
0.1
1.2600
48.00
0.0900
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
Summary
Initial
Final
Units
@20C refT
lab time
90
60000
sec
-
logAT(t-t')
1.9542
4.7782
log hours
6.0000
AT(t-t')
-
17.25
years
114.00
Strain
9.500
12.500
%
-
Modulus
800.0
600.0
kN/m
-
AVG
logAT/T = Horizontal shift factor
for each temperature step expressed
per degree C
Average temperature for each step
0.0900
logAT = Horizontal shift factor for each temperature step
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
F-2
REGEO(2007)-01
June, 2009
081n2ssf206518d7.xls
SUMMARY CREEP PARAMETERS: NTPEP - Synteen Technical Fabrics
SF20
Specimen: 081n2ssf20sim65
4
Test Date: 18-Dec-07
24.4
kN/m
%UTS:
37.5
kN/m
Rupture:
Dwell Seq
t'
t
(t-t')i
Vshift(%)
logAT
Temp
65.01
YES
logAT/T
1
0
0.5
0.5
-
-
19.61
-
2
9300
10019
719
0.09
1.1429
33.12
0.0846
3
19300
20009
709
0.08
1.1780
46.60
0.0874
4
29300
29999
699
0.08
1.1837
60.61
0.0845
5
39300
39989
689
0.09
1.1896
74.59
0.0851
6
49300
49979
679
0.1
1.1955
88.38
Summary
Initial
Final
Units
@20C refT
lab time
54.6
52919
sec
-
logAT(t-t')
1.7372
9.4482
log hours
5.8586
AT(t-t')
-
88.95
years
82.37
Strain
8.914
11.121
%
-
Modulus
277.7
219.0
kN/m
-
0.0867
AVG
0.0856
12
STRAIN (%)
10
8
6
4
2
0
-4
-3
-2
-1
0
1
2
3
4
5
LOG TIME (hr)
Figure F-1. SIM/Creep data/curve for Synteen SF20 at load level of 65.01% UTS.
F-3
6
7
REGEO(2007)-01
June, 2009
081n2ssf207028n7.xls
SF20
4
Test Date: 28-Nov-07
26.2
kN/m
%UTS:
37.5
kN/m
Rupture:
Dwell Seq
t'
t
(t-t')i
Vshift(%)
logAT
Temp
69.98
YES
logAT/T
1
0
0.5
0.5
-
-
19.86
-
2
9400
10019
619
0.09
1.2079
34.04
0.0852
3
19400
20009
609
0.08
1.2399
48.58
0.0853
4
29400
29999
599
0.08
1.2467
62.82
0.0875
5
6
Summary
Initial
Final
Units
@20C refT
lab time
60.12
32399
sec
-
logAT(t-t')
1.7790
7.1714
log hours
3.6029
AT(t-t')
-
0.47
years
0.46
Strain
9.702
11.757
%
-
Modulus
273.7
223.0
kN/m
-
AVG
0.0860
14
12
STRAIN (%)
10
8
6
4
2
0
-4
-3
-2
-1
0
1
2
3
4
LOG TIME (hr)
F-4
5
REGEO(2007)-01
June, 2009
SF20
4
28.1
kN/m
%UTS:
37.5
kN/m
Rupture:
Dwell Seq
t'
t
(t-t')i
Vshift(%)
logAT
Temp
74.99
YES
logAT/T
1
0
0.5
0.5
-
-
20.06
-
2
9400
10019
619
0.1
1.2076
33.49
0.0899
3
19400
20009
609
0.1
1.2396
47.65
0.0876
4
29400
29999
599
0.15
1.2464
61.56
0.0896
Summary
Initial
Final
Units
@20C refT
lab time
61.5
32099
sec
-
logAT(t-t')
1.7889
7.1248
log hours
3.5735
AT(t-t')
-
0.42
years
0.43
Strain
9.315
11.782
%
-
Modulus
301.6
238.4
kN/m
-
5
6
AVG
0.0890
14
12
STRAIN (%)
10
8
6
4
2
0
-4
-3
-2
-1
0
1
2
3
4
LOG TIME (hr)
F-5
5
REGEO(2007)-01
June, 2009
081n2ssf208031d7.xls
SF20
4
30.0
kN/m
%UTS:
37.5
kN/m
Rupture:
Dwell Seq
t'
t
(t-t')i
Vshift(%)
logAT
Temp
80.00
YES
logAT/T
1
0
0.5
0.5
-
-
19.96
-
2
9500
10019
519
0.1
1.2842
34.02
0.0914
3
4
5
6
Summary
Initial
Final
Units
@20C refT
lab time
65.27
13319
sec
-
logAT(t-t')
1.8147
4.8662
log hours
1.3064
AT(t-t')
-
0.00
years
0.00
Strain
10.318
12.329
%
-
Modulus
292.4
243.1
kN/m
-
AVG
0.0914
14
12
STRAIN (%)
10
8
6
4
2
0
-4
-3
-2
-1
0
1
2
LOG TIME (hr)
F-6
3
REGEO(2007)-01
June, 2009
SF80
4
72.0
kN/m
%UTS:
120.1
kN/m
Rupture:
Dwell Seq
t'
t
(t-t')i
Vshift(%)
logAT
Temp
60.00
YES
logAT/T
1
0
0.5
0.5
-
-
19.50
-
2
9400
10019
619
0.09
1.2078
33.31
0.0875
3
19400
20009
609
0.08
1.2397
47.20
0.0892
4
29400
29999
599
0.07
1.2465
61.41
0.0877
5
39400
39989
589
1.27
1.2534
75.37
0.0898
6
49400
49979
579
0.15
1.2604
89.34
Summary
Initial
Final
Units
@20C refT
lab time
66.19
53355
sec
-
logAT(t-t')
1.8208
9.8051
log hours
6.2053
AT(t-t')
-
202.29
years
183.01
Strain
9.654
12.400
%
-
Modulus
746.2
343.5
kN/m
-
0.0902
AVG
0.0889
14
12
STRAIN (%)
10
8
6
4
2
0
-4
-3
-2
-1
0
1
2
3
4
5
6
LOG TIME (hr)
F-7
7
8
REGEO(2007)-01
June, 2009
SF80
4
78.1
kN/m
%UTS:
120.1
kN/m
Rupture:
Dwell Seq
t'
t
(t-t')i
Vshift(%)
logAT
Temp
65.01
YES
logAT/T
1
0
0.5
0.5
-
-
19.77
-
2
9400
10019
619
0.09
1.2078
34.01
0.0848
3
19400
20009
609
0.08
1.2398
48.25
0.0871
4
29400
29999
599
0.07
1.2466
62.36
0.0883
5
39400
39989
589
0.08
1.2535
76.29
0.0900
Summary
Initial
Final
Units
@20C refT
lab time
70.6
44999
sec
-
logAT(t-t')
1.8488
8.6959
log hours
5.1204
AT(t-t')
-
15.73
years
15.05
Strain
10.870
13.355
%
-
Modulus
718.1
584.4
kN/m
-
6
AVG
0.0875
5
6
16
14
STRAIN (%)
12
10
8
6
4
2
0
-4
-3
-2
-1
0
1
2
3
4
LOG TIME (hr)
F-8
REGEO(2007)-01
June, 2009
SF80
4
84.0
kN/m
%UTS:
120.1
kN/m
Rupture:
Dwell Seq
t'
t
(t-t')i
Vshift(%)
logAT
Temp
69.97
YES
logAT/T
1
0
0.5
0.5
-
-
19.75
-
2
9400
10019
619
0.09
1.2077
33.00
0.0912
3
19400
20009
609
0.08
1.2397
46.51
0.0918
4
29400
29999
599
0.07
1.2465
60.26
0.0907
5
6
Summary
Initial
Final
Units
@20C refT
lab time
74.74
39643
sec
-
logAT(t-t')
1.8736
7.7043
log hours
4.1255
AT(t-t')
-
1.60
years
1.52
Strain
10.816
12.968
%
-
Modulus
777.1
268.8
kN/m
-
AVG
0.0912
5
6
14
12
STRAIN (%)
10
8
6
4
2
0
-4
-3
-2
-1
0
1
2
3
4
LOG TIME (hr)
F-9
REGEO(2007)-01
June, 2009
SF80
4
90.0
kN/m
%UTS:
120.1
kN/m
Rupture:
Dwell Seq
t'
t
(t-t')i
Vshift(%)
logAT
Temp
75.00
YES
logAT/T
1
0
0.5
0.5
-
-
19.94
-
2
9300
10020
720
0.09
1.1420
34.05
0.0809
3
19300
20010
710
0.1
1.1771
48.21
0.0831
4
29300
30000
700
0.07
1.1828
62.32
0.0838
5
6
Summary
Initial
Final
Units
@20C refT
lab time
120.46
33420
sec
-
logAT(t-t')
2.0808
7.1168
log hours
3.5559
AT(t-t')
-
0.41
years
0.41
Strain
11.810
15.707
%
-
Modulus
762.6
573.4
kN/m
-
AVG
0.0826
18
16
STRAIN (%)
14
12
10
8
6
4
2
0
-4
-3
-2
-1
0
1
2
3
4
LOG TIME (hr)
F-10
5
REGEO(2007)-01
June, 2009
SF80
4
96.1
kN/m
%UTS:
120.1
kN/m
Rupture:
Dwell Seq
t'
t
(t-t')i
Vshift(%)
logAT
Temp
80.00
YES
logAT/T
1
0
0.5
0.5
-
-
19.82
-
2
9300
10019
719
0.09
1.1427
33.33
0.0846
3
19300
20009
709
0.1
1.1777
46.73
0.0878
Summary
Initial
Final
Units
@20C refT
lab time
80.2
22199
sec
-
logAT(t-t')
1.9042
5.7827
log hours
2.2112
AT(t-t')
-
0.02
years
0.02
Strain
12.108
15.318
%
-
Modulus
793.4
627.1
kN/m
-
4
5
6
AVG
0.0862
18
16
STRAIN (%)
14
12
10
8
6
4
2
0
-4
-3
-2
-1
0
1
2
3
LOG TIME (hr)
F-11
4
REGEO(2007)-01
June, 2009
SF80
4
102.1
kN/m
%UTS:
120.1
kN/m
Rupture:
Dwell Seq
t'
t
(t-t')i
Vshift(%)
logAT
Temp
85.00
YES
logAT/T
1
0
0.5
0.5
-
-
19.96
-
2
9300
10019
719
0.09
1.1425
32.70
0.0897
3
4
5
6
Summary
Initial
Final
Units
@20C refT
lab time
82.84
11819
sec
-
logAT(t-t')
1.9182
4.5438
log hours
0.9842
AT(t-t')
-
0.00
years
0.00
Strain
11.899
14.562
%
-
Modulus
857.7
700.9
kN/m
-
AVG
0.0897
16
14
STRAIN (%)
12
10
8
6
4
2
0
-4
-3
-2
-1
0
1
LOG TIME (hr)
F-12
2
REGEO(2007)-01
June, 2009
NTPEP - Synteen Technical Fabrics
Conventional Creep Test Results - ASTM D 5262
SF80 - Multirib
14
Finished without rupture @ 10,000 hrs
70.0 % UTS
12
% STRAIN
10
8
6
4
2
Reference Temperature - 20C
0
-4
-3
TRI Log # E2280-08-01
-2
-1
0
1
2
LOG TIME (HR)
Figure F-11. Creep data/curve per ASTM D5262, multirib, for Synteen SF80
at a load level of 70.0% UTS and 68oF(20oC)
F-13
3
4
REGEO(2007)-01
June, 2009
SF80 - Multirib
14
Rupture @ 4232 hrs
73.0 % UTS
12
% STRAIN
10
8
6
4
2
0
-4
-3
-2
-1
0
1
2
LOG TIME (HR)
TRI Log # E2280-08-01
F-14
3
4
REGEO(2007)-01
June, 2009
SF80 - Multirib
18
Rupture @ 301.3 hrs
76.0 % UTS
16
% STRAIN
14
12
10
8
6
4
2
0
-4
-3
-2
-1
0
1
2
LOG TIME (HR)
TRI Log # E2280-08-01
F-15
3
4
REGEO(2007)-01
June, 2009
SF80 - Multirib
16
Ruptured @ 96.8 hrs
79.0 % UTS
14
% STRAIN
12
10
8
6
4
2
0
-4
-3
-2
-1
0
1
2
LOG TIME (HR)
TRI Log # E2280-08-01
F-16
3
4
REGEO(2007)-01
June, 2009
SF80 - Single rib
18
Rupture @ 19.98 hrs
82.0 % UTS
16
% STRAIN
14
12
10
8
6
4
2
0
-4
-3
-2
-1
0
1
LOG TIME (HR)
TRI Log # E2280-08-01
Figure F-15. Creep data/curve per ASTM D5262, single rib, for Synteen SF80
F-17
2
REGEO(2007)-01
June, 2009
SF80 - Single rib
18
Rupture @ 0.46 hrs
85.0 % UTS
16
% STRAIN
14
12
10
8
6
4
2
0
-4
-3
-2
-1
0
LOG TIME (HR)
TRI Log # E2280-08-01
Figure F-16. Creep data/curve per ASTM D5262, single rib, for Synteen SF80
F-18
1
REGEO(2007)-01
June, 2009
081n2ssf3506519d7.xls
SF350
4
277.2
kN/m
%UTS:
426.5
kN/m
Rupture:
Dwell Seq
t'
t
(t-t')i
Vshift(%)
logAT
Temp
65.00
YES
logAT/T
1
0
0.5
0.5
-
-
20.17
-
2
9300
10020
720
0.12
1.1425
34.52
0.0796
3
19300
20010
710
0.1
1.1776
48.60
0.0837
4
29300
30000
700
0.1
1.1834
62.78
0.0834
5
39300
39990
690
0.1
1.1892
76.79
0.0849
6
49300
49980
680
0.1
1.1951
90.83
Summary
Initial
Final
Units
@20C refT
lab time
57.5
51570
sec
-
logAT(t-t')
1.7597
9.2437
log hours
5.7008
AT(t-t')
-
55.54
years
57.28
Strain
11.832
13.657
%
-
Modulus
2403.8
2029.8
kN/m
-
0.0851
AVG
0.0833
16
14
STRAIN (%)
12
10
8
6
4
2
0
-4
-3
-2
-1
0
1
2
3
4
5
LOG TIME (hr)
F-19
6
7
REGEO(2007)-01
June, 2009
081n2ssf3507018d7.xls
SF350
4
298.5
kN/m
%UTS:
426.5
kN/m
Rupture:
Dwell Seq
t'
t
(t-t')i
Vshift(%)
logAT
Temp
70.01
YES
logAT/T
1
0
0.5
0.5
-
-
20.05
-
2
9300
10020
720
0.12
1.1425
34.70
0.0780
3
19300
20010
710
0.1
1.1776
47.97
0.0887
4
29300
30000
700
0.1
1.1834
61.89
0.0850
5
39300
39990
690
0.1
1.1892
76.44
0.0817
Summary
Initial
Final
Units
@20C refT
lab time
67.5
40560
sec
-
logAT(t-t')
1.8293
7.7929
log hours
4.2403
AT(t-t')
-
1.97
years
1.98
Strain
12.474
14.774
%
-
Modulus
2454.4
2020.8
kN/m
-
6
AVG
0.0832
16
14
STRAIN (%)
12
10
8
6
4
2
0
-4
-3
-2
-1
0
1
2
3
4
5
LOG TIME (hr)
F-20
6
REGEO(2007)-01
June, 2009
081n2ssf3507518d7.xls
SF350
4
319.9
kN/m
%UTS:
426.5
kN/m
Rupture:
Dwell Seq
t'
t
(t-t')i
Vshift(%)
logAT
Temp
75.01
YES
logAT/T
1
0
0.5
0.5
-
-
20.45
-
2
9300
10020
720
0.1
1.1425
34.80
0.0796
3
19300
20010
710
0.1
1.1776
49.01
0.0829
4
29300
30000
700
0.1
1.1834
63.14
0.0837
Summary
Initial
Final
Units
@20C refT
lab time
57.5
33570
sec
-
logAT(t-t')
1.7597
7.1338
log hours
3.6136
AT(t-t')
-
0.43
years
0.47
Strain
12.587
15.395
%
-
Modulus
2630.8
2080.7
kN/m
-
5
6
AVG
0.0821
18
16
STRAIN (%)
14
12
10
8
6
4
2
0
-4
-3
-2
-1
0
1
2
3
4
LOG TIME (hr)
F-21
5
REGEO(2007)-01
June, 2009
081n2ssf3508020d7.xls
SF350
4
341.2
kN/m
%UTS:
426.5
kN/m
Rupture:
Dwell Seq
t'
t
(t-t')i
Vshift(%)
logAT
Temp
80.01
YES
logAT/T
1
0
0.5
0.5
-
-
20.30
-
2
9500
10020
520
0.1
1.2840
34.43
0.0909
Summary
Initial
Final
Units
@20C refT
lab time
67.5
11610
sec
-
logAT(t-t')
1.8293
4.6081
log hours
1.0788
AT(t-t')
-
0.00
years
0.00
Strain
11.777
13.275
%
-
Modulus
2958.5
2575.5
kN/m
-
3
4
5
6
AVG
0.0909
14
12
STRAIN (%)
10
8
6
4
2
0
-4
-3
-2
-1
0
1
2
LOG TIME (hr)
F-22
3
REGEO (2007)-01
June,2009
Synteen SF80 - Creep Rupture
Single Rib Conv. Rupture
SIM Data
All Data Regression
Multi-Rib Conv. Runout
Conv Regression
1000 hour Acceptable Limits
Multi-rib Conv. Rupture
SIM Regression
90.00
85.00
80.00
Load (%UTS)
75.00
70.00
65.00
60.00
55.00
SF80 SIM regression satisfies the 90% two sided
confidence limits at 1000 and 50,000 hours per WSDOT T925.
50.00
-1
0
1
2
1000 3
hrs
4
Time (log hrs)
50000 5
hrs
6
7
Figure F-21. Statistical evaluation results for determining validity of using SIM to extend Synteen SF geogrid
conventional creep rupture data, and to compare single-rib to multi-rib data.
F-23
8
REGEO(2007)-01
June, 2009
Table F-2. Computation table to determine statistical validity of using SIM to extend Synteen SF geogrid conventional creep data.
Synteen SF80 Creep Data Evaluation
SIM
Test Report
Conventional
Product
time, log
hrs
%UTS
Rupture
SF80
6.2053
60.00
SF80
SF80
5.1204
4.1255
SF80
SF80
SF80
Runout
Test
Report
logti-logtbar
(logtilogtbar)2
79.00
0.17
0.0306
0.00
0
0
76.00
73.00
76.00
73.00
0.67
1.82
0.4463
3.2962
-3.00
-6.00
9
36
-2.004144
-10.89329
82.00
85.00
82.00
85.00
-0.51
-2.15
0.2605
4.6147
3.00
6.00
9
36
-1.531056
-12.88915
Product
time, log hrs
%UTS
Rupture
60.00
SF80
1.9859
79.00
65.01
69.97
65.01
69.97
SF80
SF80
2.4790
3.6265
3.5559
2.2112
75.00
80.00
75.00
80.00
SF80
SF80
1.3006
-0.3372
0.9842
85.00
85.00
SF80
SF80
SF80
4.0000
Runout
Pi - Pbar (Pi-Pbar)2
K*L
70.00
2.353
6
5
3.00
4.70
P1000 =
75.0826
P50000 =
sigma squared =
69.4851
0.1189
sigma =
0.3448
but time is
the y axis
the x axis
-0.202297 -4.943217
18.366304 90.78863
4.6990 67.560452 = 50000 hr intercept
Conventional - All Points
9.0548
1.8110
395.00
79.00
Sum
0.00
8.6483
(90% 2-sided prediction limit)
Conv - 1000 hrs (log 3.000)
d-o-f
slope
intercept
if time were
3.0000 75.958978 = 1000 hr intercept
SF80
SF80
student's t =
n-sim =
n-conv =
treg =
treg =
time is dependent variable:
R squared 0.9898507 0.989851
-2 100.6751
10 41.35646
SF80
Sum
Mean
SIM - All Points
Conv - 50000 hrs (log 4.699)
3
log tL - lower =
log tL - upper =
2.05
3.95
75.0826 log tL - lower =
75.0826 log tL - upper =
SIM - logtL @ Load =
3.18 OK
3.49
5.90
SIM - logtL @ Load =
69.4851
69.4851
4.31 OK
0.00
90
-27.31764
if time were
but time is
the y axis
the x axis
slope
-0.303529 -3.294574
intercept 25.789769 84.96632
R squared 0.9587673 0.958767
-2 91.55547
10 52.02057
3.0000 75.082593 = 1000 hr intercept
4.6990 69.485111 = 50000 hr intercept
All Creep Data (conv & SIM)
90% 2-sided conf. limit
df
student's t
2
2.92
3
2.353
4
2.132
5
2.015
6
1.943
7
1.895
8
1.86
9
1.833
10
1.812
11
1.796
12
1.782
13
1.771
14
1.761
if time were
but time is
the y axis
the x axis
slope
-0.232303 -4.304722
intercept 20.369467 87.68489
R squared 0.9511464 0.951146
-2 96.29434
10 44.63767
3.0000 74.770726 = 1000 hr intercept
4.6990 67.457004 = 50000 hr intercept
F-24
REGEO (2007)-01
June,2009
Synteen SF80 - SF20 - SF350 - Creep Rupture
SF80 Regression
All Regression
SF80 SIM Rupture
SF20 SIM rupture
SF20 Regression
SF80 conv rupture
SF350 SIM rupture
SF350 Regression
SF80 conv runout
100
SF20 & SF350 regressions satisfy the 90% two sided confidence limits at 2000 and 50,000 hours per WSDOT T925.
Load (%UTS)
90
80
70
60
50
0
1
2
3
2000
hrs
4
Time (log hrs)
50000
hrs
5
6
7
Figure F-22. Statistical evaluation results for determining validity of creating composite creep rupture envelope for the Synteen SF geogrid
product line.
F-25
8
REGEO(2007)-01
June, 2009
Table F-3. Computation table to determine statistical validity of creating composite creep rupture envelope for the Synteen SF geogrid product line - SF20 and SF80
comparision.
Test Report
Product
SF20
SIM Tests on SF20
Expected
time, log
hrs
%UTS
5.8586
65.01
SIM & Conventional Tests on SF80
Rupture
65.01
Test
Report
Product
SF80
time, log hrs
6.2053
%UTS
60.00
Rupture
60.00
Runout
logti-logtbar
3.36
(logtilogtbar)2
11.3147
K*L
-15.45
238.7868 -51.97882
SF20
3.6029
69.98
69.98
SF80
5.1204
65.01
65.01
2.28
5.1931
-10.44
109.0506 -23.79721
SF20
SF20
3.5735
1.3064
74.99
80.00
74.99
80.00
SF80
SF80
4.1255
3.5559
69.97
75.00
69.97
75.00
1.28
0.71
1.6485
0.5103
-5.48
-0.45
30.0603 -7.039443
0.204962 -0.323397
SF80
2.2112
80.00
80.00
-0.63
0.3974
4.55
20.67769 -2.86646
SF80
SF80
SF80
0.9842
85.00
85.00
-1.86
3.4498
9.55
91.15042 -17.73281
student's t =
n-sf20 =
n-sf80 =
1.833
4
11
d-o-f
9
treg =
3.3010
SF80
1.9859
79.00
79.00
-0.86
0.7322
3.55
12.58314 -3.035292
treg =
4.6990
73.8904
SF80
2.4790
76.00
76.00
-0.36
0.1315
0.55
0.299507 -0.198424
P2000 =
SF80
1.3006
82.00
82.00
-1.54
2.3746
6.55
42.86678 -10.08914
P50000 =
sigma squared =
67.8727
0.1980
SF80
SF80
-0.3372
3.6265
85.00
73.00
85.00
73.00
-3.18
0.78
10.1048
0.6161
9.55
-2.45
91.15042 -30.34896
6.015871 -1.925221
sigma =
0.4450
SF80
SF80
SF80
SF80
SF80
Sum
4.0000
df
student's t
2
2.92
3
4
5
6
7
8
9
10
11
12
13
14
2.353
2.132
2.015
1.943
1.895
1.86
1.833
1.812
1.796
1.782
1.771
1.761
Mean
70
31.2573
829.98
2.8416
75.45
Sum
0.00
36.4728
2.45
4.15
SF20 - logtL @ Load =
3.20 OK
642.8464 -149.3352
SF20 - All Points
slope
intercept
if time were
but time is
the y axis
the x axis
-0.273758 -3.652862
23.43143 85.59179
R squared 0.9033694 0.903369
-2 92.89752
10 49.06317
3.3010 73.533582 = 2000 hr intercept
4.6990 68.427099 = 50000 hr intercept
SF80 - All Points
if time were
but time is
the y axis
the x axis
slope
-0.232303 -4.304722
intercept 20.466003 88.10045
R squared 0.9511464 0.951146
-2 96.7099
10 45.05323
3.3010 73.890436 = 2000 hr intercept
* runout plotting below the regression line is not included in the regression
SF80 - 2000 hrs (log 3.301)
SF80 - 50000 hrs (log 4.699)
log tL - lower =
log tL - upper =
0.00
SIM
SIM
SIM
SIM
SIM
SIM
SIM
SIM
Conv
Conv
Conv
Conv
Conv
Conv
Conv
Conv
Conv
Conv
4.6990 67.872693 = 50000 hr intercept
All Creep Data SF80 & SF20 (conv & SIM)
3.81
5.59
F-26
67.8727
67.8727
4.85 OK
if time were
but time is
the y axis
the x axis
slope
-0.239025 -4.183671
intercept
20.87295 87.32555
R squared 0.9391005 0.939101
-2 95.69289
10 45.48884
5.8176 62.986627 = 75-yr intercept
5.9425 62.464086 = 100-yr intercept
REGEO(2007)-01
June, 2009
Table F-4. Computation table to determine statistical validity of creating composite creep rupture envelope for the Synteen SF geogrid product line - SF350 and SF80
comparision.
Test Report
Product
SIM Tests on SF350
Expected
time, log
hrs
%UTS
SIM & Conventional Tests on SF80
Rupture
Test
Report
Product
time, log hrs
%UTS
Rupture
Runout
logti-logtbar
(logtilogtbar)2
K*L
SF350
5.7008
65.00
65.00
SF80
6.2053
60.00
60.00
3.36
11.3147
-15.45
238.7868 -51.97882
SF350
SF350
4.2403
3.6136
70.01
75.01
70.01
75.01
SF80
SF80
5.1204
4.1255
65.01
69.97
65.01
69.97
2.28
1.28
5.1931
1.6485
-10.44
-5.48
109.0506 -23.79721
30.0603 -7.039443
SF350
1.0788
80.01
80.01
SF80
3.5559
75.00
75.00
0.71
0.5103
-0.45
0.204962 -0.323397
SF80
2.2112
80.00
80.00
-0.63
0.3974
4.55
20.67769 -2.86646
SF80
SF80
SF80
0.9842
85.00
85.00
-1.86
3.4498
9.55
91.15042 -17.73281
3.3010
SF80
1.9859
79.00
79.00
-0.86
0.7322
3.55
12.58314 -3.035292
SF80
2.4790
76.00
76.00
-0.36
0.1315
0.55
0.299507 -0.198424
SF80
1.3006
82.00
82.00
-1.54
2.3746
6.55
42.86678 -10.08914
SF80
SF80
SF80
SF80
SF80
SF80
SF80
Sum
-0.3372
3.6265
4.0000
85.00
73.00
85.00
73.00
-3.18
0.78
10.1048
0.6161
9.55
-2.45
91.15042 -30.34896
6.015871 -1.925221
student's t =
n-sf350 =
n-sf80 =
treg =
treg =
1.833
4
11
P2000 =
P50000 =
4.6990
73.8904
67.8727
sigma squared =
0.1980
sigma =
0.4450
df
student's t
2
2.92
3
4
5
6
7
8
9
10
11
12
13
14
2.353
2.132
2.015
1.943
1.895
1.86
1.833
1.812
1.796
1.782
1.771
1.761
d-o-f
9
Mean
70
31.2573
829.98
2.8416
75.45
Sum
0.00
36.4728
2.45
4.15
3.26 OK
642.8464 -149.3352
slope
intercept
if time were
but time is
the y axis
the x axis
-0.28967 -3.452209
24.661595 85.13697
R squared 0.9404286 0.940429
-2 92.04139
10 50.61489
3.3010
73.74113 = 2000 hr intercept
4.6990 68.915149 = 50000 hr intercept
SF80 - All Points
if time were
but time is
the y axis
the x axis
slope
-0.232303 -4.304722
intercept 20.466003 88.10045
R squared 0.9511464 0.951146
-2 96.7099
10 45.05323
3.3010 73.890436 = 2000 hr intercept
* runout plotting below the regression line is not included in the regression
SF80 - 2000 hrs (log 3.301)
SF80 - 50000 hrs (log 4.699)
log tL - lower =
log tL - upper =
0.00
SF350 - All Points
SIM
SIM
SIM
SIM
SIM
SIM
SIM
SIM
Conv
Conv
Conv
Conv
Conv
Conv
Conv
Conv
Conv
Conv
4.6990 67.872693 = 50000 hr intercept
All Creep Data SF80 & SF350 (conv & SIM)
3.81
5.59
F-27
67.8727
67.8727
5.00 OK
if time were
but time is
the y axis
the x axis
slope
-0.242429 -4.124923
intercept 21.149257 87.23906
R squared 0.9432547 0.943255
-2 95.48891
10 45.98983
5.8176 63.241906 = 75-yr intercept
5.9425 62.726703 = 100-yr intercept
REGEO(2007)-01
June, 2009
Table F-5. Computation table for composite creep rupture envelope for the Synteen SF geogrid product line (in support of Figure 5-1).
Stress, % of UTS
product:
SIM
DATA:
CONV
DATA:
data for regression calculation
loghrs
all
SF20
5.8586
65.01
SF20
3.6029
69.98
SF20
3.5735
74.99
SF20
1.3064
80.00
SF350
SF350
SF350
SF350
5.7008
4.2403
3.6136
1.0788
65.00
70.01
75.01
80.01
SF80
SF80
SF80
SF80
SF80
SF80
6.2053
5.1204
4.1255
3.5559
2.2112
0.9842
60.00
65.01
69.97
75.00
80.00
85.00
SF80 Multi-Rib
SF80 Multi-Rib
SF80 Multi-Rib
SF80
SF80
SF80 Multi-Rib
1.9859
2.4790
3.6265
1.3006
-0.3372
4.0000
SF20
65.01
69.98
74.99
80.00
SF350
65.00
70.01
75.01
80.01
79.00
76.00
73.00
82.00
85.00
sim
rupture
65.01
69.98
74.99
80.00
rlt
rupture
conv''l
rupture
sim
runout*
conv'l
runout*
NOTE: Don't include runouts in the regression
calculation unless the points lie above the line
SIM & Conventional - SF20
65.00
70.01
75.01
80.01
60.00
65.01
69.97
75.00
80.00
85.00
if time were
but time is
the y axis
the x axis
slope
-0.273758 -3.65286
intercept
23.43143 85.5918
R squared 0.9033694 0.90337
-2 92.8975
10 49.0632
6 63.674616 = 114 Year intercept
5.817863 64.339938 = 75 Year intercept
60.00
65.01
69.97
75.00
80.00
85.00
79.00
76.00
73.00
82.00
85.00
79.00
76.00
73.00
82.00
85.00
70.00
SIM Only - All
slope
intercept
R squared
SF80
if time were
but time is
the y axis
the x axis
slope
-0.28967 -3.45221
intercept 24.661595 85.137
R squared 0.9404286 0.94043
-2 92.0414
10 50.6149
6 64.423722 = 114 Year intercept
5.817863 65.052497 = 75 Year intercept
SIM Only - SF80
if time were
but time is
the y axis
the x axis
slope
-0.202297 -4.94322
intercept 18.366304 90.7886
R squared 0.9898507 0.98985
-2 100.675
10 41.3565
5.999706 61.130779 = 114 Year intercept
5.817863 62.029671 = 75 Year intercept
SIM & Conventional - All
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
-0.2311817
20.4160336
0.9268135
-2
10
5.99970632 62.3593041
5.81786273 63.1458872
-4.3256027
88.31165
0.9268135
96.9628554
45.0556229
= 114 Year intercept
= 75 Year intercept
slope
intercept
R squared
-0.2469286
21.4946851
0.93542518
-2
10
5.99970632 62.7508469
5.81786273 63.4872686
-4.0497536
87.0481795
0.93542518
95.1476868
46.550643
= 114 Year intercept
= 75 Year intercept
F-28
slope
-0.232303 -4.30472
intercept 20.369467 87.6849
R squared 0.9511464 0.95115
-2 96.2943
10 44.6377
5.999706 61.857824 = 114 Year intercept
5.817863 62.64061 = 75 Year intercept
REGEO(2007)-01
June, 2009
The regression for the conventional creep tests produced at log 3.00 hr (1,000 hrs) and log 4.6990
hr (50,000 hrs) intercepts at 75.08% and 69.49% UTS, respectively. The regression for the
accelerated 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 2.05 to log 3.95 and log 3.49 to log 5.90
associated with those %UTS. This evaluation is summarized in Table CR3. Thus, the
conventional and accelerated data may be used together to construct the characteristic creep
rupture curve of the primary product. Confidence limits satisfied per T925.
Table F-6. Summary of statistical comparison between SIM and conventional creep
rupture envelopes.
Product
SF80
conv.
SF80
SIM
Intercept at log
3.0000 & 4.6990
hrs, %UTS
Intercept at
same % UTS,
log hrs
75.08 & 69.49
3.0000 & 4.6990
90%
Confidence
Limits @
Higher %UTS,
log hrs
-
-
3.18 & 4.31
2.05 to 3.95
90%
Confidence
Limits @ Lower
%UTS, log hrs
3.49 to 5.90
The regression for the all creep tests on the primary product (SF80) produced log 3.3010 hr
(2,000 hrs) and log 4.6990 hr (50,000 hrs) intercepts at 73.89% and 67.87% UTS, respectively.
The regression for the creep tests on SF20 & SF350 produced log time intercepts for the same
%UTS within the 90% confidence limits of log 2.45 to log 4.15 and log 3.81 to log 5.59
associated with those %UTS. This evaluation is summarized in Table CR4. Thus, the primary,
SF80, and secondary products, SF20 & SF350, data may be used together to construct the
characteristic creep rupture curve of the family of products. Confidence limits satisfied per
T925.
Table F-7. Summary of statistical comparison between rupture envelopes for all tested SF
geogrid products, to test validity of composite creep rupture envelope for product line.
Product
SF80
SF20
SF350
Intercept at log
3.3010 & 4.6990
hrs, %UTS
Intercept at
same % UTS,
log hrs
73.89 & 67.87
3.3010 & 4.6990
3.20 & 4.85
3.26 & 5.00
-
F-29
90%
Confidence
Limits @
Higher %UTS,
log hrs
2.45 to 4.15
2.45 to 4.15
90%
Confidence
Limits @ Lower
%UTS, log hrs
3.81 to 5.59
3.81 to 5.59
REGEO(2007)-01
June, 2009
Appendix G: Durability Detailed Test Results
G-1
REGEO(2007)-01
June, 2009
Table G-1. Yarn test results to evaluate susceptibility to hydrolysis
Material: Polyester Yarn
Product Identification: SF20 Uncoated Synteen Geogrid Yarn
TRI Log #: E2280-08-01
PARAMETER
1
2
MEAN
STD.
DEV.
3
Carboxyl End Group (CEG) Count
(Test Method: GRI GG7)
mmol/Kg
19.4
19.0
19.4
19.3
0.2
39,987
37,809
39,000
38,932
1,091
Molecular Weight
(Test Method: GRI GG8)
Mn (Number average molecular weight)
Table G-2. UV resistance test results of Synteen SF20 geogrid.
TRI Log #: E2280-08-01
PARAMETER
1
2
3
4
MEAN
STD.
DEV.
PERCENT
RETAINED
5
UV Resistance (ASTM D 4355)
Strength Retained measured via single strip tensile (ASTM D 6637, Method A, mod.)
9.5
MD - Tensile Strength (lb/ft) - B
MD - Tensile Strength (kN/m) - B
273
2594
37.9
273
2594
37.9
275
2613
38.1
279
2651
38.7
278
2641
38.6
276
2618
38.2
3
27
0.4
MD - Tensile Strength (lb/ft) - E
MD - Tensile Strength (kN/m) - E
242
2299
33.6
233
2214
32.3
240
2280
33.3
236
2242
32.7
238
2261
33.0
238
2259
33.0
3
33
0.5
12.4
10.3
13.4
10.5
12.1
11.3
13.1
11.1
12.9
11.6
12.8
11.0
0.5
0.5
86
86
E - Exposed for 500 hours of ASTM D 4355 Cycle
G-2
REGEO(2007)-01
June, 2009
Table G-3. Summary of UV resistance test results for Synteen SF20 geogrid.
Synteen SF
Series Style
Mean Baseline
Tensile Strength
(lb/ft)
Standard
Deviation
(lb/ft)
Mean Exposed
Tensile Strength
(lb/ft)
Standard
Deviation
(lb/ft)
%
Strength
Retained
SF20
2,618
27
2,259
33
86
G-3
REGEO(2007)-01
June, 2009
Appendix H: Creep Stiffness Detailed Test Results
H-1
REGEO(2007)-01
June, 2009
Low Strain Ramp and Hold Test Results
Product: SF20
8.0
Individual Ramp & Hold Curves
before Strain Normaliztion
20%
UTS
7.0
6.0
% Strain
5.0
4.0
3.0
10%
UTS
2.0
1.0
5%
UTS
0.0
-4
TRI LOG # E2280-08-01
-3
-2
-1
Log Time (hr)
Figure H-1. Low strain ramp and hold tests for Synteen SF20 geogrid, before strain normalization.
H-2
0
REGEO(2007)-01
June, 2009
Product: SF20
10.0
Average Ramp & Hold Curves
after Strain Normaliztion
Log Linear Trend Line
9.0
8.0
R&H @
20% UTS
% Strain
7.0
1000 hours
6.0
5.0
4.0
R&H @
10% UTS
R&H @
8.05% UTS
3.0
2 ea Conventional Creep
@ 8.05% UTS
2.0
1.0
R&H @ 5% UTS
0.0
-4
-3
TRI LOG # E2280-08-01
-2
-1
0
1
2
3
4
Log Time (hr)
Figure H-2. Low strain ramp and hold tests for Synteen SF20 geogrid, after strain normalization, with 1000 hour low
strain creep tests.
H-3
REGEO(2007)-01
June, 2009
Creep Stiffness @ 1000 hours
Product: SF20
16000
14000
12000
y = 13576x-0.3994
R2 = 0.9983
10000
8000
6000
4000
2000
0
0.0
2.0
4.0
6.0
8.0
Strain (% )
Figure H-3. Creep stiffness versus strain at 1,000 hours for Synteen SF20 geogrid.
H-4
10.0
REGEO(2007)-01
June, 2009
Product: SF80
10.0
9.0
20%
UTS
8.0
% Strain
7.0
6.0
5.0
4.0
3.0
10%
UTS
2.0
5%
UTS
1.0
0.0
-4
TRI LOG # E2280-08-01
-3
-2
-1
Log Time (hr)
H-5
0
REGEO(2007)-01
June, 2009
Product: SF80
12.0
10.0
R&H @
20% UTS
1000 hours
% Strain
8.0
6.0
2 ea Conventional Creep
@ 7.24% UTS
R&H @
10% UTS
4.0
R&H @
7.24% UTS
2.0
R&H @ 5% UTS
0.0
-4
-3
TRI LOG # E2280-08-01
-2
-1
0
1
2
3
4
Log Time (hr)
Figure H-5. Low strain ramp and hold tests for Synteen SF80 geogrid, after strain normalization, with 1000 hour low
strain creep tests.
H-6
REGEO(2007)-01
June, 2009
Product: SF80
40000
35000
30000
y = 39046x-0.3908
R2 = 0.9946
25000
20000
15000
10000
5000
0
0.0
2.0
4.0
6.0
8.0
10.0
Strain (% )
H-7
12.0
REGEO(2007)-01
June, 2009
Product: SF350
8.0
20%
UTS
7.0
6.0
% Strain
5.0
4.0
3.0
2.0
10%
UTS
1.0
5%
UTS
0.0
-4
TRI LOG # E2280-08-01
-3
-2
-1
Log Time (hr)
H-8
0
REGEO(2007)-01
June, 2009
Product: SF350
10.0
9.0
8.0
1000 hours
% Strain
7.0
R&H @
20% UTS
6.0
5.0
4.0
3.0
2 ea Conventional Creep @
9.25% UTS
R&H @
10% UTS
R&H @
9.25% UTS
2.0
R&H @
5% UTS
1.0
0.0
-4
-3
TRI LOG # E2280-08-01
-2
-1
0
1
2
3
4
Log Time (hr)
Figure H-8. Low strain ramp and hold tests for Synteen SF350 geogrid, after strain normalization, with 1000 hour
low strain creep tests.
H-9
REGEO(2007)-01
June, 2009
Product: SF350
300000
250000
200000
y = 187751x-0.474
R2 = 0.9987
150000
100000
50000
0
0.0
2.0
4.0
6.0
8.0
Strain (% )
H-10
10.0
“The National Transportation Product
Evaluation Program (NTPEP) was
established by the American Association
of State Highway and Transportation
Officials (AASHTO) in early 1994. The
program pools the professional and
physical resources of the AASHTO
member departments in order to test
materials, products and devices of
common interest. The primary goals of
the program are to provide cost-effective
evaluations for the states by eliminating
duplication of routine testing by the
states; and to reduce duplication of
effort by the manufacturers who produce
and market commonly used proprietary,
engineered products.”
 NTPEP 
-- Rick Smutzer (IN), former NTPEP Chairman
call 1.202.624.5800
fax 1.800.525.5469
online www.NTPEP.ORG
ITEM: NTPEP Report 8507.1

Laboratory Evaluation of Geosynthetic Reinforcement

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