7607_GreatOakMSWLF_PermitModAppl_DIN28431_20170828

Environmental Consultants 2520 Whitehall Park Drive 704 504-3107 and Contractors Suite 450 FAX [phone] Charlotte, NC 28273-3557 www.scsengineers.com

Offices Nationwide
August 28, 2017
File No. 02215305.05

Mr. Ming-tai Chao, PE Division of Waste Management / Solid Waste Section
North Carolina Department of Environmental Quality
1646 Mail Service Center
Raleigh, NC 27699-1646
Subject: Minor Permit Modification
Great Oak Landfill, Permit No. 7607-MSWLF-2015
Randolph County, NC

Dear Mr. Chao:
On behalf of Waste Management of Carolinas, Inc., SCS Engineers, PC hereby submits the
enclosed minor permit modification for the Great Oak Landfill (Permit 7607-MSWLF-2015).
This minor permit modification addresses the following four items:
1. Modification of material requirements for the leachate collection system (LCS) and leak
detection system (LDS) geocomposite. This analysis was used as the basis for revising
Section 31 0519.26 - Geocomposite. The analysis is provided as Exhibit A.
2. Resolution/clarification of some of the quality control (QC) and quality assurance (QA)
testing discrepancies found during the construction of Cell 1. There were discrepancies
between the QA and QC testing requirements contained in the Technical Specifications and the Construction Quality Assurance Plan (CQA Plan). To clarify, the QA testing
requirements were removed from the Technical Specifications; and the QC testing
requirements were removed from the sampling/testing tables provided in the CQA Plan.
The following revised Technical Specifications are provided in Exhibit B:
• Section 31 0519.16 – Geomembrane (HDPE) Liner
• Section 31 0519.23 – Geosynthetic Clay Liner
• Section 31 0519.26 – Geocomposites
• Section 31 2323.13 - Backfill

3. The minor modification also includes revised Tables 1-6 from the CQA Plan. The
revised tables are provided in Exhibit C. For these tables the manufacturer’s quality
control testing requirements were removed since they are addressed in the Technical
Specifications.

EXHIBITS

EXHIBIT A
Required Transmissivity Analysis for Geocomposite
SCS Engineers, P.C. Environmental Consultants 2520 Whitehall Park Drive 704 504-3107 and Contractors Suite 450 FAX [phone] Charlotte, NC 28273-3557 www.scsengineers.com
EXHIBIT A

August 28, 2017 File No. 02215305.05

To: Mr. Ming-Tai Chao, PE
Division of Waste Management / Solid Waste Section
North Carolina Department of Environmental Quality

Subject: Modification to Landfill Bottom Liner System Geocomposite Material Requirements
Great Oak Landfill, Permit No. 7607-MSWLF-2015
Randolph County, NC

Dear Mr. Chao:

On behalf of Waste Management of Carolinas, Inc., SCS Engineers, PC (SCS) respectively requests a modification to the specified material properties for the leachate collection system
(LCS) and leachate leak detection system (LDS) geocomposite used for the Great Oak Landfill’s
bottom liner system. The geocomposite material properties requesting to be modified are
specified in the North Carolina Department of Environmental Quality (NCDEQ) approved
Permit to Construction (PTC) Application1, specifically in Section 5 Technical Specifications; Section 31 0519.26 - Geocomposites and Section 4 Engineering Plan; Appendix IV -
Geosynthetics and Leachate Generation Calculations.

PTC Application Bottom Liner System

1 Permit to Construct Application; Volumes I, II & III; Great Oak Landfill dated February 16, 2015 and revised on
October 21, 2015; prepared by S&ME. NCDEQ file ID 108980, 108891, 108979, and 105101.
Exhibit A
August 28, 2017
Page 2 of 5
Within the previously referenced Technical Specification Section 31 0519.26 of the PTC Application, the Geocomposite is required meet or exceed the following requirements:
Table 0519.26-C Geocomposite Transmissivity Requirements

Geocomposite
Application
Minimum
Thickness
mil
Tensile
Strength
lb/in
Normal
Load
psf
Transmissivity1
m3/m/sec
Liner System - LCS 250 55 810 1.2 x10-3
14,370 2.5 x10-4
Liner System - LDS 200 45 810 2.0 x10-4
14,370 2.3 x10-5
1. Liner System: Gradient of 0.3 at seat time of 100 hours. Liner System – LCS geocomposite
protective cover soil and underlaid by geomembrane. Liner System – LDS geocomposite overlaid by GCL and underlaid by geomembrane.
SCS completed an evaluation for the landfill bottom liner system LCS and LDS geocomposite
leachate collection system to determine the minimum transmissivity required to meet the
requirements set forth in the NC Solid Waste Management Rule 15 NCAC 13B .1624.b.2 that the leachate collection system shall be hydraulically designed to remove leachate from the
landfill and ensure that the leachate head on the composite liner does not exceed one foot. The
US EPA’s Hydrological Evaluation of Landfill Performance (HELP) model version 3.07 was
used for the evaluation using similar model inputs as the PTC Application Section 4 Engineering
Plan; Appendix IV - Geosynthetics and Leachate Generation Calculations with the following exceptions:

• Bottom liner system 24-inch protective soil cover hydraulic conductivity of 1.3x10-5
cm/sec based on laboratory testing conducted as part of Cell 1 construction. Testing data
provided in Attachment A;
• HELP Model Lateral Drainage Layer drainage net with a 0.25 inch thickness and
saturated hydraulic conductivity value of 1.40 cm/sec value for the LCS geocomposite.
This equates to an 8.89x10-5 m2/sec transmissivity. The HELP model results show that a lateral drainage layer with a transmissivity of 8.89x10-5
m2/sec meets the requirement of the NC Solid Waste Management Rule 15 NCAC 13B .1624.b.2
as to having less than one foot of hydraulic head on top of the landfill bottom liner system
primary HDPE geomembrane. The HELP model results are included in Attachment B and
summarized in Table 1-1.

Exhibit A
August 28, 2017
Page 3 of 5
Table 1-1. Summary of HELP Model Results for Typical One Acre Cell
Evaluation Parameters Average Annual Head on Geomembrane
Peak Daily Average Head on Geomembrane
Peak Daily Maximum Head on Geomembrane
10 feet of Waste with No Cover 0.019 inches 0.240 inches 0.482 inches
95 feet of Waste with Soil Cover 0.013 inches 0.102 inches 0.208 inches
190 feet of Waste with Soil Cover 0.013 inches 0.100 inches 0.187 inches
280 feet of Waste with Soil Cover 0.017 inches 0.101 inches 0.207 inches

To estimate the long-term hydraulic transmissivity for the LCS geocomposite material selection,
the HELP model input hydraulic transmissivity was increased by factors as outlined in
Geosynthetic Research Institute (GRI) Standard GC 8 dated April 17, 2001 and Geosynthetic
Institute (GSI) White Paper #4 as revised March 1, 2007. GRI and GSI material referenced is included in Attachment C. The GRI factors description and values used for the evaluation is as follows:

TMINIMUM = THELP Model * RFIN * RFCC * RFBC * RFCR

TMINIMUM = Estimated minimum long-term hydraulic transmissivity
THELP Model = HELP model geocomposite transmissivity input; 8.89x10-5 m2/sec
GRI Factors for Primary Leachate Collection
RFIN - Intrusion = 1.5
RFCC - Chemical Clogging = 1.5
RFBC - Biological Clogging = 1.5
RFCR - Creep = 1.4

TMINIMUM = 8.89x10-5 m2/sec * 1.5 * 1.5 * 1.5 * 1.4
TMINIMUM = 4.20x10-4 m2/sec
In conclusion, a LCS geocomposite with a minimum transmissivity of 4.20x10-4 m2/sec is
sufficient to maintain less than one foot of leachate head over the long term on the primary
HDPE geomembrane.
Exhibit A
August 28, 2017
Page 4 of 5
To estimate the long-term hydraulic transmissivity for the LDS geocomposite material selection, the HELP model estimated percolation/leakage through the bottom liner system geosythetic clay liner (GCL) was used. The HELP model results are included in Attachment B and summarized
in the following Table 1-2.
Table 1-2. Summary of HELP Model Results for Typical One Acre Cell
Evaluation Parameters Average Annual Percolation/Leakage through GCL
Peak Daily Percolation/Leakage through GCL
Calculated Percolation/Leakage Peak Flow Rate
10 feet of Waste with No Cover 0.009 cubic feet 0.0001 cubic feet 6.94x10-8 ft3/min (5.19x10-7 gallons/min)
95 feet of Waste with Soil Cover 0.009 cubic feet 0.00004 cubic feet 2.78x10-8 ft3/min (2.08x10-7 gallons/min)
190 feet of Waste with Soil Cover 0.009 cubic feet 0.00004 cubic feet 2.78x10-8 ft3/min (2.08x10-7 gallons/min)
280 feet of Waste with Soil Cover 0.009 cubic feet 0.00004 cubic feet 2.78x10-8 ft3/min (2.08x10-7 gallons/min)
The highest calculated percolation/leakage peak flow rate from Table 1-2 was increased by factors as outlined in GRI Standard GC 8 dated April 17, 2001 and GSI White Paper #4 as
revised March 1, 2007 to estimate the required transmissivity for the LDS. GRI material
referenced is included in Attachment C. The GRI factors description and values used for the
evaluation is as follows:

TMINIMUM = (Percolation/Leakage Flow Rate / Hydraulic Gradient) * RFIN * RFCC * RFBC * RFCR
TMINIMUM = Estimated minimum long-term hydraulic transmissivity

GRI Factors for Leak Detection
RFIN - Intrusion = 1.5
RFCC - Chemical Clogging = 1.5
RFBC - Biological Clogging = 1.5
RFCR - Creep = 1.4
TMINIMUM = (6.94x10-8 ft3 per min / 0.1 ft. per ft.) * 1.5 * 1.5 * 1.5 * 1.4
TMINIMUM = 3.28x10-6 ft3/min = 2.45x10-5 gallons/min/ft = 5.1x10-9 m2/sec
Exhibit A
August 28, 2017
Page 5 of 5
In conclusion, a LDS geocomposite with a minimum transmissivity of 5.1x10-9 m2/sec is sufficient to convey the estimated leachate percolation/leakage through the primary composite liner system over the long term.
In the PTC Application Section 4 Engineering Plan; Appendix IV - Geosynthetics and Leachate
Generation Calculations a factor of safety of 10 was used to reduce the long term minimum
transmissivity of the LDS geocomposite. Noted in the PTC Application was that this high factor of safety was used due to uncertainty of potential GCL intrusion into the geocomposite. There was no evidence of a geocomposite transmissivity reduction as compared to manufacture data
from the laboratory testing data for Cell 1 construction. For reference the Cell 1 construction
geocomposite testing data is provided in Attachment A. So for this evaluation no factor of safety
was used for the potential GCL intrusion.

M:\PROJECT FILES\02215305.05\Geocomposite Permit Mod\Leachate Collection System Permit Mod v.02.doc

ATTACHMENT A
Protective Soil Cover Laboratory Testing Data
Geocomposite Laboratory Testing Data

Updated with Transmissivity for 71221010044Updated with Transmissivity for 71221010002
Mail To:Bill To:
John Workman <= SameWaste Management, Inc
email: [e-mail]
cc email: [e-mail]
Dear Mr. Workman:
Thank you for consulting TRI/Environmental, Inc. (TRI) for your geosynthetics testing needs.
TRI is pleased to submit this final report of the laboratory testing for the sample(s) listed below.
Project:Great Oak Landfill
TRI Job Reference Number:22274
Material(s) Tested:Six, Skaps TN330-2-8 Double Sided Geocomposite(s)
Test(s) Requested:updating=>Transmissivity (ASTM D 4716) - GC
Peel Strength (ASTM D 7005) - GCThickness (ASTM D 5199) - GNMass/Unit Area (ASTM D 5261) - GN
Density (ASTM D 1505) - GN
Carbon Content (ASTM D 4218) - GN
Mass/Unit Area (ASTM D 5261) - GT
Grab Tensile (ASTM D 4632) - GTPuncture Strength (ASTM D 4833) - GTApparent Opening Size (ASTM D 4751) - GT
Permittivity (ASTM D 4491) - GT
If you have any questions or require any additional information, please call us at 1-800-880-8378
Sincerely,
Mansukh Patel
Laboratory Manager
Geosynthetic Services Division
www.GeosyntheticTesting.com
*Signature is on file
August 1, 2016
August 8, 2016
August 29, 2016
Page 1 of 17
GEOCOMPOSITE TEST RESULTS
TRI Client: Waste Management, Inc
Project: Great Oak Landfill
Material: Skaps TN330-2-8 Double Sided Geocomposite
Sample Identification: 71221010002
TRI Log #: 22274
STD.PROJ.
PARAMETER TEST REPLICATE NUMBER MEAN DEV.SPEC.
1 2 3 4 5 6 7 8 9 10
Hydraulic Transmissivity (ASTM D 4716)
Direction Tested: Machine Direction
Normal Load (psf):810
Hydraulic Gradient:0.3
12
12
Plate / GCL / Sample / MSGM / Plate
Seat Time
(hours)
Volume (cc)6000 6000 6000
Time (s)21.91 22.13 22.25
Flow Rate (GPM/ft width)4.26 4.22 4.19 4.22 0.03
Transmissivity (m^2/s)2.94E-03 2.91E-03 2.89E-03 2.91E-03 2.28E-05 2.00E-04
Test Temp (C)
Temp. Corr. Factor
Hydraulic Transmissivity (ASTM D 4716)
Direction Tested: Machine Direction
Normal Load (psf):14,370
Hydraulic Gradient:0.3
12
12
Plate / GCL / Sample / MSGM / Plate
Seat Time
(hours)
Volume (cc)977 973 959
Time (s)5.44 5.53 5.38
Flow Rate (GPM/ft width)2.79 2.74 2.77 2.77 0.03
Transmissivity (m^2/s)1.93E-03 1.89E-03 1.91E-03 1.91E-03 1.98E-05 2.30E-05
Test Temp (C)
Temp. Corr. Factor
Peel Strength (ASTM D 7005)
A - MD Average Peel Strength (ppi)5.0 5.1 2.3 1.9 1.3 3.1 1.8 1.0 min
A - MD Average Peel Strength (g/in)2265 2329 1058 867 577 1419 820
B - MD Average Peel Strength (ppi)1.9 0.5 0.9 4.1 5.5 2.6 2.2 1.0 min
B - MD Average Peel Strength (g/in)872 206 421 1880 2511 1178 985
Note: A and B represent a randomly assigned top and bottom of the sample
MD Machine Direction
100
21.0
Specimen 1
Test Length (in)
Test Width (in)
Specimen 1
100
21.0
0.981
Test Length (in)
Test Width (in)
0.981
Page 2 of 17
GEOCOMPOSITE TEST RESULTS
TRI Client: Waste Management, Inc
Project: Great Oak Landfill
Material: Skaps TN330-2-8 Double Sided Geocomposite
Sample Identification: 71221010002
TRI Log #: 22274
STD. PROJ.
PARAMETER TEST REPLICATE NUMBER MEAN DEV. SPEC.
1 2 3 4 5 6 7 8 9 10
Thickness (ASTM D 5199)GEONET COMPONENT
Thickness (mils)452 468 458 471 434 470 468 482 449 465 462 14
434 << min
Mass/Unit Area (ASTM D 5261)GEONET COMPONENT
5" diameter Circle - Mass (g)25.86 25.81 26.88 26.25 24.82 24.63 23.77 26.49 26.21 25.89
Mass/unit area (lbs./sq.ft)0.42 0.42 0.44 0.43 0.40 0.40 0.39 0.43 0.42 0.42 0.42 0.02
Density (ASTM D 1505)GEONET COMPONENT
Density (g/cm3)0.954 0.955 0.955 0.955 0.001 0.94 min
Carbon Black Content (ASTM D 4218)GEONET COMPONENT
% Carbon Black 2.53 2.53 2.53 0.00 2.0-3.0
Page 3 of 17
GEOCOMPOSITE TEST RESULTS
TRI Client: Waste Management, Inc
Project: Great Oak Landfill
Material: Skaps TN330-2-8 Double Sided Geocomposite
Sample Identification: 71221010002
TRI Log #: 22274 GEOTEXTILE - SIDE A
STD. PROJ.
PARAMETER TEST REPLICATE NUMBER MEAN DEV. SPEC.
1 2 3 4 5 6 7 8 9 10
Mass/Unit Area (ASTM D 5261)
5" diameter Circle - Mass (g) 4.12 3.23 3.26 3.52 3.84 4.45 3.41 3.14 3.26 3.74 3.60 0.43
Mass/Unit Area (oz/sq.yd) 9.58 7.51 7.58 8.19 8.93 10.35 7.93 7.30 7.58 8.70 8.37 1.01 8 min
Grab Tensile Properties (ASTM D 4632)
MD - Tensile Strength (lbs) 377 284 245 249 457 260 318 298 230 244 296 72 200 min
TD - Tensile Strength (lbs) 304 336 311 274 297 324 279 308 272 276 298 22 200 min
MD - Elong. @ Max. Load (%) 72 70 77 67 60 77 76 75 72 77 72 5
TD - Elong. @ Max. Load (%) 101 101 100 101 115 106 92 116 99 95 103 8
Puncture Resistance (ASTM D 4833)
Puncture Strength (lbs) 142 208 187 194 167 180 26 80 min
Apparent Opening Size (ASTM D 4751,mod. to include 80 sieve size)
Opening Size Diameter (mm) 0.170 0.175 0.170 0.168 0.161 0.169 0.005 0.18 max
Sieve No. 80 80 80 80 80 80 80 min
Permittivity (ASTM D 4491,Method C)
Thickness ( mil) 114 104 116 109 121 108 107 124 118 112 113 6.5
Thickness ( mm)2.90 2.64 2.95 2.77 3.07 2.74 2.72 3.15 3.00 2.84 2.88 0.16
Permittivity (Sec-1) 1.76 1.80 1.64 1.75 1.53 1.62 1.73 1.56 1.51 1.57 1.65 0.11
Permittivity (GPM/ft2) 132 135 123 131 114 121 129 117 113 117 123 7.9
Permittivity (cm/sec) 0.510 0.475 0.483 0.485 0.470 0.444 0.470 0.491 0.453 0.447 0.473 0.021 2.0E-04 min
MD Machine Direction TD Transverse Direction
Page 4 of 17
GEOCOMPOSITE TEST RESULTS
TRI Client: Waste Management, Inc
Project: Great Oak Landfill
Material: Skaps TN330-2-8 Double Sided Geocomposite
Sample Identification: 71221010002
TRI Log #: 22274 GEOTEXTILE - SIDE B
STD. PROJ.
PARAMETER TEST REPLICATE NUMBER MEAN DEV. SPEC.
1 2 3 4 5 6 7 8 9 10
Mass/Unit Area (ASTM D 5261)
5" diameter Circle - Mass (g) 3.61 3.51 3.64 3.47 4.61 3.31 3.82 3.59 3.57 3.83 3.70 0.36
Mass/Unit Area (oz/sq.yd) 8.40 8.16 8.47 8.07 10.72 7.70 8.89 8.35 8.30 8.91 8.60 0.83 8 min
Grab Tensile Properties (ASTM D 4632)
MD - Tensile Strength (lbs) 288 285 260 312 400 236 273 291 288 296 293 43 200 min
TD - Tensile Strength (lbs) 300 307 335 317 322 340 357 346 295 259 318 29 200 min
MD - Elong. @ Max. Load (%) 77 72 69 79 67 75 65 73 75 68 72 4
TD - Elong. @ Max. Load (%) 107 97 107 97 97 104 103 107 119 104 104 7
Puncture Resistance (ASTM D 4833)
Puncture Strength (lbs) 216 211 198 163 141 186 33 80 min
Apparent Opening Size (ASTM D 4751,mod. to include 80 sieve size)
Opening Size Diameter (mm) 0.170 0.181 0.173 0.170 0.168 0.172 0.005 0.18 max
Sieve No. 80 70 80 80 80 80 80 min
Permittivity (ASTM D 4491,Method C)
Thickness ( mil) 120 108 118 121 130 125 124 109 122 126 120 7.1
Thickness ( mm)3.05 2.74 3.00 3.07 3.30 3.18 3.15 2.77 3.10 3.20 3.06 0.18
Permittivity (Sec-1) 1.49 1.75 1.64 1.62 1.45 1.53 1.57 1.59 1.55 1.49 1.57 0.09
Permittivity (GPM/ft2) 111 131 123 121 108 114 117 119 116 111 117 6.6
Permittivity (cm/sec) 0.454 0.480 0.492 0.498 0.479 0.486 0.494 0.440 0.480 0.477 0.478 0.018 2.0E-04 min
MD Machine Direction TD Transverse Direction
Page 5 of 17
GEOCOMPOSITE TEST RESULTS
TRI Client: Waste Management, Inc
Project: Great Oak Landfill
Material: Skaps TN330-2-8 Double Sided Geocomposite
Sample Identification: 71221010044
TRI Log #: 22274
STD.PROJ.
PARAMETER TEST REPLICATE NUMBER MEAN DEV.SPEC.
1 2 3 4 5 6 7 8 9 10
Hydraulic Transmissivity (ASTM D 4716)
Direction Tested: Machine Direction
Normal Load (psf):810
Hydraulic Gradient:0.3
12
12
Plate / Protective Cover Soil / Sample / MSGM / Plate
Seat Time
(hours)
Volume (cc)6000 6000 6000
Time (s)22.03 22.19 22.19
Flow Rate (GPM/ft width)4.26 4.23 4.23 4.24 0.02
Transmissivity (m^2/s)2.94E-03 2.92E-03 2.92E-03 2.93E-03 1.22E-05 1.20E-03
Test Temp (C)
Temp. Corr. Factor
Hydraulic Transmissivity (ASTM D 4716)
Direction Tested: Machine Direction
Normal Load (psf):14,370
Hydraulic Gradient:0.3
12
12
Plate / Protective Cover Soil / Sample / MSGM / Plate
Seat Time
(hours)
Volume (cc)913 900 890
Time (s)5.69 5.54 5.53
Flow Rate (GPM/ft width)2.50 2.53 2.50 2.51 0.02
Transmissivity (m^2/s)1.72E-03 1.74E-03 1.73E-03 1.73E-03 1.12E-05 2.50E-04
Test Temp (C)
Temp. Corr. Factor
Peel Strength (ASTM D 7005)
A - MD Average Peel Strength (ppi)2.1 4.7 0.7 2.3 2.1 2.4 1.5 1.0 min
A - MD Average Peel Strength (g/in)949 2138 304 1062 931 1077 664
B - MD Average Peel Strength (ppi)2.8 7.1 1.8 5.8 2.7 4.0 2.3 1.0 min
B - MD Average Peel Strength (g/in)1253 3201 799 2647 1203 1821 1041
Note: A and B represent a randomly assigned top and bottom of the sample
MD Machine Direction
Test Length (in)
Test Width (in)
Specimen 1
100
20.7
0.988
0.981
100
21.0
Test Length (in)
Test Width (in)
Specimen 1
Page 6 of 17
GEOCOMPOSITE TEST RESULTS
TRI Client: Waste Management, Inc
Project: Great Oak Landfill
Material: Skaps TN330-2-8 Double Sided Geocomposite
Sample Identification: 71221010044
TRI Log #: 22274
STD. PROJ.
PARAMETER TEST REPLICATE NUMBER MEAN DEV. SPEC.
1 2 3 4 5 6 7 8 9 10
Thickness (ASTM D 5199)GEONET COMPONENT
Thickness (mils)430 431 430 408 428 427 439 439 432 430 429 9
408 << min
Mass/Unit Area (ASTM D 5261)GEONET COMPONENT
5" diameter Circle - Mass (g)26.24 24.71 26.70 26.03 25.32 24.71 26.12 25.94 25.44 24.83
Mass/unit area (lbs./sq.ft)0.43 0.40 0.43 0.42 0.41 0.40 0.42 0.42 0.41 0.40 0.41 0.01
Density (ASTM D 1505)GEONET COMPONENT
Density (g/cm3)0.951 0.951 0.951 0.951 0.000 0.94 min
Carbon Black Content (ASTM D 4218)GEONET COMPONENT
% Carbon Black 2.39 2.46 2.43 0.05 2.0-3.0
Page 7 of 17
GEOCOMPOSITE TEST RESULTS
TRI Client: Waste Management, Inc
Project: Great Oak Landfill
Material: Skaps TN330-2-8 Double Sided Geocomposite
Sample Identification: 71221010044
TRI Log #: 22274 GEOTEXTILE - SIDE A
STD. PROJ.
PARAMETER TEST REPLICATE NUMBER MEAN DEV. SPEC.
1 2 3 4 5 6 7 8 9 10
Mass/Unit Area (ASTM D 5261)
5" diameter Circle - Mass (g) 3.20 3.57 3.91 3.50 3.58 3.58 3.12 3.24 3.50 3.67 3.49 0.24
Mass/Unit Area (oz/sq.yd) 7.44 8.30 9.09 8.14 8.33 8.33 7.26 7.54 8.14 8.54 8.11 0.56 8 min
Grab Tensile Properties (ASTM D 4632)
MD - Tensile Strength (lbs) 249 319 249 287 231 313 209 273 283 258 267 35 200 min
TD - Tensile Strength (lbs) 292 291 317 316 289 306 273 266 279 292 292 17 200 min
MD - Elong. @ Max. Load (%) 65 61 68 72 67 80 69 71 68 66 69 5
TD - Elong. @ Max. Load (%) 109 102 103 103 95 118 107 108 106 93 104 7
Puncture Resistance (ASTM D 4833)
Puncture Strength (lbs) 207 178 144 190 180 180 23 80 min
Page 8 of 17
GEOCOMPOSITE TEST RESULTS
TRI Client: Waste Management, Inc
Project: Great Oak Landfill
Material: Skaps TN330-2-8 Double Sided Geocomposite
Sample Identification: 71221010044
TRI Log #: 22274 GEOTEXTILE - SIDE B
STD. PROJ.
PARAMETER TEST REPLICATE NUMBER MEAN DEV. SPEC.
1 2 3 4 5 6 7 8 9 10
Mass/Unit Area (ASTM D 5261)
5" diameter Circle - Mass (g) 3.96 3.62 3.68 3.48 3.69 3.82 3.76 3.61 3.24 3.64 3.65 0.19
Mass/Unit Area (oz/sq.yd) 9.21 8.42 8.56 8.09 8.58 8.89 8.75 8.40 7.54 8.47 8.49 0.45 8 min
Grab Tensile Properties (ASTM D 4632)
MD - Tensile Strength (lbs) 294 243 300 289 316 289 313 250 332 292 292 28 200 min
TD - Tensile Strength (lbs) 312 337 325 326 292 307 305 321 315 338 318 15 200 min
MD - Elong. @ Max. Load (%) 79 73 72 71 60 74 61 71 71 71 70 6
TD - Elong. @ Max. Load (%) 111 93 97 103 109 118 110 97 96 101 103 8
Puncture Resistance (ASTM D 4833)
Puncture Strength (lbs) 165 193 214 209 162 189 24 80 min
Page 9 of 17
GEOCOMPOSITE TEST RESULTS
TRI Client: Waste Management, Inc
Project: Great Oak Landfill
Material: Skaps TN330-2-8 Double Sided Geocomposite
Sample Identification: 71221010082
TRI Log #: 22274
STD.PROJ.
PARAMETER TEST REPLICATE NUMBER MEAN DEV.SPEC.
1 2 3 4 5 6 7 8 9 10
Peel Strength (ASTM D 7005)
A - MD Average Peel Strength (ppi)1.4 2.2 0.2 0.9 4.4 1.8 1.6 1.0 min
A - MD Average Peel Strength (g/in)649 1017 97 419 2016 840 738
B - MD Average Peel Strength (ppi)3.2 5.6 1.8 5.1 6.2 4.4 1.8 1.0 min
B - MD Average Peel Strength (g/in)1471 2529 835 2297 2815 1989 817
Note: A and B represent a randomly assigned top and bottom of the sample
Thickness (ASTM D 5199)GEONET COMPONENT
Thickness (mils)440 441 438 461 432 436 403 402 443 427 432 18
402 << min
Mass/Unit Area (ASTM D 5261)GEONET COMPONENT
5" diameter Circle - Mass (g)25.88 24.93 23.56 25.72 25.32 27.59 23.99 25.33 28.07 24.97
Mass/unit area (lbs./sq.ft)0.42 0.40 0.38 0.42 0.41 0.45 0.39 0.41 0.45 0.40 0.41 0.02
Density (ASTM D 1505)GEONET COMPONENT
Density (g/cm3)0.952 0.952 0.953 0.952 0.001 0.94 min
Carbon Black Content (ASTM D 4218)GEONET COMPONENT
% Carbon Black 2.20 2.28 2.24 0.06 2.0-3.0
MD Machine Direction
Page 10 of 17
GEOCOMPOSITE TEST RESULTS
TRI Client: Waste Management, Inc
Project: Great Oak Landfill
Material: Skaps TN330-2-8 Double Sided Geocomposite
Sample Identification: 71221010082
TRI Log #: 22274 GEOTEXTILE - SIDE A
STD. PROJ.
PARAMETER TEST REPLICATE NUMBER MEAN DEV. SPEC.
1 2 3 4 5 6 7 8 9 10
Mass/Unit Area (ASTM D 5261)
5" diameter Circle - Mass (g) 3.83 3.58 3.25 3.50 3.23 3.69 3.53 3.53 3.52 3.86 3.55 0.21
Mass/Unit Area (oz/sq.yd) 8.91 8.33 7.56 8.14 7.51 8.58 8.21 8.21 8.19 8.98 8.26 0.49 8 min
Grab Tensile Properties (ASTM D 4632)
MD - Tensile Strength (lbs) 260 285 280 258 262 251 230 250 307 300 268 24 200 min
TD - Tensile Strength (lbs) 260 306 317 320 321 356 304 325 331 325 317 24 200 min
MD - Elong. @ Max. Load (%) 75 68 73 72 77 75 69 73 76 75 73 3
TD - Elong. @ Max. Load (%) 106 95 100 107 107 112 97 104 104 113 104 6
Puncture Resistance (ASTM D 4833)
Puncture Strength (lbs) 169 180 154 187 229 184 28 80 min
GEOTEXTILE - SIDE B
Mass/Unit Area (ASTM D 5261)
5" diameter Circle - Mass (g) 3.45 3.32 3.70 3.46 3.77 3.58 3.62 3.35 3.34 3.72 3.53 0.17
Mass/Unit Area (oz/sq.yd) 8.02 7.72 8.61 8.05 8.77 8.33 8.42 7.79 7.77 8.65 8.21 0.39 8 min
Grab Tensile Properties (ASTM D 4632)
MD - Tensile Strength (lbs) 257 251 316 272 311 261 267 233 292 312 277 29 200 min
TD - Tensile Strength (lbs) 297 306 343 352 288 292 283 271 320 313 307 26 200 min
MD - Elong. @ Max. Load (%) 78 66 78 77 73 71 76 75 74 77 74 4
TD - Elong. @ Max. Load (%) 106 95 106 114 101 123 112 93 104 97 105 9
Puncture Resistance (ASTM D 4833)
Puncture Strength (lbs) 171 164 184 164 172 171 8 80 min
MD Machine Direction TD Transverse Direction
Page 11 of 17
GEOCOMPOSITE TEST RESULTS
TRI Client: Waste Management, Inc
Project: Great Oak Landfill
Material: Skaps TN330-2-8 Double Sided Geocomposite
Sample Identification: 71221010127
TRI Log #: 22274
STD.PROJ.
PARAMETER TEST REPLICATE NUMBER MEAN DEV.SPEC.
1 2 3 4 5 6 7 8 9 10
Peel Strength (ASTM D 7005)
A - MD Average Peel Strength (ppi)3.0 1.5 2.5 1.1 3.8 2.4 1.1 1.0 min
A - MD Average Peel Strength (g/in)1353 676 1130 508 1716 1077 493
B - MD Average Peel Strength (ppi)2.0 1.0 1.5 1.3 1.7 1.5 0.4 1.0 min
B - MD Average Peel Strength (g/in)922 435 681 581 790 682 187
Note: A and B represent a randomly assigned top and bottom of the sample
Thickness (ASTM D 5199)GEONET COMPONENT
Thickness (mils)438 460 442 457 439 432 436 440 430 444 442 10
430 << min
Mass/Unit Area (ASTM D 5261)GEONET COMPONENT
5" diameter Circle - Mass (g)26.70 24.50 26.13 26.36 25.18 25.34 25.26 25.75 28.01 25.84
Mass/unit area (lbs./sq.ft)0.43 0.40 0.42 0.43 0.41 0.41 0.41 0.42 0.45 0.42 0.42 0.02
Density (ASTM D 1505)GEONET COMPONENT
Density (g/cm3)0.955 0.956 0.956 0.956 0.001 0.94 min
Carbon Black Content (ASTM D 4218)GEONET COMPONENT
% Carbon Black 2.59 2.62 2.61 0.02 2.0-3.0
MD Machine Direction
Page 12 of 17
GEOCOMPOSITE TEST RESULTS
TRI Client: Waste Management, Inc
Project: Great Oak Landfill
Material: Skaps TN330-2-8 Double Sided Geocomposite
Sample Identification: 71221010127
TRI Log #: 22274 GEOTEXTILE - SIDE A
STD. PROJ.
PARAMETER TEST REPLICATE NUMBER MEAN DEV. SPEC.
1 2 3 4 5 6 7 8 9 10
Mass/Unit Area (ASTM D 5261)
5" diameter Circle - Mass (g) 3.35 3.38 3.73 3.50 3.37 3.61 3.37 3.75 3.18 3.55 3.48 0.18
Mass/Unit Area (oz/sq.yd) 7.79 7.86 8.68 8.14 7.84 8.40 7.84 8.72 7.40 8.26 8.09 0.42 8 min
Grab Tensile Properties (ASTM D 4632)
MD - Tensile Strength (lbs) 293 266 280 230 223 258 309 286 261 316 272 31 200 min
TD - Tensile Strength (lbs) 300 346 288 337 274 291 300 307 328 294 307 23 200 min
MD - Elong. @ Max. Load (%) 67 69 71 77 76 78 76 75 75 75 74 4
TD - Elong. @ Max. Load (%) 111 96 95 105 95 131 125 95 103 97 105 13
Puncture Resistance (ASTM D 4833)
Puncture Strength (lbs) 188 213 154 188 176 184 21 80 min
GEOTEXTILE - SIDE B
Mass/Unit Area (ASTM D 5261)
5" diameter Circle - Mass (g) 3.64 3.86 3.50 3.36 4.02 3.71 3.78 3.68 3.78 3.71 3.70 0.18
Mass/Unit Area (oz/sq.yd) 8.47 8.98 8.14 7.82 9.35 8.63 8.79 8.56 8.79 8.63 8.62 0.42 8 min
Grab Tensile Properties (ASTM D 4632)
MD - Tensile Strength (lbs) 245 300 293 269 241 344 327 304 289 285 290 32 200 min
TD - Tensile Strength (lbs) 324 341 337 326 324 306 302 347 334 292 323 18 200 min
MD - Elong. @ Max. Load (%) 71 67 76 73 81 79 71 79 73 73 74 4
TD - Elong. @ Max. Load (%) 101 97 105 111 106 121 112 102 100 93 105 8
Puncture Resistance (ASTM D 4833)
Puncture Strength (lbs) 196 155 189 186 168 179 17 80 min
MD Machine Direction TD Transverse Direction
Page 13 of 17
GEOCOMPOSITE TEST RESULTS
TRI Client: Waste Management, Inc
Project: Great Oak Landfill
Material: Skaps TN330-2-8 Double Sided Geocomposite
Sample Identification: 71221010164
TRI Log #: 22274
STD.PROJ.
PARAMETER TEST REPLICATE NUMBER MEAN DEV.SPEC.
1 2 3 4 5 6 7 8 9 10
Peel Strength (ASTM D 7005)
A - MD Average Peel Strength (ppi)1.9 1.5 2.6 6.4 0.7 2.6 2.2 1.0 min
A - MD Average Peel Strength (g/in)849 667 1180 2910 309 1183 1015
B - MD Average Peel Strength (ppi)2.4 3.3 1.8 1.4 1.8 2.1 0.7 1.0 min
B - MD Average Peel Strength (g/in)1067 1498 817 622 813 963 338
Note: A and B represent a randomly assigned top and bottom of the sample
Thickness (ASTM D 5199)GEONET COMPONENT
Thickness (mils)464 461 453 450 455 461 471 469 462 455 460 7
450 << min
Mass/Unit Area (ASTM D 5261)GEONET COMPONENT
5" diameter Circle - Mass (g)27.91 29.86 29.66 29.14 28.38 26.06 28.68 27.65 29.28 28.03
Mass/unit area (lbs./sq.ft)0.45 0.48 0.48 0.47 0.46 0.42 0.46 0.45 0.47 0.45 0.46 0.02
Density (ASTM D 1505)GEONET COMPONENT
Density (g/cm3)0.950 0.951 0.951 0.951 0.001 0.94 min
Carbon Black Content (ASTM D 4218)GEONET COMPONENT
% Carbon Black 2.30 2.29 2.30 0.01 2.0-3.0
MD Machine Direction
Page 14 of 17
GEOCOMPOSITE TEST RESULTS
TRI Client: Waste Management, Inc
Project: Great Oak Landfill
Material: Skaps TN330-2-8 Double Sided Geocomposite
Sample Identification: 71221010164
TRI Log #: 22274 GEOTEXTILE - SIDE A
STD. PROJ.
PARAMETER TEST REPLICATE NUMBER MEAN DEV. SPEC.
1 2 3 4 5 6 7 8 9 10
Mass/Unit Area (ASTM D 5261)
5" diameter Circle - Mass (g) 3.65 3.98 3.81 3.61 3.85 3.59 3.76 3.77 3.63 3.74 3.74 0.12
Mass/Unit Area (oz/sq.yd) 8.49 9.26 8.86 8.40 8.96 8.35 8.75 8.77 8.44 8.70 8.70 0.29 8 min
Grab Tensile Properties (ASTM D 4632)
MD - Tensile Strength (lbs) 261 311 266 325 279 318 283 249 317 282 289 27 200 min
TD - Tensile Strength (lbs) 300 333 349 271 290 300 309 370 360 334 322 32 200 min
MD - Elong. @ Max. Load (%) 71 65 74 76 78 83 67 63 74 71 72 6
TD - Elong. @ Max. Load (%) 112 99 100 87 106 129 104 103 101 97 104 11
Puncture Resistance (ASTM D 4833)
Puncture Strength (lbs) 167 211 165 175 186 181 19 80 min
GEOTEXTILE - SIDE B
Mass/Unit Area (ASTM D 5261)
5" diameter Circle - Mass (g) 3.13 3.48 3.44 3.47 3.46 3.72 3.34 3.54 3.40 3.96 3.49 0.22
Mass/Unit Area (oz/sq.yd) 7.28 8.09 8.00 8.07 8.05 8.65 7.77 8.23 7.91 9.21 8.13 0.51 8 min
Grab Tensile Properties (ASTM D 4632)
MD - Tensile Strength (lbs) 312 300 271 375 295 297 296 296 349 294 308 31 200 min
TD - Tensile Strength (lbs) 404 261 219 344 269 375 233 230 266 281 288 64 200 min
MD - Elong. @ Max. Load (%) 127 97 95 111 94 126 93 105 105 101 105 12
TD - Elong. @ Max. Load (%) 64 70 81 79 73 71 71 78 73 73 73 5
Puncture Resistance (ASTM D 4833)
Puncture Strength (lbs) 185 167 154 160 200 173 19 80 min
MD Machine Direction TD Transverse Direction
Page 15 of 17
GEOCOMPOSITE TEST RESULTS
TRI Client: Waste Management, Inc
Project: Great Oak Landfill
Material: Skaps TN330-2-8 Double Sided Geocomposite
Sample Identification: 71221010206
TRI Log #: 22274
STD.PROJ.
PARAMETER TEST REPLICATE NUMBER MEAN DEV.SPEC.
1 2 3 4 5 6 7 8 9 10
Peel Strength (ASTM D 7005)
A - MD Average Peel Strength (ppi)1.2 2.1 1.8 0.8 1.4 1.4 0.5 1.0 min
A - MD Average Peel Strength (g/in)527 935 808 365 645 656 225
B - MD Average Peel Strength (ppi)5.6 4.5 5.5 3.6 5.9 5.1 1.0 1.0 min
B - MD Average Peel Strength (g/in)2561 2052 2511 1643 2697 2293 436
Note: A and B represent a randomly assigned top and bottom of the sample
Thickness (ASTM D 5199)GEONET COMPONENT
Thickness (mils)455 432 454 437 465 467 464 447 465 473 456 14
432 << min
Mass/Unit Area (ASTM D 5261)GEONET COMPONENT
5" diameter Circle - Mass (g)24.98 28.07 25.32 23.98 27.58 25.30 25.72 23.55 24.95 25.87
Mass/unit area (lbs./sq.ft)0.40 0.45 0.41 0.39 0.45 0.41 0.42 0.38 0.40 0.42 0.41 0.02
Density (ASTM D 1505)GEONET COMPONENT
Density (g/cm3)0.954 0.954 0.955 0.954 0.001 0.94 min
Carbon Black Content (ASTM D 4218)GEONET COMPONENT
% Carbon Black 2.52 2.58 2.55 0.04 2.0-3.0
MD Machine Direction
Page 16 of 17
GEOCOMPOSITE TEST RESULTS
TRI Client: Waste Management, Inc
Project: Great Oak Landfill
Material: Skaps TN330-2-8 Double Sided Geocomposite
Sample Identification: 71221010206
TRI Log #: 22274 GEOTEXTILE - SIDE A
STD. PROJ.
PARAMETER TEST REPLICATE NUMBER MEAN DEV. SPEC.
1 2 3 4 5 6 7 8 9 10
Mass/Unit Area (ASTM D 5261)
5" diameter Circle - Mass (g) 4.45 3.33 3.19 3.45 3.46 4.88 3.51 3.61 3.56 3.54 3.70 0.53
Mass/Unit Area (oz/sq.yd) 10.35 7.75 7.42 8.02 8.05 11.35 8.16 8.40 8.28 8.23 8.60 1.24 8 min
Grab Tensile Properties (ASTM D 4632)
MD - Tensile Strength (lbs) 421 287 298 285 437 310 339 281 230 257 315 67 200 min
TD - Tensile Strength (lbs) 356 324 298 309 320 301 285 287 325 306 311 21 200 min
MD - Elong. @ Max. Load (%) 76 71 87 75 59 79 75 73 83 87 77 8
TD - Elong. @ Max. Load (%) 131 98 97 101 119 100 89 94 105 100 103 12
Puncture Resistance (ASTM D 4833)
Puncture Strength (lbs) 154 168 170 146 164 160 10 80 min
GEOTEXTILE - SIDE B
Mass/Unit Area (ASTM D 5261)
5" diameter Circle - Mass (g) 4.05 3.41 3.55 3.23 3.71 3.39 3.60 3.17 3.60 3.54 3.53 0.25
Mass/Unit Area (oz/sq.yd) 9.42 7.93 8.26 7.51 8.63 7.89 8.37 7.37 8.37 8.23 8.20 0.58 8 min
Grab Tensile Properties (ASTM D 4632)
MD - Tensile Strength (lbs) 260 235 297 271 296 285 265 250 275 276 271 20 200 min
TD - Tensile Strength (lbs) 319 290 316 346 323 292 342 309 298 304 314 19 200 min
MD - Elong. @ Max. Load (%) 77 88 71 74 67 76 73 69 73 70 74 6
TD - Elong. @ Max. Load (%) 100 107 96 104 97 124 121 103 94 93 104 11
Puncture Resistance (ASTM D 4833)
Puncture Strength (lbs) 185 188 186 162 159 176 14 80 min
MD Machine Direction TD Transverse Direction
Page 17 of 17
Mail To:Bill To:
John Workman <= Same
Waste Management, Inc
email: [e-mail]
cc email: [e-mail]
Dear Mr. Workman:
Thank you for consulting TRI/Environmental, Inc. (TRI) for your geosynthetics testing needs.
TRI is pleased to submit this final report of the laboratory testing for the sample(s) listed below.
Project:Great Oak Landfill
TRI Job Reference Number:22893
Material(s) Tested:Six, Skaps TN330-2-8 Double Sided Geocomposite(s)
Test(s) Requested:Peel Strength (ASTM D 7005) - GC
Thickness (ASTM D 5199) - GN
Mass/Unit Area (ASTM D 5261) - GNDensity (ASTM D 1505) - GNCarbon Content (ASTM D 4218) - GN
Mass/Unit Area (ASTM D 5261) - GT
Grab Tensile (ASTM D 4632) - GT
Puncture Strength (ASTM D 4833) - GT
If you have any questions or require any additional information, please call us at 1-800-880-8378
Sincerely,
Mansukh Patel
Laboratory ManagerGeosynthetic Services Divisionwww.GeosyntheticTesting.com
*Signature is on file
August 10, 2016
Page 1 of 13
GEOCOMPOSITE TEST RESULTS
TRI Client: Waste Management, Inc
Project: Great Oak Landfill
Material: Skaps TN330-2-8 Double Sided Geocomposite
Sample Identification: 71221010447
TRI Log #: 22893
STD.PROJ.
PARAMETER TEST REPLICATE NUMBER MEAN DEV.SPEC.
1 2 3 4 5 6 7 8 9 10
Peel Strength (ASTM D 7005)
A - MD Average Peel Strength (ppi)1.1 1.8 1.0 4.4 4.0 2.5 1.6 1.0 min
A - MD Average Peel Strength (g/in)513 813 468 2002 1821 1123 734
B - MD Average Peel Strength (ppi)2.5 4.9 4.8 5.0 2.7 4.0 1.2 1.0 min
B - MD Average Peel Strength (g/in)1144 2220 2170 2256 1235 1805 564
Note: A and B represent a randomly assigned top and bottom of the sample
Thickness (ASTM D 5199)GEONET COMPONENT
Thickness (mils)368 361 360 365 364 370 373 368 368 369 367 4
360 << min
Mass/Unit Area (ASTM D 5261)GEONET COMPONENT
5" diameter Circle - Mass (g)24.70 24.60 24.70 24.50 24.80 25.10 23.80 24.00 25.10 25.20
Mass/unit area (lbs./sq.ft)0.40 0.40 0.40 0.40 0.40 0.41 0.39 0.39 0.41 0.41 0.40 0.01
Density (ASTM D 1505)GEONET COMPONENT
Density (g/cm3)0.956 0.956 0.956 0.956 0.000 0.94 min
Carbon Black Content (ASTM D 4218)GEONET COMPONENT
% Carbon Black 2.02 2.04 2.03 0.01 2.0-3.0
MD Machine Direction
Page 2 of 13
GEOCOMPOSITE TEST RESULTS
TRI Client: Waste Management, Inc
Project: Great Oak Landfill
Material: Skaps TN330-2-8 Double Sided Geocomposite
Sample Identification: 71221010447
TRI Log #: 22893 GEOTEXTILE - SIDE A
STD. PROJ.
PARAMETER TEST REPLICATE NUMBER MEAN DEV. SPEC.
1 2 3 4 5 6 7 8 9 10
Mass/Unit Area (ASTM D 5261)
5" diameter Circle - Mass (g) 3.14 3.32 3.68 3.62 4.51 4.00 3.88 3.05 3.25 3.81 3.63 0.45
Mass/Unit Area (oz/sq.yd) 7.30 7.72 8.56 8.42 10.49 9.30 9.02 7.09 7.56 8.86 8.43 1.05 8 min
Grab Tensile Properties (ASTM D 4632)
MD - Tensile Strength (lbs) 208 244 254 267 265 261 232 192 198 385 251 55 200 min
TD - Tensile Strength (lbs) 248 265 255 303 253 249 263 280 236 271 262 19 200 min
MD - Elong. @ Max. Load (%) 79 58 64 75 56 70 76 73 70 65 68 8
TD - Elong. @ Max. Load (%) 107 106 97 103 124 106 97 105 103 112 106 8
Puncture Resistance (ASTM D 4833)
Puncture Strength (lbs) 152 161 135 168 169 157 14 80 min
GEOTEXTILE - SIDE B
Mass/Unit Area (ASTM D 5261)
5" diameter Circle - Mass (g) 3.63 3.37 3.30 3.70 4.00 3.96 3.28 3.24 3.48 4.02 3.60 0.31
Mass/Unit Area (oz/sq.yd) 8.44 7.84 7.68 8.61 9.30 9.21 7.63 7.54 8.09 9.35 8.37 0.72 8 min
Grab Tensile Properties (ASTM D 4632)
MD - Tensile Strength (lbs) 297 235 179 184 333 194 190 162 182 254 221 57 200 min
TD - Tensile Strength (lbs) 269 292 296 253 244 269 285 251 254 259 267 18 200 min
MD - Elong. @ Max. Load (%) 78 72 63 61 61 65 61 72 71 63 67 6
TD - Elong. @ Max. Load (%) 112 101 98 97 117 121 107 98 103 115 107 9
Puncture Resistance (ASTM D 4833)
Puncture Strength (lbs) 136 143 135 190 128 146 25 80 min
MD Machine Direction TD Transverse Direction
Page 3 of 13
GEOCOMPOSITE TEST RESULTS
TRI Client: Waste Management, Inc
Project: Great Oak Landfill
Material: Skaps TN330-2-8 Double Sided Geocomposite
Sample Identification: 71221010489
TRI Log #: 22893
STD.PROJ.
PARAMETER TEST REPLICATE NUMBER MEAN DEV.SPEC.
1 2 3 4 5 6 7 8 9 10
Peel Strength (ASTM D 7005)
A - MD Average Peel Strength (ppi)5.0 1.9 2.3 3.3 3.2 3.1 1.2 1.0 min
A - MD Average Peel Strength (g/in)2279 858 1049 1494 1453 1426 547
B - MD Average Peel Strength (ppi)1.1 7.6 4.0 7.5 0.7 4.2 3.3 1.0 min
B - MD Average Peel Strength (g/in)486 3432 1802 3400 310 1886 1511
Note: A and B represent a randomly assigned top and bottom of the sample
Thickness (ASTM D 5199)GEONET COMPONENT
Thickness (mils)367 365 366 368 361 363 366 367 369 366 366 2
361 << min
Mass/Unit Area (ASTM D 5261)GEONET COMPONENT
5" diameter Circle - Mass (g)24.70 24.80 24.90 24.80 24.10 24.30 25.30 25.10 25.10 24.90
Mass/unit area (lbs./sq.ft)0.40 0.40 0.40 0.40 0.39 0.39 0.41 0.41 0.41 0.40 0.40 0.01
Density (ASTM D 1505)GEONET COMPONENT
Density (g/cm3)0.951 0.951 0.951 0.951 0.000 0.94 min
Carbon Black Content (ASTM D 4218)GEONET COMPONENT
% Carbon Black 2.15 2.10 2.13 0.04 2.0-3.0
MD Machine Direction
Page 4 of 13
GEOCOMPOSITE TEST RESULTS
TRI Client: Waste Management, Inc
Project: Great Oak Landfill
Material: Skaps TN330-2-8 Double Sided Geocomposite
Sample Identification: 71221010489
TRI Log #: 22893 GEOTEXTILE - SIDE A
STD. PROJ.
PARAMETER TEST REPLICATE NUMBER MEAN DEV. SPEC.
1 2 3 4 5 6 7 8 9 10
Mass/Unit Area (ASTM D 5261)
5" diameter Circle - Mass (g) 3.55 2.91 3.62 3.51 3.85 3.74 3.79 3.44 3.49 3.86 3.58 0.28
Mass/Unit Area (oz/sq.yd) 8.26 6.77 8.42 8.16 8.96 8.70 8.82 8.00 8.12 8.98 8.32 0.65 8 min
Grab Tensile Properties (ASTM D 4632)
MD - Tensile Strength (lbs) 257 264 223 210 272 281 230 182 245 354 252 47 200 min
TD - Tensile Strength (lbs) 255 261 251 280 269 227 234 260 276 268 258 17 200 min
MD - Elong. @ Max. Load (%) 71 57 67 66 59 69 85 60 71 64 67 8
TD - Elong. @ Max. Load (%) 117 104 93 96 117 106 98 95 108 120 106 10
Puncture Resistance (ASTM D 4833)
Puncture Strength (lbs) 134 143 124 138 146 137 9 80 min
GEOTEXTILE - SIDE B
Mass/Unit Area (ASTM D 5261)
5" diameter Circle - Mass (g) 4.03 3.61 3.43 3.30 4.39 3.68 3.37 3.43 3.20 3.81 3.63 0.37
Mass/Unit Area (oz/sq.yd) 9.37 8.40 7.98 7.68 10.21 8.56 7.84 7.98 7.44 8.86 8.43 0.85 8 min
Grab Tensile Properties (ASTM D 4632)
MD - Tensile Strength (lbs) 213 274 216 235 286 291 250 259 209 340 257 42 200 min
TD - Tensile Strength (lbs) 270 231 245 232 282 278 267 267 280 263 262 19 200 min
MD - Elong. @ Max. Load (%) 74 63 71 70 69 61 77 69 67 70 69 5
TD - Elong. @ Max. Load (%) 121 97 106 100 110 115 104 93 103 123 107 10
Puncture Resistance (ASTM D 4833)
Puncture Strength (lbs) 137 103 128 100 139 121 19 80 min
MD Machine Direction TD Transverse Direction
Page 5 of 13
GEOCOMPOSITE TEST RESULTS
TRI Client: Waste Management, Inc
Project: Great Oak Landfill
Material: Skaps TN330-2-8 Double Sided Geocomposite
Sample Identification: 71221010531
TRI Log #: 22893
STD.PROJ.
PARAMETER TEST REPLICATE NUMBER MEAN DEV.SPEC.
1 2 3 4 5 6 7 8 9 10
Peel Strength (ASTM D 7005)
A - MD Average Peel Strength (ppi)2.7 2.8 2.7 4.4 2.3 3.0 0.8 1.0 min
A - MD Average Peel Strength (g/in)1226 1285 1217 1979 1058 1353 360
B - MD Average Peel Strength (ppi)0.8 6.3 1.8 2.0 1.0 2.4 2.2 1.0 min
B - MD Average Peel Strength (g/in)380 2851 835 922 454 1088 1013
Note: A and B represent a randomly assigned top and bottom of the sample
Thickness (ASTM D 5199)GEONET COMPONENT
Thickness (mils)366 372 367 372 366 377 371 377 378 377 372 5
366 << min
Mass/Unit Area (ASTM D 5261)GEONET COMPONENT
5" diameter Circle - Mass (g)24.90 24.40 25.10 24.10 25.10 25.30 25.00 25.30 25.00 25.80
Mass/unit area (lbs./sq.ft)0.40 0.40 0.41 0.39 0.41 0.41 0.41 0.41 0.41 0.42 0.41 0.01
Density (ASTM D 1505)GEONET COMPONENT
Density (g/cm3)0.950 0.950 0.951 0.950 0.001 0.94 min
Carbon Black Content (ASTM D 4218)GEONET COMPONENT
% Carbon Black 2.02 2.01 2.02 0.01 2.0-3.0
MD Machine Direction
Page 6 of 13
GEOCOMPOSITE TEST RESULTS
TRI Client: Waste Management, Inc
Project: Great Oak Landfill
Material: Skaps TN330-2-8 Double Sided Geocomposite
Sample Identification: 71221010531
TRI Log #: 22893 GEOTEXTILE - SIDE A
STD. PROJ.
PARAMETER TEST REPLICATE NUMBER MEAN DEV. SPEC.
1 2 3 4 5 6 7 8 9 10
Mass/Unit Area (ASTM D 5261)
5" diameter Circle - Mass (g) 3.86 3.08 3.11 7.67 4.34 3.68 4.50 3.32 3.57 3.36 4.05 1.36
Mass/Unit Area (oz/sq.yd) 8.98 7.16 7.23 17.84 10.09 8.56 10.47 7.72 8.30 7.82 9.42 3.16 8 min
Grab Tensile Properties (ASTM D 4632)
MD - Tensile Strength (lbs) 259 293 214 241 249 223 179 236 249 414 256 63 200 min
TD - Tensile Strength (lbs) 274 268 282 249 257 263 264 220 264 239 258 18 200 min
MD - Elong. @ Max. Load (%) 69 54 69 71 71 79 69 69 74 68 69 6
TD - Elong. @ Max. Load (%) 117 118 113 95 104 109 98 88 105 115 106 10
Puncture Resistance (ASTM D 4833)
Puncture Strength (lbs) 127 131 126 182 126 139 25 80 min
GEOTEXTILE - SIDE B
Mass/Unit Area (ASTM D 5261)
5" diameter Circle - Mass (g) 3.92 3.55 3.48 3.49 4.10 4.03 3.94 3.52 3.45 3.54 3.70 0.26
Mass/Unit Area (oz/sq.yd) 9.12 8.26 8.09 8.12 9.54 9.37 9.16 8.19 8.02 8.23 8.61 0.61 8 min
Grab Tensile Properties (ASTM D 4632)
MD - Tensile Strength (lbs) 286 249 196 223 260 234 205 212 263 328 246 40 200 min
TD - Tensile Strength (lbs) 314 278 240 266 255 259 269 267 269 279 270 19 200 min
MD - Elong. @ Max. Load (%) 75 61 69 73 67 75 66 66 78 63 69 6
TD - Elong. @ Max. Load (%) 126 107 93 102 103 109 104 93 102 126 107 11
Puncture Resistance (ASTM D 4833)
Puncture Strength (lbs) 144 162 143 143 140 146 9 80 min
MD Machine Direction TD Transverse Direction
Page 7 of 13
GEOCOMPOSITE TEST RESULTS
TRI Client: Waste Management, Inc
Project: Great Oak Landfill
Material: Skaps TN330-2-8 Double Sided Geocomposite
Sample Identification: 71221010573
TRI Log #: 22893
STD.PROJ.
PARAMETER TEST REPLICATE NUMBER MEAN DEV.SPEC.
1 2 3 4 5 6 7 8 9 10
Peel Strength (ASTM D 7005)
A - MD Average Peel Strength (ppi)2.2 5.1 5.2 4.2 1.8 3.7 1.6 1.0 min
A - MD Average Peel Strength (g/in)1012 2302 2374 1893 795 1675 732
B - MD Average Peel Strength (ppi)5.6 0.7 2.1 1.8 3.4 2.7 1.9 1.0 min
B - MD Average Peel Strength (g/in)2542 326 953 826 1539 1237 848
Note: A and B represent a randomly assigned top and bottom of the sample
Thickness (ASTM D 5199)GEONET COMPONENT
Thickness (mils)364 376 367 371 363 358 363 380 383 390 371 10
358 << min
Mass/Unit Area (ASTM D 5261)GEONET COMPONENT
5" diameter Circle - Mass (g)24.70 25.40 24.20 25.20 24.70 23.60 24.00 24.50 26.20 25.70
Mass/unit area (lbs./sq.ft)0.40 0.41 0.39 0.41 0.40 0.38 0.39 0.40 0.42 0.42 0.40 0.01
Density (ASTM D 1505)GEONET COMPONENT
Density (g/cm3)0.952 0.953 0.953 0.953 0.001 0.94 min
Carbon Black Content (ASTM D 4218)GEONET COMPONENT
% Carbon Black 2.29 2.38 2.34 0.06 2.0-3.0
MD Machine Direction
Page 8 of 13
GEOCOMPOSITE TEST RESULTS
TRI Client: Waste Management, Inc
Project: Great Oak Landfill
Material: Skaps TN330-2-8 Double Sided Geocomposite
Sample Identification: 71221010573
TRI Log #: 22893 GEOTEXTILE - SIDE A
STD. PROJ.
PARAMETER TEST REPLICATE NUMBER MEAN DEV. SPEC.
1 2 3 4 5 6 7 8 9 10
Mass/Unit Area (ASTM D 5261)
5" diameter Circle - Mass (g) 4.27 3.16 3.26 3.76 3.53 4.74 3.29 3.15 3.25 3.67 3.61 0.53
Mass/Unit Area (oz/sq.yd) 9.93 7.35 7.58 8.75 8.21 11.03 7.65 7.33 7.56 8.54 8.39 1.23 8 min
Grab Tensile Properties (ASTM D 4632)
MD - Tensile Strength (lbs) 406 208 167 181 185 296 226 190 318 281 246 77 200 min
TD - Tensile Strength (lbs) 282 237 258 257 247 284 266 243 278 230 258 19 200 min
MD - Elong. @ Max. Load (%) 71 81 53 73 68 79 79 90 57 69 72 11
TD - Elong. @ Max. Load (%) 138 104 89 116 111 113 93 95 111 104 108 14
Puncture Resistance (ASTM D 4833)
Puncture Strength (lbs) 156 129 130 111 159 137 20 80 min
GEOTEXTILE - SIDE B
Mass/Unit Area (ASTM D 5261)
5" diameter Circle - Mass (g) 3.50 3.75 3.16 3.51 4.04 3.86 2.93 3.48 3.38 3.92 3.55 0.35
Mass/Unit Area (oz/sq.yd) 8.14 8.72 7.35 8.16 9.40 8.98 6.82 8.09 7.86 9.12 8.26 0.81 8 min
Grab Tensile Properties (ASTM D 4632)
MD - Tensile Strength (lbs) 377 205 200 232 253 284 355 196 208 301 261 66 200 min
TD - Tensile Strength (lbs) 290 248 249 264 208 282 255 253 290 263 260 24 200 min
MD - Elong. @ Max. Load (%) 70 65 62 82 69 77 61 68 67 62 68 7
TD - Elong. @ Max. Load (%) 111 88 99 89 89 116 91 89 99 99 97 10
Puncture Resistance (ASTM D 4833)
Puncture Strength (lbs) 125 150 153 116 178 144 25 80 min
MD Machine Direction TD Transverse Direction
Page 9 of 13
GEOCOMPOSITE TEST RESULTS
TRI Client: Waste Management, Inc
Project: Great Oak Landfill
Material: Skaps TN330-2-8 Double Sided Geocomposite
Sample Identification: 71221010613
TRI Log #: 22893
STD.PROJ.
PARAMETER TEST REPLICATE NUMBER MEAN DEV.SPEC.
1 2 3 4 5 6 7 8 9 10
Peel Strength (ASTM D 7005)
A - MD Average Peel Strength (ppi)1.6 2.4 3.0 7.9 1.8 3.3 2.6 1.0 min
A - MD Average Peel Strength (g/in)745 1085 1344 3568 822 1513 1173
B - MD Average Peel Strength (ppi)6.5 1.7 5.4 1.7 4.0 3.8 2.2 1.0 min
B - MD Average Peel Strength (g/in)2951 749 2447 772 1811 1746 986
Note: A and B represent a randomly assigned top and bottom of the sample
Thickness (ASTM D 5199)GEONET COMPONENT
Thickness (mils)372 379 367 373 363 365 371 363 364 364 368 5
363 << min
Mass/Unit Area (ASTM D 5261)GEONET COMPONENT
5" diameter Circle - Mass (g)25.30 26.40 25.10 26.50 25.10 24.60 25.00 24.00 23.70 24.80
Mass/unit area (lbs./sq.ft)0.41 0.43 0.41 0.43 0.41 0.40 0.41 0.39 0.38 0.40 0.41 0.01
Density (ASTM D 1505)GEONET COMPONENT
Density (g/cm3)0.953 0.953 0.953 0.953 0.000 0.94 min
Carbon Black Content (ASTM D 4218)GEONET COMPONENT
% Carbon Black 2.16 2.15 2.16 0.01 2.0-3.0
MD Machine Direction
Page 10 of 13
GEOCOMPOSITE TEST RESULTS
TRI Client: Waste Management, Inc
Project: Great Oak Landfill
Material: Skaps TN330-2-8 Double Sided Geocomposite
Sample Identification: 71221010613
TRI Log #: 22893 GEOTEXTILE - SIDE A
STD. PROJ.
PARAMETER TEST REPLICATE NUMBER MEAN DEV. SPEC.
1 2 3 4 5 6 7 8 9 10
Mass/Unit Area (ASTM D 5261)
5" diameter Circle - Mass (g) 3.82 3.64 3.44 3.61 3.69 3.63 3.42 3.69 3.39 4.27 3.66 0.25
Mass/Unit Area (oz/sq.yd) 8.89 8.47 8.00 8.40 8.58 8.44 7.95 8.58 7.89 9.93 8.51 0.59 8 min
Grab Tensile Properties (ASTM D 4632)
MD - Tensile Strength (lbs) 352 257 213 189 261 306 228 249 204 307 257 52 200 min
TD - Tensile Strength (lbs) 255 297 284 272 265 265 254 236 279 265 267 17 200 min
MD - Elong. @ Max. Load (%) 56 75 62 73 68 57 73 71 55 57 65 8
TD - Elong. @ Max. Load (%) 107 98 105 91 96 118 96 93 94 109 101 9
Puncture Resistance (ASTM D 4833)
Puncture Strength (lbs) 183 149 134 158 157 156 18 80 min
GEOTEXTILE - SIDE B
Mass/Unit Area (ASTM D 5261)
5" diameter Circle - Mass (g) 3.69 3.32 3.90 3.55 3.86 4.07 3.69 3.14 3.11 3.89 3.62 0.33
Mass/Unit Area (oz/sq.yd) 8.58 7.72 9.07 8.26 8.98 9.47 8.58 7.30 7.23 9.05 8.42 0.78 8 min
Grab Tensile Properties (ASTM D 4632)
MD - Tensile Strength (lbs) 332 220 238 199 262 284 195 210 255 286 248 44 200 min
TD - Tensile Strength (lbs) 287 257 272 274 235 254 281 249 250 265 262 16 200 min
MD - Elong. @ Max. Load (%) 59 63 68 61 68 64 61 71 67 59 64 4
TD - Elong. @ Max. Load (%) 111 87 96 93 117 111 100 101 89 97 100 10
Puncture Resistance (ASTM D 4833)
Puncture Strength (lbs) 176 148 100 165 129 144 30 80 min
MD Machine Direction TD Transverse Direction
Page 11 of 13
GEOCOMPOSITE TEST RESULTS
TRI Client: Waste Management, Inc
Project: Great Oak Landfill
Material: Skaps TN330-2-8 Double Sided Geocomposite
Sample Identification: 71221010653
TRI Log #: 22893
STD.PROJ.
PARAMETER TEST REPLICATE NUMBER MEAN DEV.SPEC.
1 2 3 4 5 6 7 8 9 10
Peel Strength (ASTM D 7005)
A - MD Average Peel Strength (ppi)1.8 1.9 0.5 7.8 7.2 3.8 3.4 1.0 min
A - MD Average Peel Strength (g/in)808 867 225 3537 3287 1745 1545
B - MD Average Peel Strength (ppi)4.5 3.6 3.4 1.4 1.3 2.8 1.4 1.0 min
B - MD Average Peel Strength (g/in)2057 1616 1539 640 577 1286 649
Note: A and B represent a randomly assigned top and bottom of the sample
Thickness (ASTM D 5199)GEONET COMPONENT
Thickness (mils)372 356 358 376 359 358 367 374 368 375 366 8
356 << min
Mass/Unit Area (ASTM D 5261)GEONET COMPONENT
5" diameter Circle - Mass (g)26.20 24.10 24.10 26.30 24.10 24.20 24.80 24.90 24.70 25.40
Mass/unit area (lbs./sq.ft)0.42 0.39 0.39 0.43 0.39 0.39 0.40 0.40 0.40 0.41 0.40 0.01
Density (ASTM D 1505)GEONET COMPONENT
Density (g/cm3)0.954 0.954 0.954 0.954 0.000 0.94 min
Carbon Black Content (ASTM D 4218)GEONET COMPONENT
% Carbon Black 2.31 2.21 2.26 0.07 2.0-3.0
MD Machine Direction
Page 12 of 13
GEOCOMPOSITE TEST RESULTS
TRI Client: Waste Management, Inc
Project: Great Oak Landfill
Material: Skaps TN330-2-8 Double Sided Geocomposite
Sample Identification: 71221010653
TRI Log #: 22893 GEOTEXTILE - SIDE A
STD. PROJ.
PARAMETER TEST REPLICATE NUMBER MEAN DEV. SPEC.
1 2 3 4 5 6 7 8 9 10
Mass/Unit Area (ASTM D 5261)
5" diameter Circle - Mass (g) 3.75 3.38 3.42 3.66 3.65 4.82 3.65 3.81 3.16 3.08 3.64 0.48
Mass/Unit Area (oz/sq.yd) 8.72 7.86 7.95 8.51 8.49 11.21 8.49 8.86 7.35 7.16 8.46 1.12 8 min
Grab Tensile Properties (ASTM D 4632)
MD - Tensile Strength (lbs) 238 158 238 234 409 267 355 230 265 264 266 70 200 min
TD - Tensile Strength (lbs) 278 244 265 211 244 254 260 242 330 247 258 31 200 min
MD - Elong. @ Max. Load (%) 66 62 67 65 57 61 61 69 75 57 64 6
TD - Elong. @ Max. Load (%) 111 95 89 89 102 95 100 90 97 111 98 8
Puncture Resistance (ASTM D 4833)
Puncture Strength (lbs) 164 143 157 132 116 142 19 80 min
GEOTEXTILE - SIDE B
Mass/Unit Area (ASTM D 5261)
5" diameter Circle - Mass (g) 3.45 3.60 3.35 3.23 4.01 3.57 3.32 3.14 3.10 4.10 3.49 0.34
Mass/Unit Area (oz/sq.yd) 8.02 8.37 7.79 7.51 9.33 8.30 7.72 7.30 7.21 9.54 8.11 0.80 8 min
Grab Tensile Properties (ASTM D 4632)
MD - Tensile Strength (lbs) 220 196 181 231 322 300 195 220 232 317 241 52 200 min
TD - Tensile Strength (lbs) 290 252 262 252 264 281 258 244 240 244 259 16 200 min
MD - Elong. @ Max. Load (%) 81 80 69 68 63 61 67 67 61 55 67 8
TD - Elong. @ Max. Load (%) 105 103 107 92 100 111 92 86 88 98 98 9
Puncture Resistance (ASTM D 4833)
Puncture Strength (lbs) 120 158 146 133 154 142 15 80 min
MD Machine Direction TD Transverse Direction
Page 13 of 13
Mail To:Bill To:
John Workman <= Same
Waste Management, Inc
email: [e-mail] email: [e-mail]
Dear Mr. Workman:
Thank you for consulting TRI/Environmental, Inc. (TRI) for your geosynthetics testing needs.
TRI is pleased to submit this final report of the laboratory testing for the sample(s) listed below.
Project:Great Oak Landfill
TRI Job Reference Number:22511
Material(s) Tested:Five, Skaps TN330-2-8 Double Sided Geocomposite(s)
Test(s) Requested:Peel Strength (ASTM D 7005) - GC
Mass/Unit Area (ASTM D 5261) - GN
Thickness (ASTM D 5199) - GN
Density (ASTM D 1505) - GN
Carbon Content (ASTM D 4218) - GN
Mass/Unit Area (ASTM D 5261) - GT
Grab Tensile (ASTM D 4632) - GT
Puncture Strength (ASTM D 4833) - GT
If you have any questions or require any additional information, please call us at 1-800-880-8378
Sincerely,
Mansukh PatelLaboratory ManagerGeosynthetic Services Divisionwww.GeosyntheticTesting.com
*Signature is on file
July 27, 2016
Page 1 of 11
GEOCOMPOSITE TEST RESULTS
TRI Client: Waste Management, Inc
Project: Great Oak Landfill
Material: Skaps TN330-2-8 Double Sided Geocomposite
Sample Identification: 71221010245
TRI Log #: 22511
STD.
PARAMETER TEST REPLICATE NUMBER MEAN DEV.
1 2 3 4 5 6 7 8 9 10
Peel Strength (ASTM D 7005)
A - MD Average Peel Strength (ppi)1.3 1.9 2.1 1.0 2.9 1.8 0.7
A - MD Average Peel Strength (g/in)604 849 944 468 1317 836 329
B - MD Average Peel Strength (ppi)1.4 2.5 1.3 5.0 3.9 2.8 1.6
B - MD Average Peel Strength (g/in)640 1149 608 2247 1771 1283 717
Note: A and B represent a randomly assigned top and bottom of the sample
Thickness (ASTM D 5199)GEONET COMPONENT
Thickness (mils)379 379 379 374 370 384 369 370 376 374 375 5
369 << min
Mass/Unit Area (ASTM D 5261)GEONET COMPONENT
5" diameter Circle - Mass (g)24.69 24.98 25.35 24.11 24.33 23.85 24.79 25.00 24.75 24.37
Mass/unit area (lbs./sq.ft)0.40 0.40 0.41 0.39 0.39 0.39 0.40 0.41 0.40 0.39 0.40 0.01
Density (ASTM D 1505)GEONET COMPONENT
Density (g/cm3)0.951 0.951 0.952 0.951 0.001
Carbon Black Content (ASTM D 4218)GEONET COMPONENT
% Carbon Black 2.00 2.00 2.00 0.00
MD Machine Direction
Page 2 of 11
GEOCOMPOSITE TEST RESULTS
TRI Client: Waste Management, Inc
Project: Great Oak Landfill
Material: Skaps TN330-2-8 Double Sided Geocomposite
Sample Identification: 71221010245
TRI Log #: 22511 GEOTEXTILE - SIDE A
STD.
PARAMETER TEST REPLICATE NUMBER MEAN DEV.
1 2 3 4 5 6 7 8 9 10
Mass/Unit Area (ASTM D 5261)
5" diameter Circle - Mass (g) 3.89 3.36 3.52 3.48 3.56 4.00 3.46 3.15 3.58 3.76 3.58 0.25
Mass/Unit Area (oz/sq.yd) 9.05 7.82 8.19 8.09 8.28 9.30 8.05 7.33 8.33 8.75 8.32 0.58
Grab Tensile Properties (ASTM D 4632)
MD - Tensile Strength (lbs) 325 247 204 245 290 301 179 207 211 213 242 49
TD - Tensile Strength (lbs) 261 277 268 249 234 262 246 274 254 272 260 14
MD - Elong. @ Max. Load (%) 72 74 71 73 57 69 77 64 74 61 69 6
TD - Elong. @ Max. Load (%) 119 97 91 108 123 118 95 103 107 115 107 11
Puncture Resistance (ASTM D 4833)
Puncture Strength (lbs) 150 142 124 145 175 147 18
GEOTEXTILE - SIDE B
Mass/Unit Area (ASTM D 5261)
5" diameter Circle - Mass (g) 3.71 3.28 3.19 3.32 4.41 3.69 3.27 3.35 3.57 3.35 3.51 0.36
Mass/Unit Area (oz/sq.yd) 8.63 7.63 7.42 7.72 10.26 8.58 7.61 7.79 8.30 7.79 8.17 0.84
Grab Tensile Properties (ASTM D 4632)
MD - Tensile Strength (lbs) 325 173 199 211 198 304 191 244 209 237 229 50
TD - Tensile Strength (lbs) 261 257 279 278 256 279 261 286 260 245 266 13
MD - Elong. @ Max. Load (%) 65 75 67 69 63 69 92 77 62 64 70 9
TD - Elong. @ Max. Load (%) 109 99 95 129 110 119 88 95 97 129 107 15
Puncture Resistance (ASTM D 4833)
Puncture Strength (lbs) 170 128 134 125 141 140 18
MD Machine Direction TD Transverse Direction
Page 3 of 11
GEOCOMPOSITE TEST RESULTS
TRI Client: Waste Management, Inc
Project: Great Oak Landfill
Material: Skaps TN330-2-8 Double Sided Geocomposite
Sample Identification: 71221010289
TRI Log #: 22511
STD.
PARAMETER TEST REPLICATE NUMBER MEAN DEV.
1 2 3 4 5 6 7 8 9 10
Peel Strength (ASTM D 7005)
A - MD Average Peel Strength (ppi)1.4 1.9 0.8 2.6 4.4 2.2 1.4
A - MD Average Peel Strength (g/in)631 863 374 1176 1979 1005 620
B - MD Average Peel Strength (ppi)2.8 1.0 2.2 3.4 1.8 2.2 0.9
B - MD Average Peel Strength (g/in)1262 472 994 1521 817 1013 403
Note: A and B represent a randomly assigned top and bottom of the sample
Thickness (ASTM D 5199)GEONET COMPONENT
Thickness (mils)369 365 375 375 379 377 395 368 378 376 375 8
365 << min
Mass/Unit Area (ASTM D 5261)GEONET COMPONENT
5" diameter Circle - Mass (g)24.44 24.83 24.62 24.06 24.35 23.78 24.67 25.04 24.35 24.76
Mass/unit area (lbs./sq.ft)0.40 0.40 0.40 0.39 0.39 0.39 0.40 0.41 0.39 0.40 0.40 0.01
Density (ASTM D 1505)GEONET COMPONENT
Density (g/cm3)0.954 0.955 0.955 0.955 0.001
Carbon Black Content (ASTM D 4218)GEONET COMPONENT
% Carbon Black 2.18 2.18 2.18 0.00
MD Machine Direction
Page 4 of 11
GEOCOMPOSITE TEST RESULTS
TRI Client: Waste Management, Inc
Project: Great Oak Landfill
Material: Skaps TN330-2-8 Double Sided Geocomposite
Sample Identification: 71221010289
TRI Log #: 22511 GEOTEXTILE - SIDE A
STD.
PARAMETER TEST REPLICATE NUMBER MEAN DEV.
1 2 3 4 5 6 7 8 9 10
Mass/Unit Area (ASTM D 5261)
5" diameter Circle - Mass (g) 3.83 3.40 3.15 3.41 3.70 4.43 3.12 3.26 3.17 3.83 3.53 0.42
Mass/Unit Area (oz/sq.yd) 8.91 7.91 7.33 7.93 8.61 10.30 7.26 7.58 7.37 8.91 8.21 0.97
Grab Tensile Properties (ASTM D 4632)
MD - Tensile Strength (lbs) 366 226 216 213 319 277 204 217 200 259 250 55
TD - Tensile Strength (lbs) 276 283 251 226 237 261 300 257 247 258 260 22
MD - Elong. @ Max. Load (%) 70 66 70 70 61 68 65 73 63 61 67 4
TD - Elong. @ Max. Load (%) 121 90 90 102 107 122 95 97 107 117 105 12
Puncture Resistance (ASTM D 4833)
Puncture Strength (lbs) 171 180 171 126 140 158 23
GEOTEXTILE - SIDE B
Mass/Unit Area (ASTM D 5261)
5" diameter Circle - Mass (g) 3.75 3.14 3.26 3.61 3.91 4.15 3.23 3.32 3.72 3.80 3.59 0.34
Mass/Unit Area (oz/sq.yd) 8.72 7.30 7.58 8.40 9.09 9.65 7.51 7.72 8.65 8.84 8.35 0.78
Grab Tensile Properties (ASTM D 4632)
MD - Tensile Strength (lbs) 339 237 204 209 266 306 196 174 209 248 239 52
TD - Tensile Strength (lbs) 277 256 272 244 272 267 268 327 272 266 272 21
MD - Elong. @ Max. Load (%) 69 71 77 57 69 71 63 68 61 63 67 6
TD - Elong. @ Max. Load (%) 125 113 99 100 117 117 95 106 122 115 111 10
Puncture Resistance (ASTM D 4833)
Puncture Strength (lbs) 170 178 140 123 147 152 22
MD Machine Direction TD Transverse Direction
Page 5 of 11
GEOCOMPOSITE TEST RESULTS
TRI Client: Waste Management, Inc
Project: Great Oak Landfill
Material: Skaps TN330-2-8 Double Sided Geocomposite
Sample Identification: 71221010332
TRI Log #: 22511
STD.
PARAMETER TEST REPLICATE NUMBER MEAN DEV.
1 2 3 4 5 6 7 8 9 10
Peel Strength (ASTM D 7005)
A - MD Average Peel Strength (ppi)4.7 1.7 2.3 1.3 1.8 2.3 1.3
A - MD Average Peel Strength (g/in)2111 754 1022 581 831 1060 609
B - MD Average Peel Strength (ppi)1.6 3.7 1.4 2.2 2.6 2.3 0.9
B - MD Average Peel Strength (g/in)740 1684 622 1017 1185 1050 419
Note: A and B represent a randomly assigned top and bottom of the sample
Thickness (ASTM D 5199)GEONET COMPONENT
Thickness (mils)388 368 357 372 366 359 365 363 368 366 367 9
357 << min
Mass/Unit Area (ASTM D 5261)GEONET COMPONENT
5" diameter Circle - Mass (g)24.33 23.38 24.48 23.61 24.17 25.06 24.47 24.75 24.58 24.76
Mass/unit area (lbs./sq.ft)0.39 0.38 0.40 0.38 0.39 0.41 0.40 0.40 0.40 0.40 0.39 0.01
Density (ASTM D 1505)GEONET COMPONENT
Density (g/cm3)0.952 0.952 0.952 0.952 0.000
Carbon Black Content (ASTM D 4218)GEONET COMPONENT
% Carbon Black 2.13 2.05 2.09 0.06
MD Machine Direction
Page 6 of 11
GEOCOMPOSITE TEST RESULTS
TRI Client: Waste Management, Inc
Project: Great Oak Landfill
Material: Skaps TN330-2-8 Double Sided Geocomposite
Sample Identification: 71221010332
TRI Log #: 22511 GEOTEXTILE - SIDE A
STD.
PARAMETER TEST REPLICATE NUMBER MEAN DEV.
1 2 3 4 5 6 7 8 9 10
Mass/Unit Area (ASTM D 5261)
5" diameter Circle - Mass (g) 3.57 3.50 3.81 3.75 3.76 4.61 3.32 3.11 3.27 3.54 3.62 0.41
Mass/Unit Area (oz/sq.yd) 8.30 8.14 8.86 8.72 8.75 10.72 7.72 7.23 7.61 8.23 8.43 0.96
Grab Tensile Properties (ASTM D 4632)
MD - Tensile Strength (lbs) 384 189 150 235 239 297 216 278 177 266 243 68
TD - Tensile Strength (lbs) 265 249 263 314 272 248 257 293 272 244 268 22
MD - Elong. @ Max. Load (%) 63 56 58 75 65 61 65 79 79 71 67 8
TD - Elong. @ Max. Load (%) 129 99 93 103 108 109 97 114 109 103 106 10
Puncture Resistance (ASTM D 4833)
Puncture Strength (lbs) 179 153 180 126 171 162 23
GEOTEXTILE - SIDE B
Mass/Unit Area (ASTM D 5261)
5" diameter Circle - Mass (g) 3.32 3.69 3.04 3.08 4.91 3.19 3.50 3.06 3.34 4.92 3.61 0.72
Mass/Unit Area (oz/sq.yd) 7.72 8.58 7.07 7.16 11.42 7.42 8.14 7.12 7.77 11.44 8.39 1.67
Grab Tensile Properties (ASTM D 4632)
MD - Tensile Strength (lbs) 334 250 188 224 344 251 191 206 201 294 248 58
TD - Tensile Strength (lbs) 259 252 251 256 254 233 202 263 254 269 249 19
MD - Elong. @ Max. Load (%) 66 72 67 69 56 61 73 89 65 69 69 9
TD - Elong. @ Max. Load (%) 118 103 97 104 104 117 89 102 105 118 106 10
Puncture Resistance (ASTM D 4833)
Puncture Strength (lbs) 142 117 127 172 165 144 24
MD Machine Direction TD Transverse Direction
Page 7 of 11
GEOCOMPOSITE TEST RESULTS
TRI Client: Waste Management, Inc
Project: Great Oak Landfill
Material: Skaps TN330-2-8 Double Sided Geocomposite
Sample Identification: 71221010368
TRI Log #: 22511
STD.
PARAMETER TEST REPLICATE NUMBER MEAN DEV.
1 2 3 4 5 6 7 8 9 10
Peel Strength (ASTM D 7005)
A - MD Average Peel Strength (ppi)1.5 2.1 1.8 3.5 4.7 2.7 1.4
A - MD Average Peel Strength (g/in)672 962 799 1598 2129 1232 615
B - MD Average Peel Strength (ppi)5.9 4.9 2.2 1.1 0.9 3.0 2.3
B - MD Average Peel Strength (g/in)2674 2202 981 513 401 1354 1027
Note: A and B represent a randomly assigned top and bottom of the sample
Thickness (ASTM D 5199)GEONET COMPONENT
Thickness (mils)382 368 365 373 370 380 383 384 373 367 374 7
365 << min
Mass/Unit Area (ASTM D 5261)GEONET COMPONENT
5" diameter Circle - Mass (g)24.32 24.64 24.17 23.96 24.84 24.27 23.98 25.05 23.69 24.77
Mass/unit area (lbs./sq.ft)0.39 0.40 0.39 0.39 0.40 0.39 0.39 0.41 0.38 0.40 0.39 0.01
Density (ASTM D 1505)GEONET COMPONENT
Density (g/cm3)0.953 0.953 0.953 0.953 0.000
Carbon Black Content (ASTM D 4218)GEONET COMPONENT
% Carbon Black 2.16 2.20 2.18 0.03
MD Machine Direction
Page 8 of 11
GEOCOMPOSITE TEST RESULTS
TRI Client: Waste Management, Inc
Project: Great Oak Landfill
Material: Skaps TN330-2-8 Double Sided Geocomposite
Sample Identification: 71221010368
TRI Log #: 22511 GEOTEXTILE - SIDE A
STD.
PARAMETER TEST REPLICATE NUMBER MEAN DEV.
1 2 3 4 5 6 7 8 9 10
Mass/Unit Area (ASTM D 5261)
5" diameter Circle - Mass (g) 3.81 3.34 3.55 3.53 3.89 3.92 3.55 3.32 3.39 3.54 3.58 0.22
Mass/Unit Area (oz/sq.yd) 8.86 7.77 8.26 8.21 9.05 9.12 8.26 7.72 7.89 8.23 8.34 0.51
Grab Tensile Properties (ASTM D 4632)
MD - Tensile Strength (lbs) 316 290 248 296 230 284 255 201 234 263 262 35
TD - Tensile Strength (lbs) 286 277 282 225 244 244 289 287 254 286 267 23
MD - Elong. @ Max. Load (%) 67 77 81 67 70 66 73 76 70 69 71 5
TD - Elong. @ Max. Load (%) 131 100 106 109 113 113 97 100 106 112 109 10
Puncture Resistance (ASTM D 4833)
Puncture Strength (lbs) 150 135 146 134 150 143 8
GEOTEXTILE - SIDE B
Mass/Unit Area (ASTM D 5261)
5" diameter Circle - Mass (g) 3.45 3.18 3.14 3.41 3.77 4.04 3.04 3.38 3.48 3.75 3.46 0.31
Mass/Unit Area (oz/sq.yd) 8.02 7.40 7.30 7.93 8.77 9.40 7.07 7.86 8.09 8.72 8.06 0.73
Grab Tensile Properties (ASTM D 4632)
MD - Tensile Strength (lbs) 337 224 234 208 365 285 193 219 210 264 254 58
TD - Tensile Strength (lbs) 262 243 247 265 243 248 257 277 259 243 254 11
MD - Elong. @ Max. Load (%) 73 69 80 69 64 69 67 70 68 63 69 5
TD - Elong. @ Max. Load (%) 122 106 101 106 103 119 87 95 100 100 104 10
Puncture Resistance (ASTM D 4833)
Puncture Strength (lbs) 143 125 119 170 125 137 21
MD Machine Direction TD Transverse Direction
Page 9 of 11
GEOCOMPOSITE TEST RESULTS
TRI Client: Waste Management, Inc
Project: Great Oak Landfill
Material: Skaps TN330-2-8 Double Sided Geocomposite
Sample Identification: 71221010414
TRI Log #: 22511
STD.
PARAMETER TEST REPLICATE NUMBER MEAN DEV.
1 2 3 4 5 6 7 8 9 10
Peel Strength (ASTM D 7005)
A - MD Average Peel Strength (ppi)2.2 1.0 1.1 2.0 0.9 1.4 0.6
A - MD Average Peel Strength (g/in)1003 441 486 899 391 644 285
B - MD Average Peel Strength (ppi)2.2 3.9 3.2 3.5 3.1 3.2 0.6
B - MD Average Peel Strength (g/in)976 1757 1444 1603 1385 1433 294
Note: A and B represent a randomly assigned top and bottom of the sample
Thickness (ASTM D 5199)GEONET COMPONENT
Thickness (mils)384 367 371 369 386 366 373 363 365 374 372 8
363 << min
Mass/Unit Area (ASTM D 5261)GEONET COMPONENT
5" diameter Circle - Mass (g)23.63 24.53 23.76 24.89 24.19 24.33 24.24 24.18 24.25 24.73
Mass/unit area (lbs./sq.ft)0.38 0.40 0.38 0.40 0.39 0.39 0.39 0.39 0.39 0.40 0.39 0.01
Density (ASTM D 1505)GEONET COMPONENT
Density (g/cm3)0.951 0.951 0.951 0.951 0.000
Carbon Black Content (ASTM D 4218)GEONET COMPONENT
% Carbon Black 2.23 2.31 2.27 0.06
MD Machine Direction
Page 10 of 11
GEOCOMPOSITE TEST RESULTS
TRI Client: Waste Management, Inc
Project: Great Oak Landfill
Material: Skaps TN330-2-8 Double Sided Geocomposite
Sample Identification: 71221010414
TRI Log #: 22511 GEOTEXTILE - SIDE A
STD.
PARAMETER TEST REPLICATE NUMBER MEAN DEV.
1 2 3 4 5 6 7 8 9 10
Mass/Unit Area (ASTM D 5261)
5" diameter Circle - Mass (g) 3.46 3.48 3.71 3.56 4.02 3.81 3.25 3.33 3.27 3.95 3.58 0.28
Mass/Unit Area (oz/sq.yd) 8.05 8.09 8.63 8.28 9.35 8.86 7.56 7.75 7.61 9.19 8.34 0.65
Grab Tensile Properties (ASTM D 4632)
MD - Tensile Strength (lbs) 344 239 301 227 256 243 226 231 248 328 264 44
TD - Tensile Strength (lbs) 236 242 272 296 269 226 243 300 291 274 265 27
MD - Elong. @ Max. Load (%) 67 65 67 76 71 67 71 66 69 58 68 5
TD - Elong. @ Max. Load (%) 117 91 101 107 107 110 89 113 106 121 106 10
Puncture Resistance (ASTM D 4833)
Puncture Strength (lbs) 162 152 133 132 138 144 13
GEOTEXTILE - SIDE B
Mass/Unit Area (ASTM D 5261)
5" diameter Circle - Mass (g) 3.61 3.36 3.03 3.47 3.79 4.14 3.23 3.12 3.52 3.94 3.52 0.36
Mass/Unit Area (oz/sq.yd) 8.40 7.82 7.05 8.07 8.82 9.63 7.51 7.26 8.19 9.16 8.19 0.83
Grab Tensile Properties (ASTM D 4632)
MD - Tensile Strength (lbs) 296 213 207 215 319 265 190 255 185 278 242 47
TD - Tensile Strength (lbs) 275 250 264 262 274 247 216 257 294 251 259 21
MD - Elong. @ Max. Load (%) 64 70 70 83 57 63 70 72 65 68 68 7
TD - Elong. @ Max. Load (%) 125 94 97 101 115 117 100 101 109 109 107 10
Puncture Resistance (ASTM D 4833)
Puncture Strength (lbs) 147 119 141 138 139 137 10
MD Machine Direction TD Transverse Direction
Page 11 of 11

ATTACHMENT B
HELP Model Results

10FT

******************************************************************************
******************************************************************************
** **
** **
** HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE **
** HELP MODEL VERSION 3.07 (1 NOVEMBER 1997) **
** DEVELOPED BY ENVIRONMENTAL LABORATORY **
** USAE WATERWAYS EXPERIMENT STATION **
** FOR USEPA RISK REDUCTION ENGINEERING LABORATORY **
** **
** **
******************************************************************************
******************************************************************************
PRECIPITATION DATA FILE: C:\GOLF\DATA4.D4
TEMPERATURE DATA FILE: C:\GOLF\DATA7.D7
SOLAR RADIATION DATA FILE: C:\GOLF\DATA13.D13
EVAPOTRANSPIRATION DATA: C:\GOLF\DATA11.D11
SOIL AND DESIGN DATA FILE: C:\GOLF\10FT\DATA10.D10
OUTPUT DATA FILE: C:\GOLF\10FT\10FTV3.OUT
TIME: 23: 6 DATE: 8/ 3/2017

******************************************************************************
TITLE: 10 FEET OF WASTE
******************************************************************************
NOTE: INITIAL MOISTURE CONTENT OF THE LAYERS AND SNOW WATER WERE
COMPUTED AS NEARLY STEADY-STATE VALUES BY THE PROGRAM.

LAYER 1
--------
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 18
THICKNESS = 120.00 INCHES
POROSITY = 0.6710 VOL/VOL
FIELD CAPACITY = 0.2920 VOL/VOL
WILTING POINT = 0.0770 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.3140 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.100000005000E-02 CM/SEC
NOTE: SATURATED HYDRAULIC CONDUCTIVITY IS MULTIPLIED BY 1.80
FOR ROOT CHANNELS IN TOP HALF OF EVAPORATIVE ZONE.

LAYER 2
--------
Page 1
10FT
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS = 24.00 INCHES
POROSITY = 0.4640 VOL/VOL
FIELD CAPACITY = 0.3100 VOL/VOL
WILTING POINT = 0.1870 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.3700 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.129999999000E-04 CM/SEC

LAYER 3
--------
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS = 0.25 INCHES
POROSITY = 0.8500 VOL/VOL
FIELD CAPACITY = 0.0100 VOL/VOL
WILTING POINT = 0.0050 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.0455 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 1.39999998000 CM/SEC
SLOPE = 10.00 PERCENT
DRAINAGE LENGTH = 500.0 FEET

LAYER 4
--------
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS = 0.06 INCHES
POROSITY = 0.0000 VOL/VOL
FIELD CAPACITY = 0.0000 VOL/VOL
WILTING POINT = 0.0000 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.0000 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.199999996000E-12 CM/SEC
FML PINHOLE DENSITY = 1.00 HOLES/ACRE
FML INSTALLATION DEFECTS = 1.00 HOLES/ACRE
FML PLACEMENT QUALITY = 1 - PERFECT

LAYER 5
--------
TYPE 3 - BARRIER SOIL LINER
MATERIAL TEXTURE NUMBER 0
THICKNESS = 0.28 INCHES
POROSITY = 0.7500 VOL/VOL
FIELD CAPACITY = 0.7470 VOL/VOL
WILTING POINT = 0.4000 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.7500 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.499999997000E-08 CM/SEC

Page 2
10FT
GENERAL DESIGN AND EVAPORATIVE ZONE DATA
----------------------------------------
NOTE: SCS RUNOFF CURVE NUMBER WAS COMPUTED FROM DEFAULT
SOIL DATA BASE USING SOIL TEXTURE #18 WITH BARE
GROUND CONDITIONS, A SURFACE SLOPE OF 5.% AND
A SLOPE LENGTH OF 500. FEET.
SCS RUNOFF CURVE NUMBER = 79.80
FRACTION OF AREA ALLOWING RUNOFF = 100.0 PERCENT
AREA PROJECTED ON HORIZONTAL PLANE = 1.000 ACRES
EVAPORATIVE ZONE DEPTH = 12.0 INCHES
INITIAL WATER IN EVAPORATIVE ZONE = 3.673 INCHES
UPPER LIMIT OF EVAPORATIVE STORAGE = 8.052 INCHES
LOWER LIMIT OF EVAPORATIVE STORAGE = 0.924 INCHES
INITIAL SNOW WATER = 0.000 INCHES
INITIAL WATER IN LAYER MATERIALS = 46.778 INCHES
TOTAL INITIAL WATER = 46.778 INCHES
TOTAL SUBSURFACE INFLOW = 0.00 INCHES/YEAR
EVAPOTRANSPIRATION AND WEATHER DATA
-----------------------------------
NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROM
GREENSBORO NORTH CAROLINA
STATION LATITUDE = 35.13 DEGREES
MAXIMUM LEAF AREA INDEX = 1.00
START OF GROWING SEASON (JULIAN DATE) = 90
END OF GROWING SEASON (JULIAN DATE) = 305
EVAPORATIVE ZONE DEPTH = 12.0 INCHES
AVERAGE ANNUAL WIND SPEED = 7.60 MPH
AVERAGE 1ST QUARTER RELATIVE HUMIDITY = 66.00 %
AVERAGE 2ND QUARTER RELATIVE HUMIDITY = 68.00 %
AVERAGE 3RD QUARTER RELATIVE HUMIDITY = 74.00 %
AVERAGE 4TH QUARTER RELATIVE HUMIDITY = 70.00 %
NOTE: PRECIPITATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR GREENSBORO NORTH CAROLINA
NORMAL MEAN MONTHLY PRECIPITATION (INCHES)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------- ------- ------- ------- ------- -------
3.51 3.37 3.88 3.16 3.37 3.93
4.27 4.19 3.64 3.18 2.59 3.38
NOTE: TEMPERATURE DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR GREENSBORO NORTH CAROLINA
NORMAL MEAN MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------- ------- ------- ------- ------- -------
37.50 39.90 48.00 58.30 66.50 73.50
Page 3
10FT
77.20 76.30 69.90 58.40 48.50 40.20
NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR GREENSBORO NORTH CAROLINA
AND STATION LATITUDE = 35.13 DEGREES

*******************************************************************************

ANNUAL TOTALS FOR YEAR 1
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 40.83 148212.875 100.00

RUNOFF 0.436 1581.554 1.07

EVAPOTRANSPIRATION 32.692 118670.320 80.07

DRAINAGE COLLECTED FROM LAYER 3 7.6918 27921.316 18.84

PERC./LEAKAGE THROUGH LAYER 5 0.000003 0.009 0.00

AVG. HEAD ON TOP OF LAYER 4 0.0135

CHANGE IN WATER STORAGE 0.011 39.687 0.03

SOIL WATER AT START OF YEAR 46.778 169805.469

SOIL WATER AT END OF YEAR 46.789 169845.156

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 -0.004 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 2
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 49.18 178523.422 100.00

RUNOFF 0.660 2394.730 1.34

EVAPOTRANSPIRATION 32.913 119475.445 66.92

DRAINAGE COLLECTED FROM LAYER 3 17.2216 62514.574 35.02

PERC./LEAKAGE THROUGH LAYER 5 0.000003 0.010 0.00

AVG. HEAD ON TOP OF LAYER 4 0.0303
Page 4
10FT

CHANGE IN WATER STORAGE -1.615 -5861.450 -3.28

SOIL WATER AT START OF YEAR 46.789 169845.156

SOIL WATER AT END OF YEAR 44.695 162242.828

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.480 1740.870 0.98

ANNUAL WATER BUDGET BALANCE 0.0000 0.123 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 3
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 55.60 201827.937 100.00

RUNOFF 1.557 5650.298 2.80

EVAPOTRANSPIRATION 36.542 132645.687 65.72

DRAINAGE COLLECTED FROM LAYER 3 18.3919 66762.625 33.08

PERC./LEAKAGE THROUGH LAYER 5 0.000003 0.010 0.00

AVG. HEAD ON TOP OF LAYER 4 0.0326

CHANGE IN WATER STORAGE -0.890 -3230.570 -1.60

SOIL WATER AT START OF YEAR 44.695 162242.828

SOIL WATER AT END OF YEAR 43.813 159041.141

SNOW WATER AT START OF YEAR 0.480 1740.870 0.86

SNOW WATER AT END OF YEAR 0.472 1712.001 0.85

ANNUAL WATER BUDGET BALANCE 0.0000 -0.107 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 4
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 34.19 124109.711 100.00

RUNOFF 0.056 204.243 0.16

Page 5
10FT
EVAPOTRANSPIRATION 30.092 109233.312 88.01

DRAINAGE COLLECTED FROM LAYER 3 5.8337 21176.395 17.06

PERC./LEAKAGE THROUGH LAYER 5 0.000003 0.009 0.00

AVG. HEAD ON TOP OF LAYER 4 0.0103

CHANGE IN WATER STORAGE -1.792 -6504.237 -5.24

SOIL WATER AT START OF YEAR 43.813 159041.141

SOIL WATER AT END OF YEAR 42.493 154248.891

SNOW WATER AT START OF YEAR 0.472 1712.001 1.38

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 -0.012 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 5
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 48.31 175365.328 100.00

RUNOFF 0.558 2026.608 1.16

EVAPOTRANSPIRATION 34.940 126832.555 72.32

DRAINAGE COLLECTED FROM LAYER 3 11.1157 40349.848 23.01

PERC./LEAKAGE THROUGH LAYER 5 0.000003 0.009 0.00

AVG. HEAD ON TOP OF LAYER 4 0.0194

CHANGE IN WATER STORAGE 1.696 6156.269 3.51

SOIL WATER AT START OF YEAR 42.493 154248.891

SOIL WATER AT END OF YEAR 44.189 160405.172

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 0.043 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 6
Page 6
10FT
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 46.16 167560.812 100.00

RUNOFF 0.322 1169.579 0.70

EVAPOTRANSPIRATION 35.168 127659.258 76.19

DRAINAGE COLLECTED FROM LAYER 3 8.5253 30946.918 18.47

PERC./LEAKAGE THROUGH LAYER 5 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 4 0.0151

CHANGE IN WATER STORAGE 2.145 7785.022 4.65

SOIL WATER AT START OF YEAR 44.189 160405.172

SOIL WATER AT END OF YEAR 46.333 168190.187

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 0.028 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 7
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 38.70 140480.969 100.00

RUNOFF 0.896 3252.421 2.32

EVAPOTRANSPIRATION 28.009 101673.859 72.38

DRAINAGE COLLECTED FROM LAYER 3 8.4176 30555.775 21.75

PERC./LEAKAGE THROUGH LAYER 5 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 4 0.0146

CHANGE IN WATER STORAGE 1.377 4998.949 3.56

SOIL WATER AT START OF YEAR 46.333 168190.187

SOIL WATER AT END OF YEAR 47.711 173189.141

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 -0.037 0.00

*******************************************************************************
Page 7
10FT

*******************************************************************************

ANNUAL TOTALS FOR YEAR 8
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 36.42 132204.609 100.00

RUNOFF 0.386 1400.062 1.06

EVAPOTRANSPIRATION 29.626 107542.383 81.35

DRAINAGE COLLECTED FROM LAYER 3 9.1730 33297.973 25.19

PERC./LEAKAGE THROUGH LAYER 5 0.000003 0.009 0.00

AVG. HEAD ON TOP OF LAYER 4 0.0159

CHANGE IN WATER STORAGE -2.765 -10035.771 -7.59

SOIL WATER AT START OF YEAR 47.711 173189.141

SOIL WATER AT END OF YEAR 44.946 163153.375

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 -0.052 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 9
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 51.06 185347.812 100.00

RUNOFF 0.914 3316.521 1.79

EVAPOTRANSPIRATION 36.807 133607.844 72.08

DRAINAGE COLLECTED FROM LAYER 3 13.3502 48461.199 26.15

PERC./LEAKAGE THROUGH LAYER 5 0.000003 0.010 0.00

AVG. HEAD ON TOP OF LAYER 4 0.0237

CHANGE IN WATER STORAGE -0.010 -37.769 -0.02

SOIL WATER AT START OF YEAR 44.946 163153.375

SOIL WATER AT END OF YEAR 44.772 162522.453

Page 8
10FT
SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.163 593.144 0.32

ANNUAL WATER BUDGET BALANCE 0.0000 0.001 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 10
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 39.93 144945.922 100.00

RUNOFF 0.476 1728.514 1.19

EVAPOTRANSPIRATION 30.931 112280.180 77.46

DRAINAGE COLLECTED FROM LAYER 3 9.2799 33686.176 23.24

PERC./LEAKAGE THROUGH LAYER 5 0.000003 0.009 0.00

AVG. HEAD ON TOP OF LAYER 4 0.0162

CHANGE IN WATER STORAGE -0.757 -2748.982 -1.90

SOIL WATER AT START OF YEAR 44.772 162522.453

SOIL WATER AT END OF YEAR 44.178 160366.609

SNOW WATER AT START OF YEAR 0.163 593.144 0.41

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 0.017 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 11
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 36.33 131877.937 100.00

RUNOFF 0.143 517.720 0.39

EVAPOTRANSPIRATION 29.692 107780.578 81.73

DRAINAGE COLLECTED FROM LAYER 3 6.3259 22962.891 17.41

PERC./LEAKAGE THROUGH LAYER 5 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 4 0.0111
Page 9
10FT

CHANGE IN WATER STORAGE 0.170 616.706 0.47

SOIL WATER AT START OF YEAR 44.178 160366.609

SOIL WATER AT END OF YEAR 44.348 160983.328

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 0.028 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 12
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 30.73 111549.914 100.00

RUNOFF 0.910 3303.206 2.96

EVAPOTRANSPIRATION 24.203 87856.039 78.76

DRAINAGE COLLECTED FROM LAYER 3 6.7323 24438.209 21.91

PERC./LEAKAGE THROUGH LAYER 5 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 4 0.0118

CHANGE IN WATER STORAGE -1.115 -4047.594 -3.63

SOIL WATER AT START OF YEAR 44.348 160983.328

SOIL WATER AT END OF YEAR 43.233 156935.734

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 0.041 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 13
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 35.80 129954.023 100.00

RUNOFF 0.859 3119.594 2.40

Page 10
10FT
EVAPOTRANSPIRATION 23.985 87066.570 67.00

DRAINAGE COLLECTED FROM LAYER 3 9.5869 34800.570 26.78

PERC./LEAKAGE THROUGH LAYER 5 0.000003 0.009 0.00

AVG. HEAD ON TOP OF LAYER 4 0.0167

CHANGE IN WATER STORAGE 1.368 4967.267 3.82

SOIL WATER AT START OF YEAR 43.233 156935.734

SOIL WATER AT END OF YEAR 44.601 161903.000

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 0.014 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 14
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 39.04 141715.187 100.00

RUNOFF 1.007 3655.866 2.58

EVAPOTRANSPIRATION 31.133 113012.273 79.75

DRAINAGE COLLECTED FROM LAYER 3 6.1798 22432.604 15.83

PERC./LEAKAGE THROUGH LAYER 5 0.000003 0.009 0.00

AVG. HEAD ON TOP OF LAYER 4 0.0108

CHANGE IN WATER STORAGE 0.720 2614.420 1.84

SOIL WATER AT START OF YEAR 44.601 161903.000

SOIL WATER AT END OF YEAR 44.856 162826.594

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.466 1690.815 1.19

ANNUAL WATER BUDGET BALANCE 0.0000 0.016 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 15
Page 11
10FT
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 41.80 151733.984 100.00

RUNOFF 0.746 2708.327 1.78

EVAPOTRANSPIRATION 29.879 108460.500 71.48

DRAINAGE COLLECTED FROM LAYER 3 10.4319 37867.906 24.96

PERC./LEAKAGE THROUGH LAYER 5 0.000003 0.009 0.00

AVG. HEAD ON TOP OF LAYER 4 0.0181

CHANGE IN WATER STORAGE 0.743 2697.341 1.78

SOIL WATER AT START OF YEAR 44.856 162826.594

SOIL WATER AT END OF YEAR 46.065 167214.750

SNOW WATER AT START OF YEAR 0.466 1690.815 1.11

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 -0.101 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 16
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 32.93 119535.930 100.00

RUNOFF 0.009 31.754 0.03

EVAPOTRANSPIRATION 29.019 105338.617 88.12

DRAINAGE COLLECTED FROM LAYER 3 7.6314 27702.131 23.17

PERC./LEAKAGE THROUGH LAYER 5 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 4 0.0133

CHANGE IN WATER STORAGE -3.729 -13536.645 -11.32

SOIL WATER AT START OF YEAR 46.065 167214.750

SOIL WATER AT END OF YEAR 42.336 153678.109

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 0.065 0.00

*******************************************************************************
Page 12
10FT

*******************************************************************************

ANNUAL TOTALS FOR YEAR 17
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 52.00 188760.031 100.00

RUNOFF 1.472 5343.173 2.83

EVAPOTRANSPIRATION 31.609 114738.992 60.79

DRAINAGE COLLECTED FROM LAYER 3 13.2214 47993.699 25.43

PERC./LEAKAGE THROUGH LAYER 5 0.000003 0.010 0.00

AVG. HEAD ON TOP OF LAYER 4 0.0230

CHANGE IN WATER STORAGE 5.698 20684.176 10.96

SOIL WATER AT START OF YEAR 42.336 153678.109

SOIL WATER AT END OF YEAR 48.034 174362.281

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 -0.024 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 18
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 47.07 170864.094 100.00

RUNOFF 1.924 6985.730 4.09

EVAPOTRANSPIRATION 35.280 128066.508 74.95

DRAINAGE COLLECTED FROM LAYER 3 12.9513 47013.258 27.51

PERC./LEAKAGE THROUGH LAYER 5 0.000003 0.009 0.00

AVG. HEAD ON TOP OF LAYER 4 0.0226

CHANGE IN WATER STORAGE -3.086 -11201.469 -6.56

SOIL WATER AT START OF YEAR 48.034 174362.281

SOIL WATER AT END OF YEAR 44.948 163160.812

Page 13
10FT
SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 0.066 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 19
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 48.36 175546.812 100.00

RUNOFF 0.419 1520.686 0.87

EVAPOTRANSPIRATION 31.325 113710.367 64.77

DRAINAGE COLLECTED FROM LAYER 3 12.3198 44720.820 25.48

PERC./LEAKAGE THROUGH LAYER 5 0.000003 0.009 0.00

AVG. HEAD ON TOP OF LAYER 4 0.0215

CHANGE IN WATER STORAGE 4.296 15594.887 8.88

SOIL WATER AT START OF YEAR 44.948 163160.812

SOIL WATER AT END OF YEAR 49.244 178755.703

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 0.045 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 20
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 46.05 167161.500 100.00

RUNOFF 0.848 3079.041 1.84

EVAPOTRANSPIRATION 32.198 116879.055 69.92

DRAINAGE COLLECTED FROM LAYER 3 14.9903 54414.891 32.55

PERC./LEAKAGE THROUGH LAYER 5 0.000003 0.010 0.00

AVG. HEAD ON TOP OF LAYER 4 0.0261
Page 14
10FT

CHANGE IN WATER STORAGE -1.987 -7211.423 -4.31

SOIL WATER AT START OF YEAR 49.244 178755.703

SOIL WATER AT END OF YEAR 47.257 171544.281

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 -0.072 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 21
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 43.85 159175.500 100.00

RUNOFF 0.356 1293.570 0.81

EVAPOTRANSPIRATION 35.569 129116.203 81.12

DRAINAGE COLLECTED FROM LAYER 3 11.7710 42728.648 26.84

PERC./LEAKAGE THROUGH LAYER 5 0.000003 0.009 0.00

AVG. HEAD ON TOP OF LAYER 4 0.0209

CHANGE IN WATER STORAGE -3.847 -13962.949 -8.77

SOIL WATER AT START OF YEAR 47.257 171544.281

SOIL WATER AT END OF YEAR 43.411 157581.328

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 0.012 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 22
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 43.20 156816.031 100.00

RUNOFF 0.421 1527.202 0.97

Page 15
10FT
EVAPOTRANSPIRATION 35.846 130121.492 82.98

DRAINAGE COLLECTED FROM LAYER 3 7.0198 25481.775 16.25

PERC./LEAKAGE THROUGH LAYER 5 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 4 0.0122

CHANGE IN WATER STORAGE -0.087 -314.501 -0.20

SOIL WATER AT START OF YEAR 43.411 157581.328

SOIL WATER AT END OF YEAR 43.324 157266.828

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 0.050 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 23
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 48.25 175147.453 100.00

RUNOFF 1.109 4026.804 2.30

EVAPOTRANSPIRATION 30.973 112432.484 64.19

DRAINAGE COLLECTED FROM LAYER 3 15.1030 54823.898 31.30

PERC./LEAKAGE THROUGH LAYER 5 0.000003 0.010 0.00

AVG. HEAD ON TOP OF LAYER 4 0.0262

CHANGE IN WATER STORAGE 1.065 3864.297 2.21

SOIL WATER AT START OF YEAR 43.324 157266.828

SOIL WATER AT END OF YEAR 44.389 161131.125

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 -0.038 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 24
Page 16
10FT
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 48.52 176127.578 100.00

RUNOFF 0.632 2294.174 1.30

EVAPOTRANSPIRATION 30.858 112013.547 63.60

DRAINAGE COLLECTED FROM LAYER 3 12.7789 46387.371 26.34

PERC./LEAKAGE THROUGH LAYER 5 0.000003 0.010 0.00

AVG. HEAD ON TOP OF LAYER 4 0.0223

CHANGE IN WATER STORAGE 4.251 15432.485 8.76

SOIL WATER AT START OF YEAR 44.389 161131.125

SOIL WATER AT END OF YEAR 48.640 176563.609

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 -0.013 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 25
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 40.59 147341.687 100.00

RUNOFF 0.168 608.098 0.41

EVAPOTRANSPIRATION 32.561 118195.117 80.22

DRAINAGE COLLECTED FROM LAYER 3 13.2679 48162.617 32.69

PERC./LEAKAGE THROUGH LAYER 5 0.000003 0.010 0.00

AVG. HEAD ON TOP OF LAYER 4 0.0231

CHANGE IN WATER STORAGE -5.406 -19624.176 -13.32

SOIL WATER AT START OF YEAR 48.640 176563.609

SOIL WATER AT END OF YEAR 43.234 156939.437

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 0.019 0.00

*******************************************************************************
Page 17
10FT

*******************************************************************************

AVERAGE MONTHLY VALUES IN INCHES FOR YEARS 1 THROUGH 25
-------------------------------------------------------------------------------

JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------- ------- ------- ------- ------- -------
PRECIPITATION
-------------
TOTALS 2.63 3.32 4.22 3.06 2.97 3.95
4.76 5.15 3.75 2.96 2.67 3.55

STD. DEVIATIONS 1.49 1.24 1.78 1.55 1.24 2.34
1.86 2.62 2.29 1.92 1.81 1.90

RUNOFF
------
TOTALS 0.015 0.036 0.099 0.015 0.005 0.046
0.063 0.084 0.116 0.098 0.057 0.057

STD. DEVIATIONS 0.052 0.078 0.293 0.041 0.015 0.146
0.151 0.188 0.185 0.183 0.203 0.110

EVAPOTRANSPIRATION
------------------
TOTALS 1.424 1.682 3.025 3.152 3.050 3.810
4.427 3.998 2.711 1.699 1.503 1.194

STD. DEVIATIONS 0.201 0.337 0.299 0.737 0.859 1.563
1.384 1.394 1.018 0.635 0.350 0.199

LATERAL DRAINAGE COLLECTED FROM LAYER 3
----------------------------------------
TOTALS 1.4895 1.4221 1.6087 1.5416 0.7077 0.3809
0.3990 0.3715 0.5005 0.7180 0.8547 0.7783

STD. DEVIATIONS 1.3080 1.2048 1.1075 0.9008 0.5250 0.3788
0.5170 0.5476 0.6131 0.7233 0.8091 0.8602

PERCOLATION/LEAKAGE THROUGH LAYER 5
------------------------------------
TOTALS 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000

STD. DEVIATIONS 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000

-------------------------------------------------------------------------------
AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES)
-------------------------------------------------------------------------------

DAILY AVERAGE HEAD ON TOP OF LAYER 4
-------------------------------------
AVERAGES 0.0306 0.0320 0.0330 0.0327 0.0145 0.0081
0.0082 0.0076 0.0106 0.0147 0.0181 0.0160
Page 18
10FT

STD. DEVIATIONS 0.0268 0.0273 0.0227 0.0191 0.0108 0.0080
0.0106 0.0112 0.0130 0.0148 0.0172 0.0177

*******************************************************************************
*******************************************************************************

AVERAGE ANNUAL TOTALS & (STD. DEVIATIONS) FOR YEARS 1 THROUGH 25
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
------------------- ------------- ---------
PRECIPITATION 43.00 ( 6.517) 156075.5 100.00

RUNOFF 0.691 ( 0.4750) 2509.58 1.608

EVAPOTRANSPIRATION 31.674 ( 3.3759) 114976.37 73.667

LATERAL DRAINAGE COLLECTED 10.77250 ( 3.53119) 39104.164 25.05465
FROM LAYER 3

PERCOLATION/LEAKAGE THROUGH 0.00000 ( 0.00000) 0.009 0.00001
LAYER 5

AVERAGE HEAD ON TOP 0.019 ( 0.006)
OF LAYER 4

CHANGE IN WATER STORAGE -0.142 ( 2.6571) -514.64 -0.330

*******************************************************************************

******************************************************************************

PEAK DAILY VALUES FOR YEARS 1 THROUGH 25
------------------------------------------------------------------------
(INCHES) (CU. FT.)
---------- -------------
PRECIPITATION 3.76 13648.800

RUNOFF 0.961 3487.7910

DRAINAGE COLLECTED FROM LAYER 3 0.37746 1370.17468

PERCOLATION/LEAKAGE THROUGH LAYER 5 0.000000 0.00010

AVERAGE HEAD ON TOP OF LAYER 4 0.240

MAXIMUM HEAD ON TOP OF LAYER 4 0.482
LOCATION OF MAXIMUM HEAD IN LAYER 3
(DISTANCE FROM DRAIN) 0.0 FEET

SNOW WATER 2.87 10419.2432

MAXIMUM VEG. SOIL WATER (VOL/VOL) 0.4615

MINIMUM VEG. SOIL WATER (VOL/VOL) 0.0770
Page 19
10FT

*** Maximum heads are computed using McEnroe's equations. ***
Reference: Maximum Saturated Depth over Landfill Liner
by Bruce M. McEnroe, University of Kansas
ASCE Journal of Environmental Engineering
Vol. 119, No. 2, March 1993, pp. 262-270.

******************************************************************************

******************************************************************************

FINAL WATER STORAGE AT END OF YEAR 25
----------------------------------------------------------------------
LAYER (INCHES) (VOL/VOL)
----- -------- ---------
1 34.4510 0.2871
2 8.5698 0.3571
3 0.0066 0.0262
4 0.0000 0.0000
5 0.2067 0.7500
SNOW WATER 0.000

******************************************************************************
******************************************************************************
Page 20
95FT

******************************************************************************
******************************************************************************
** **
** **
** HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE **
** HELP MODEL VERSION 3.07 (1 NOVEMBER 1997) **
** DEVELOPED BY ENVIRONMENTAL LABORATORY **
** USAE WATERWAYS EXPERIMENT STATION **
** FOR USEPA RISK REDUCTION ENGINEERING LABORATORY **
** **
** **
******************************************************************************
******************************************************************************
PRECIPITATION DATA FILE: C:\GOLF\DATA4.D4
TEMPERATURE DATA FILE: C:\GOLF\DATA7.D7
SOLAR RADIATION DATA FILE: C:\GOLF\DATA13.D13
EVAPOTRANSPIRATION DATA: C:\GOLF\DATA11.D11
SOIL AND DESIGN DATA FILE: C:\GOLF\95FT\DATA10.D10
OUTPUT DATA FILE: C:\GOLF\95FT\95FT.OUT
TIME: 23:12 DATE: 8/ 3/2017

******************************************************************************
TITLE: 95 FEET OF WASTE
******************************************************************************
NOTE: INITIAL MOISTURE CONTENT OF THE LAYERS AND SNOW WATER WERE
COMPUTED AS NEARLY STEADY-STATE VALUES BY THE PROGRAM.

LAYER 1
--------
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 11
THICKNESS = 6.00 INCHES
POROSITY = 0.4640 VOL/VOL
FIELD CAPACITY = 0.3100 VOL/VOL
WILTING POINT = 0.1870 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.3066 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.639999998000E-04 CM/SEC
NOTE: SATURATED HYDRAULIC CONDUCTIVITY IS MULTIPLIED BY 1.80
FOR ROOT CHANNELS IN TOP HALF OF EVAPORATIVE ZONE.

LAYER 2
--------
Page 1
95FT
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 18
THICKNESS = 1140.00 INCHES
POROSITY = 0.6710 VOL/VOL
FIELD CAPACITY = 0.2920 VOL/VOL
WILTING POINT = 0.0770 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.2944 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.100000005000E-02 CM/SEC

LAYER 3
--------
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS = 24.00 INCHES
POROSITY = 0.4640 VOL/VOL
FIELD CAPACITY = 0.3100 VOL/VOL
WILTING POINT = 0.1870 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.3567 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.129999999000E-04 CM/SEC

LAYER 4
--------
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS = 0.25 INCHES
POROSITY = 0.8500 VOL/VOL
FIELD CAPACITY = 0.0100 VOL/VOL
WILTING POINT = 0.0050 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.0381 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 1.39999998000 CM/SEC
SLOPE = 10.00 PERCENT
DRAINAGE LENGTH = 500.0 FEET

LAYER 5
--------
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS = 0.06 INCHES
POROSITY = 0.0000 VOL/VOL
FIELD CAPACITY = 0.0000 VOL/VOL
WILTING POINT = 0.0000 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.0000 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.199999996000E-12 CM/SEC
FML PINHOLE DENSITY = 1.00 HOLES/ACRE
FML INSTALLATION DEFECTS = 1.00 HOLES/ACRE
FML PLACEMENT QUALITY = 1 - PERFECT

Page 2
95FT
LAYER 6
--------
TYPE 3 - BARRIER SOIL LINER
MATERIAL TEXTURE NUMBER 0
THICKNESS = 0.28 INCHES
POROSITY = 0.7500 VOL/VOL
FIELD CAPACITY = 0.7470 VOL/VOL
WILTING POINT = 0.4000 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.7500 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.499999997000E-08 CM/SEC

GENERAL DESIGN AND EVAPORATIVE ZONE DATA
----------------------------------------
NOTE: SCS RUNOFF CURVE NUMBER WAS COMPUTED FROM DEFAULT
SOIL DATA BASE USING SOIL TEXTURE #11 WITH A
POOR STAND OF GRASS, A SURFACE SLOPE OF 5.%
AND A SLOPE LENGTH OF 500. FEET.
SCS RUNOFF CURVE NUMBER = 90.70
FRACTION OF AREA ALLOWING RUNOFF = 100.0 PERCENT
AREA PROJECTED ON HORIZONTAL PLANE = 1.000 ACRES
EVAPORATIVE ZONE DEPTH = 12.0 INCHES
INITIAL WATER IN EVAPORATIVE ZONE = 3.678 INCHES
UPPER LIMIT OF EVAPORATIVE STORAGE = 6.810 INCHES
LOWER LIMIT OF EVAPORATIVE STORAGE = 1.584 INCHES
INITIAL SNOW WATER = 0.000 INCHES
INITIAL WATER IN LAYER MATERIALS = 346.264 INCHES
TOTAL INITIAL WATER = 346.264 INCHES
TOTAL SUBSURFACE INFLOW = 0.00 INCHES/YEAR
EVAPOTRANSPIRATION AND WEATHER DATA
-----------------------------------
NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROM
GREENSBORO NORTH CAROLINA
STATION LATITUDE = 35.13 DEGREES
MAXIMUM LEAF AREA INDEX = 1.00
START OF GROWING SEASON (JULIAN DATE) = 90
END OF GROWING SEASON (JULIAN DATE) = 305
EVAPORATIVE ZONE DEPTH = 12.0 INCHES
AVERAGE ANNUAL WIND SPEED = 7.60 MPH
AVERAGE 1ST QUARTER RELATIVE HUMIDITY = 66.00 %
AVERAGE 2ND QUARTER RELATIVE HUMIDITY = 68.00 %
AVERAGE 3RD QUARTER RELATIVE HUMIDITY = 74.00 %
AVERAGE 4TH QUARTER RELATIVE HUMIDITY = 70.00 %
NOTE: PRECIPITATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR GREENSBORO NORTH CAROLINA
NORMAL MEAN MONTHLY PRECIPITATION (INCHES)
Page 3
95FT
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------- ------- ------- ------- ------- -------
3.51 3.37 3.88 3.16 3.37 3.93
4.27 4.19 3.64 3.18 2.59 3.38
NOTE: TEMPERATURE DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR GREENSBORO NORTH CAROLINA
NORMAL MEAN MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------- ------- ------- ------- ------- -------
37.50 39.90 48.00 58.30 66.50 73.50
77.20 76.30 69.90 58.40 48.50 40.20
NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR GREENSBORO NORTH CAROLINA
AND STATION LATITUDE = 35.13 DEGREES

*******************************************************************************

ANNUAL TOTALS FOR YEAR 1
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 40.83 148212.875 100.00

RUNOFF 3.461 12562.210 8.48

EVAPOTRANSPIRATION 30.997 112518.523 75.92

DRAINAGE COLLECTED FROM LAYER 4 6.4410 23380.992 15.78

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0115

CHANGE IN WATER STORAGE -0.069 -248.698 -0.17

SOIL WATER AT START OF YEAR 346.264 1256939.750

SOIL WATER AT END OF YEAR 346.196 1256691.120

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 -0.155 0.00

*******************************************************************************

*******************************************************************************

Page 4
95FT
ANNUAL TOTALS FOR YEAR 2
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 49.18 178523.422 100.00

RUNOFF 5.923 21501.326 12.04

EVAPOTRANSPIRATION 32.167 116766.102 65.41

DRAINAGE COLLECTED FROM LAYER 4 12.5730 45640.133 25.57

PERC./LEAKAGE THROUGH LAYER 6 0.000003 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0220

CHANGE IN WATER STORAGE -1.483 -5384.312 -3.02

SOIL WATER AT START OF YEAR 346.196 1256691.120

SOIL WATER AT END OF YEAR 344.233 1249565.870

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.480 1740.870 0.98

ANNUAL WATER BUDGET BALANCE 0.0000 0.176 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 3
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 55.60 201827.937 100.00

RUNOFF 9.393 34094.859 16.89

EVAPOTRANSPIRATION 35.513 128911.648 63.87

DRAINAGE COLLECTED FROM LAYER 4 11.5577 41954.477 20.79

PERC./LEAKAGE THROUGH LAYER 6 0.000003 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0202

CHANGE IN WATER STORAGE -0.863 -3133.113 -1.55

SOIL WATER AT START OF YEAR 344.233 1249565.870

SOIL WATER AT END OF YEAR 343.378 1246461.620

SNOW WATER AT START OF YEAR 0.480 1740.870 0.86

SNOW WATER AT END OF YEAR 0.472 1712.001 0.85

ANNUAL WATER BUDGET BALANCE 0.0000 0.054 0.00

Page 5
95FT
*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 4
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 34.19 124109.711 100.00

RUNOFF 1.847 6704.711 5.40

EVAPOTRANSPIRATION 29.163 105861.016 85.30

DRAINAGE COLLECTED FROM LAYER 4 4.7713 17319.967 13.96

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0083

CHANGE IN WATER STORAGE -1.591 -5775.922 -4.65

SOIL WATER AT START OF YEAR 343.378 1246461.620

SOIL WATER AT END OF YEAR 342.258 1242397.750

SNOW WATER AT START OF YEAR 0.472 1712.001 1.38

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 -0.075 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 5
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 48.31 175365.328 100.00

RUNOFF 5.444 19763.465 11.27

EVAPOTRANSPIRATION 34.153 123976.484 70.70

DRAINAGE COLLECTED FROM LAYER 4 7.1793 26060.693 14.86

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0125

CHANGE IN WATER STORAGE 1.533 5564.752 3.17

SOIL WATER AT START OF YEAR 342.258 1242397.750

SOIL WATER AT END OF YEAR 343.791 1247962.500
Page 6
95FT

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 -0.071 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 6
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 46.16 167560.812 100.00

RUNOFF 3.939 14298.412 8.53

EVAPOTRANSPIRATION 34.104 123797.812 73.88

DRAINAGE COLLECTED FROM LAYER 4 6.3170 22930.613 13.68

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0111

CHANGE IN WATER STORAGE 1.800 6533.956 3.90

SOIL WATER AT START OF YEAR 343.791 1247962.500

SOIL WATER AT END OF YEAR 345.591 1254496.500

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 0.013 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 7
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 38.70 140480.969 100.00

RUNOFF 5.882 21351.043 15.20

EVAPOTRANSPIRATION 26.623 96640.602 68.79

DRAINAGE COLLECTED FROM LAYER 4 5.5098 20000.484 14.24

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

Page 7
95FT
AVG. HEAD ON TOP OF LAYER 5 0.0097

CHANGE IN WATER STORAGE 0.686 2488.867 1.77

SOIL WATER AT START OF YEAR 345.591 1254496.500

SOIL WATER AT END OF YEAR 346.277 1256985.370

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 -0.030 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 8
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 36.42 132204.609 100.00

RUNOFF 4.167 15124.972 11.44

EVAPOTRANSPIRATION 28.088 101958.414 77.12

DRAINAGE COLLECTED FROM LAYER 4 5.9691 21667.676 16.39

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0104

CHANGE IN WATER STORAGE -1.803 -6546.474 -4.95

SOIL WATER AT START OF YEAR 346.277 1256985.370

SOIL WATER AT END OF YEAR 344.474 1250438.870

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 0.012 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 9
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 51.06 185347.812 100.00

RUNOFF 6.787 24635.006 13.29
Page 8
95FT

EVAPOTRANSPIRATION 34.807 126350.055 68.17

DRAINAGE COLLECTED FROM LAYER 4 9.4948 34466.164 18.60

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0167

CHANGE IN WATER STORAGE -0.028 -103.434 -0.06

SOIL WATER AT START OF YEAR 344.474 1250438.870

SOIL WATER AT END OF YEAR 344.282 1249742.250

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.163 593.144 0.32

ANNUAL WATER BUDGET BALANCE 0.0000 0.002 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 10
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 39.93 144945.922 100.00

RUNOFF 4.186 15194.095 10.48

EVAPOTRANSPIRATION 29.895 108520.305 74.87

DRAINAGE COLLECTED FROM LAYER 4 6.3685 23117.475 15.95

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0112

CHANGE IN WATER STORAGE -0.520 -1886.154 -1.30

SOIL WATER AT START OF YEAR 344.282 1249742.250

SOIL WATER AT END OF YEAR 343.925 1248449.250

SNOW WATER AT START OF YEAR 0.163 593.144 0.41

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0001 0.186 0.00

*******************************************************************************

*******************************************************************************

Page 9
95FT
ANNUAL TOTALS FOR YEAR 11
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 36.33 131877.937 100.00

RUNOFF 2.691 9767.598 7.41

EVAPOTRANSPIRATION 28.729 104287.117 79.08

DRAINAGE COLLECTED FROM LAYER 4 5.0368 18283.529 13.86

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0089

CHANGE IN WATER STORAGE -0.127 -460.286 -0.35

SOIL WATER AT START OF YEAR 343.925 1248449.250

SOIL WATER AT END OF YEAR 343.799 1247989.000

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 -0.032 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 12
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 30.73 111549.914 100.00

RUNOFF 4.325 15699.036 14.07

EVAPOTRANSPIRATION 23.497 85294.242 76.46

DRAINAGE COLLECTED FROM LAYER 4 3.8209 13870.021 12.43

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0067

CHANGE IN WATER STORAGE -0.913 -3313.394 -2.97

SOIL WATER AT START OF YEAR 343.799 1247989.000

SOIL WATER AT END OF YEAR 342.886 1244675.620

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 0.000 0.00

Page 10
95FT
*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 13
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 35.80 129954.023 100.00

RUNOFF 4.649 16875.670 12.99

EVAPOTRANSPIRATION 22.602 82046.156 63.13

DRAINAGE COLLECTED FROM LAYER 4 7.0017 25415.990 19.56

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0122

CHANGE IN WATER STORAGE 1.547 5616.264 4.32

SOIL WATER AT START OF YEAR 342.886 1244675.620

SOIL WATER AT END OF YEAR 344.433 1250291.870

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 -0.066 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 14
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 39.04 141715.187 100.00

RUNOFF 4.406 15993.720 11.29

EVAPOTRANSPIRATION 29.789 108133.172 76.30

DRAINAGE COLLECTED FROM LAYER 4 3.9580 14367.532 10.14

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0069

CHANGE IN WATER STORAGE 0.887 3220.671 2.27

SOIL WATER AT START OF YEAR 344.433 1250291.870

SOIL WATER AT END OF YEAR 344.854 1251821.750
Page 11
95FT

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.466 1690.815 1.19

ANNUAL WATER BUDGET BALANCE 0.0000 0.090 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 15
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 41.80 151733.984 100.00

RUNOFF 6.024 21866.215 14.41

EVAPOTRANSPIRATION 28.497 103445.141 68.18

DRAINAGE COLLECTED FROM LAYER 4 7.2349 26262.650 17.31

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0126

CHANGE IN WATER STORAGE 0.044 160.077 0.11

SOIL WATER AT START OF YEAR 344.854 1251821.750

SOIL WATER AT END OF YEAR 345.364 1253672.620

SNOW WATER AT START OF YEAR 0.466 1690.815 1.11

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 -0.109 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 16
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 32.93 119535.930 100.00

RUNOFF 1.924 6983.787 5.84

EVAPOTRANSPIRATION 27.621 100265.758 83.88

DRAINAGE COLLECTED FROM LAYER 4 6.5466 23764.025 19.88

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

Page 12
95FT
AVG. HEAD ON TOP OF LAYER 5 0.0114

CHANGE IN WATER STORAGE -3.162 -11477.792 -9.60

SOIL WATER AT START OF YEAR 345.364 1253672.620

SOIL WATER AT END OF YEAR 342.202 1242194.750

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 0.145 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 17
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 52.00 188760.031 100.00

RUNOFF 7.713 27998.277 14.83

EVAPOTRANSPIRATION 30.482 110650.070 58.62

DRAINAGE COLLECTED FROM LAYER 4 8.8552 32144.248 17.03

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0155

CHANGE IN WATER STORAGE 4.950 17967.437 9.52

SOIL WATER AT START OF YEAR 342.202 1242194.750

SOIL WATER AT END OF YEAR 347.152 1260162.250

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 -0.012 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 18
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 47.07 170864.094 100.00

RUNOFF 7.683 27890.320 16.32
Page 13
95FT

EVAPOTRANSPIRATION 34.232 124260.656 72.72

DRAINAGE COLLECTED FROM LAYER 4 8.5548 31054.025 18.17

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0152

CHANGE IN WATER STORAGE -3.400 -12340.980 -7.22

SOIL WATER AT START OF YEAR 347.152 1260162.250

SOIL WATER AT END OF YEAR 343.752 1247821.250

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 0.067 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 19
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 48.36 175546.812 100.00

RUNOFF 5.378 19523.570 11.12

EVAPOTRANSPIRATION 30.366 110227.367 62.79

DRAINAGE COLLECTED FROM LAYER 4 6.6597 24174.721 13.77

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0117

CHANGE IN WATER STORAGE 5.956 21621.033 12.32

SOIL WATER AT START OF YEAR 343.752 1247821.250

SOIL WATER AT END OF YEAR 349.709 1269442.250

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 0.118 0.00

*******************************************************************************

*******************************************************************************

Page 14
95FT
ANNUAL TOTALS FOR YEAR 20
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 46.05 167161.500 100.00

RUNOFF 5.314 19288.416 11.54

EVAPOTRANSPIRATION 31.384 113925.727 68.15

DRAINAGE COLLECTED FROM LAYER 4 13.2550 48115.715 28.78

PERC./LEAKAGE THROUGH LAYER 6 0.000003 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0231

CHANGE IN WATER STORAGE -3.903 -14168.277 -8.48

SOIL WATER AT START OF YEAR 349.709 1269442.250

SOIL WATER AT END OF YEAR 345.806 1255274.000

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 -0.097 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 21
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 43.85 159175.500 100.00

RUNOFF 4.444 16133.347 10.14

EVAPOTRANSPIRATION 32.988 119748.164 75.23

DRAINAGE COLLECTED FROM LAYER 4 9.0520 32858.871 20.64

PERC./LEAKAGE THROUGH LAYER 6 0.000003 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0159

CHANGE IN WATER STORAGE -2.635 -9564.864 -6.01

SOIL WATER AT START OF YEAR 345.806 1255274.000

SOIL WATER AT END OF YEAR 343.171 1245709.120

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 -0.035 0.00

Page 15
95FT
*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 22
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 43.20 156816.031 100.00

RUNOFF 3.880 14084.463 8.98

EVAPOTRANSPIRATION 34.862 126550.391 80.70

DRAINAGE COLLECTED FROM LAYER 4 4.6683 16945.875 10.81

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0081

CHANGE IN WATER STORAGE -0.211 -764.706 -0.49

SOIL WATER AT START OF YEAR 343.171 1245709.120

SOIL WATER AT END OF YEAR 342.960 1244944.370

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 0.002 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 23
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 48.25 175147.453 100.00

RUNOFF 6.861 24903.738 14.22

EVAPOTRANSPIRATION 30.315 110043.531 62.83

DRAINAGE COLLECTED FROM LAYER 4 9.9302 36046.520 20.58

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0172

CHANGE IN WATER STORAGE 1.144 4153.873 2.37

SOIL WATER AT START OF YEAR 342.960 1244944.370

SOIL WATER AT END OF YEAR 344.104 1249098.250
Page 16
95FT

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE -0.0001 -0.217 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 24
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 48.52 176127.578 100.00

RUNOFF 4.750 17242.867 9.79

EVAPOTRANSPIRATION 29.879 108459.187 61.58

DRAINAGE COLLECTED FROM LAYER 4 9.7118 35253.805 20.02

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0169

CHANGE IN WATER STORAGE 4.179 15171.379 8.61

SOIL WATER AT START OF YEAR 344.104 1249098.250

SOIL WATER AT END OF YEAR 348.284 1264269.750

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0001 0.323 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 25
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 40.59 147341.687 100.00

RUNOFF 3.972 14416.839 9.78

EVAPOTRANSPIRATION 31.118 112957.594 76.66

DRAINAGE COLLECTED FROM LAYER 4 10.7640 39073.496 26.52

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

Page 17
95FT
AVG. HEAD ON TOP OF LAYER 5 0.0189

CHANGE IN WATER STORAGE -5.263 -19106.242 -12.97

SOIL WATER AT START OF YEAR 348.284 1264269.750

SOIL WATER AT END OF YEAR 343.020 1245163.500

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 -0.007 0.00

*******************************************************************************

*******************************************************************************

AVERAGE MONTHLY VALUES IN INCHES FOR YEARS 1 THROUGH 25
-------------------------------------------------------------------------------

JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------- ------- ------- ------- ------- -------
PRECIPITATION
-------------
TOTALS 2.63 3.32 4.22 3.06 2.97 3.95
4.76 5.15 3.75 2.96 2.67 3.55

STD. DEVIATIONS 1.49 1.24 1.78 1.55 1.24 2.34
1.86 2.62 2.29 1.92 1.81 1.90

RUNOFF
------
TOTALS 0.168 0.355 0.477 0.204 0.192 0.425
0.519 0.696 0.709 0.499 0.277 0.480

STD. DEVIATIONS 0.282 0.368 0.636 0.391 0.254 0.575
0.640 0.738 0.735 0.612 0.615 0.527

EVAPOTRANSPIRATION
------------------
TOTALS 1.423 1.683 2.991 3.047 2.909 3.541
4.186 3.701 2.578 1.728 1.490 1.199

STD. DEVIATIONS 0.195 0.337 0.327 0.749 0.837 1.557
1.377 1.338 1.080 0.696 0.368 0.217

LATERAL DRAINAGE COLLECTED FROM LAYER 4
----------------------------------------
TOTALS 0.7126 1.0813 1.2224 1.3684 0.9820 0.3717
0.2768 0.2056 0.2403 0.3169 0.4448 0.4263

STD. DEVIATIONS 0.6369 0.6126 0.7632 0.8541 0.8664 0.2812
0.2398 0.1531 0.2805 0.3079 0.4135 0.4868

PERCOLATION/LEAKAGE THROUGH LAYER 6
------------------------------------
TOTALS 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
Page 18
95FT
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000

STD. DEVIATIONS 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000

-------------------------------------------------------------------------------
AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES)
-------------------------------------------------------------------------------

DAILY AVERAGE HEAD ON TOP OF LAYER 5
-------------------------------------
AVERAGES 0.0146 0.0244 0.0251 0.0290 0.0202 0.0079
0.0057 0.0042 0.0051 0.0065 0.0094 0.0087

STD. DEVIATIONS 0.0131 0.0139 0.0157 0.0181 0.0178 0.0060
0.0049 0.0031 0.0060 0.0063 0.0088 0.0100

*******************************************************************************
*******************************************************************************

AVERAGE ANNUAL TOTALS & (STD. DEVIATIONS) FOR YEARS 1 THROUGH 25
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
------------------- ------------- ---------
PRECIPITATION 43.00 ( 6.517) 156075.5 100.00

RUNOFF 5.002 ( 1.7892) 18155.92 11.633

EVAPOTRANSPIRATION 30.475 ( 3.3175) 110623.81 70.878

LATERAL DRAINAGE COLLECTED 7.64925 ( 2.62447) 27766.793 17.79062
FROM LAYER 4

PERCOLATION/LEAKAGE THROUGH 0.00000 ( 0.00000) 0.009 0.00001
LAYER 6

AVERAGE HEAD ON TOP 0.013 ( 0.005)
OF LAYER 5

CHANGE IN WATER STORAGE -0.130 ( 2.6529) -471.05 -0.302

*******************************************************************************

******************************************************************************

PEAK DAILY VALUES FOR YEARS 1 THROUGH 25
------------------------------------------------------------------------
(INCHES) (CU. FT.)
---------- -------------
PRECIPITATION 3.76 13648.800

RUNOFF 2.409 8744.9014

DRAINAGE COLLECTED FROM LAYER 4 0.16032 581.94482

Page 19
95FT
PERCOLATION/LEAKAGE THROUGH LAYER 6 0.000000 0.00004

AVERAGE HEAD ON TOP OF LAYER 5 0.102

MAXIMUM HEAD ON TOP OF LAYER 5 0.208
LOCATION OF MAXIMUM HEAD IN LAYER 4
(DISTANCE FROM DRAIN) 0.0 FEET

SNOW WATER 2.87 10419.2432

MAXIMUM VEG. SOIL WATER (VOL/VOL) 0.3977

MINIMUM VEG. SOIL WATER (VOL/VOL) 0.1320

*** Maximum heads are computed using McEnroe's equations. ***
Reference: Maximum Saturated Depth over Landfill Liner
by Bruce M. McEnroe, University of Kansas
ASCE Journal of Environmental Engineering
Vol. 119, No. 2, March 1993, pp. 262-270.

******************************************************************************

******************************************************************************

FINAL WATER STORAGE AT END OF YEAR 25
----------------------------------------------------------------------
LAYER (INCHES) (VOL/VOL)
----- -------- ---------
1 1.8019 0.3003
2 332.4426 0.2916
3 8.5634 0.3568
4 0.0057 0.0226
5 0.0000 0.0000
6 0.2067 0.7500
SNOW WATER 0.000

******************************************************************************
******************************************************************************
Page 20
190FT

******************************************************************************
******************************************************************************
** **
** **
** HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE **
** HELP MODEL VERSION 3.07 (1 NOVEMBER 1997) **
** DEVELOPED BY ENVIRONMENTAL LABORATORY **
** USAE WATERWAYS EXPERIMENT STATION **
** FOR USEPA RISK REDUCTION ENGINEERING LABORATORY **
** **
** **
******************************************************************************
******************************************************************************
PRECIPITATION DATA FILE: C:\GOLF\DATA4.D4
TEMPERATURE DATA FILE: C:\GOLF\DATA7.D7
SOLAR RADIATION DATA FILE: C:\GOLF\DATA13.D13
EVAPOTRANSPIRATION DATA: C:\GOLF\DATA11.D11
SOIL AND DESIGN DATA FILE: C:\GOLF\190FT\DATA10.D10
OUTPUT DATA FILE: C:\GOLF\190FT\190FT.OUT
TIME: 23:13 DATE: 8/ 3/2017

******************************************************************************
TITLE: 190 FEET OF WASTE
******************************************************************************
NOTE: INITIAL MOISTURE CONTENT OF THE LAYERS AND SNOW WATER WERE
COMPUTED AS NEARLY STEADY-STATE VALUES BY THE PROGRAM.

LAYER 1
--------
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 11
THICKNESS = 6.00 INCHES
POROSITY = 0.4640 VOL/VOL
FIELD CAPACITY = 0.3100 VOL/VOL
WILTING POINT = 0.1870 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.3066 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.639999998000E-04 CM/SEC
NOTE: SATURATED HYDRAULIC CONDUCTIVITY IS MULTIPLIED BY 1.80
FOR ROOT CHANNELS IN TOP HALF OF EVAPORATIVE ZONE.

LAYER 2
--------
Page 1
190FT
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 18
THICKNESS = 2280.00 INCHES
POROSITY = 0.6710 VOL/VOL
FIELD CAPACITY = 0.2920 VOL/VOL
WILTING POINT = 0.0770 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.2932 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.100000005000E-02 CM/SEC

LAYER 3
--------
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS = 24.00 INCHES
POROSITY = 0.4640 VOL/VOL
FIELD CAPACITY = 0.3100 VOL/VOL
WILTING POINT = 0.1870 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.3567 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.129999999000E-04 CM/SEC

LAYER 4
--------
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS = 0.25 INCHES
POROSITY = 0.8500 VOL/VOL
FIELD CAPACITY = 0.0100 VOL/VOL
WILTING POINT = 0.0050 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.0388 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 1.39999998000 CM/SEC
SLOPE = 10.00 PERCENT
DRAINAGE LENGTH = 500.0 FEET

LAYER 5
--------
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS = 0.06 INCHES
POROSITY = 0.0000 VOL/VOL
FIELD CAPACITY = 0.0000 VOL/VOL
WILTING POINT = 0.0000 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.0000 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.199999996000E-12 CM/SEC
FML PINHOLE DENSITY = 1.00 HOLES/ACRE
FML INSTALLATION DEFECTS = 1.00 HOLES/ACRE
FML PLACEMENT QUALITY = 1 - PERFECT

Page 2
190FT
LAYER 6
--------
TYPE 3 - BARRIER SOIL LINER
MATERIAL TEXTURE NUMBER 0
THICKNESS = 0.28 INCHES
POROSITY = 0.7500 VOL/VOL
FIELD CAPACITY = 0.7470 VOL/VOL
WILTING POINT = 0.4000 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.7500 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.499999997000E-08 CM/SEC

GENERAL DESIGN AND EVAPORATIVE ZONE DATA
----------------------------------------
NOTE: SCS RUNOFF CURVE NUMBER WAS COMPUTED FROM DEFAULT
SOIL DATA BASE USING SOIL TEXTURE #11 WITH A
POOR STAND OF GRASS, A SURFACE SLOPE OF 5.%
AND A SLOPE LENGTH OF 500. FEET.
SCS RUNOFF CURVE NUMBER = 90.70
FRACTION OF AREA ALLOWING RUNOFF = 100.0 PERCENT
AREA PROJECTED ON HORIZONTAL PLANE = 1.000 ACRES
EVAPORATIVE ZONE DEPTH = 12.0 INCHES
INITIAL WATER IN EVAPORATIVE ZONE = 3.678 INCHES
UPPER LIMIT OF EVAPORATIVE STORAGE = 6.810 INCHES
LOWER LIMIT OF EVAPORATIVE STORAGE = 1.584 INCHES
INITIAL SNOW WATER = 0.000 INCHES
INITIAL WATER IN LAYER MATERIALS = 679.145 INCHES
TOTAL INITIAL WATER = 679.145 INCHES
TOTAL SUBSURFACE INFLOW = 0.00 INCHES/YEAR
EVAPOTRANSPIRATION AND WEATHER DATA
-----------------------------------
NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROM
GREENSBORO NORTH CAROLINA
STATION LATITUDE = 35.13 DEGREES
MAXIMUM LEAF AREA INDEX = 1.00
START OF GROWING SEASON (JULIAN DATE) = 90
END OF GROWING SEASON (JULIAN DATE) = 305
EVAPORATIVE ZONE DEPTH = 12.0 INCHES
AVERAGE ANNUAL WIND SPEED = 7.60 MPH
AVERAGE 1ST QUARTER RELATIVE HUMIDITY = 66.00 %
AVERAGE 2ND QUARTER RELATIVE HUMIDITY = 68.00 %
AVERAGE 3RD QUARTER RELATIVE HUMIDITY = 74.00 %
AVERAGE 4TH QUARTER RELATIVE HUMIDITY = 70.00 %
NOTE: PRECIPITATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR GREENSBORO NORTH CAROLINA
NORMAL MEAN MONTHLY PRECIPITATION (INCHES)
Page 3
190FT
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------- ------- ------- ------- ------- -------
3.51 3.37 3.88 3.16 3.37 3.93
4.27 4.19 3.64 3.18 2.59 3.38
NOTE: TEMPERATURE DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR GREENSBORO NORTH CAROLINA
NORMAL MEAN MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------- ------- ------- ------- ------- -------
37.50 39.90 48.00 58.30 66.50 73.50
77.20 76.30 69.90 58.40 48.50 40.20
NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR GREENSBORO NORTH CAROLINA
AND STATION LATITUDE = 35.13 DEGREES

*******************************************************************************

ANNUAL TOTALS FOR YEAR 1
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 40.83 148212.875 100.00

RUNOFF 3.461 12562.210 8.48

EVAPOTRANSPIRATION 30.997 112518.523 75.92

DRAINAGE COLLECTED FROM LAYER 4 6.4409 23380.547 15.77

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0115

CHANGE IN WATER STORAGE -0.068 -248.366 -0.17

SOIL WATER AT START OF YEAR 679.145 2465295.500

SOIL WATER AT END OF YEAR 679.076 2465047.250

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 -0.043 0.00

*******************************************************************************

*******************************************************************************

Page 4
190FT
ANNUAL TOTALS FOR YEAR 2
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 49.18 178523.422 100.00

RUNOFF 5.923 21501.326 12.04

EVAPOTRANSPIRATION 32.167 116766.102 65.41

DRAINAGE COLLECTED FROM LAYER 4 12.5731 45640.437 25.57

PERC./LEAKAGE THROUGH LAYER 6 0.000003 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0220

CHANGE IN WATER STORAGE -1.483 -5384.422 -3.02

SOIL WATER AT START OF YEAR 679.076 2465047.250

SOIL WATER AT END OF YEAR 677.113 2457922.000

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.480 1740.870 0.98

ANNUAL WATER BUDGET BALANCE 0.0000 -0.018 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 3
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 55.60 201827.937 100.00

RUNOFF 9.393 34094.859 16.89

EVAPOTRANSPIRATION 35.513 128911.648 63.87

DRAINAGE COLLECTED FROM LAYER 4 11.5579 41955.086 20.79

PERC./LEAKAGE THROUGH LAYER 6 0.000003 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0202

CHANGE IN WATER STORAGE -0.863 -3133.556 -1.55

SOIL WATER AT START OF YEAR 677.113 2457922.000

SOIL WATER AT END OF YEAR 676.258 2454817.250

SNOW WATER AT START OF YEAR 0.480 1740.870 0.86

SNOW WATER AT END OF YEAR 0.472 1712.001 0.85

ANNUAL WATER BUDGET BALANCE 0.0000 -0.112 0.00

Page 5
190FT
*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 4
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 34.19 124109.711 100.00

RUNOFF 1.847 6704.711 5.40

EVAPOTRANSPIRATION 29.163 105861.016 85.30

DRAINAGE COLLECTED FROM LAYER 4 4.7705 17316.832 13.95

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0083

CHANGE IN WATER STORAGE -1.590 -5772.931 -4.65

SOIL WATER AT START OF YEAR 676.258 2454817.250

SOIL WATER AT END OF YEAR 675.139 2450756.250

SNOW WATER AT START OF YEAR 0.472 1712.001 1.38

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 0.068 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 5
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 48.31 175365.328 100.00

RUNOFF 5.444 19763.465 11.27

EVAPOTRANSPIRATION 34.153 123976.484 70.70

DRAINAGE COLLECTED FROM LAYER 4 7.1786 26058.250 14.86

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0125

CHANGE IN WATER STORAGE 1.534 5567.300 3.17

SOIL WATER AT START OF YEAR 675.139 2450756.250

SOIL WATER AT END OF YEAR 676.673 2456323.500
Page 6
190FT

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 -0.175 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 6
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 46.16 167560.812 100.00

RUNOFF 3.939 14298.412 8.53

EVAPOTRANSPIRATION 34.104 123797.812 73.88

DRAINAGE COLLECTED FROM LAYER 4 6.3163 22928.064 13.68

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0111

CHANGE IN WATER STORAGE 1.801 6536.393 3.90

SOIL WATER AT START OF YEAR 676.673 2456323.500

SOIL WATER AT END OF YEAR 678.474 2462860.000

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 0.124 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 7
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 38.70 140480.969 100.00

RUNOFF 5.882 21351.043 15.20

EVAPOTRANSPIRATION 26.623 96640.602 68.79

DRAINAGE COLLECTED FROM LAYER 4 5.5049 19982.611 14.22

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

Page 7
190FT
AVG. HEAD ON TOP OF LAYER 5 0.0097

CHANGE IN WATER STORAGE 0.690 2506.481 1.78

SOIL WATER AT START OF YEAR 678.474 2462860.000

SOIL WATER AT END OF YEAR 679.164 2465366.500

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0001 0.230 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 8
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 36.42 132204.609 100.00

RUNOFF 4.167 15124.972 11.44

EVAPOTRANSPIRATION 28.088 101958.414 77.12

DRAINAGE COLLECTED FROM LAYER 4 5.9763 21694.150 16.41

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0105

CHANGE IN WATER STORAGE -1.811 -6572.950 -4.97

SOIL WATER AT START OF YEAR 679.164 2465366.500

SOIL WATER AT END OF YEAR 677.354 2458793.500

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 0.013 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 9
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 51.06 185347.812 100.00

RUNOFF 6.787 24635.006 13.29
Page 8
190FT

EVAPOTRANSPIRATION 34.807 126350.055 68.17

DRAINAGE COLLECTED FROM LAYER 4 9.4941 34463.449 18.59

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0166

CHANGE IN WATER STORAGE -0.028 -100.553 -0.05

SOIL WATER AT START OF YEAR 677.354 2458793.500

SOIL WATER AT END OF YEAR 677.162 2458099.750

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.163 593.144 0.32

ANNUAL WATER BUDGET BALANCE 0.0000 -0.164 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 10
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 39.93 144945.922 100.00

RUNOFF 4.186 15194.095 10.48

EVAPOTRANSPIRATION 29.895 108520.305 74.87

DRAINAGE COLLECTED FROM LAYER 4 6.3674 23113.723 15.95

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0112

CHANGE IN WATER STORAGE -0.519 -1882.166 -1.30

SOIL WATER AT START OF YEAR 677.162 2458099.750

SOIL WATER AT END OF YEAR 676.807 2456810.750

SNOW WATER AT START OF YEAR 0.163 593.144 0.41

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 -0.051 0.00

*******************************************************************************

*******************************************************************************

Page 9
190FT
ANNUAL TOTALS FOR YEAR 11
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 36.33 131877.937 100.00

RUNOFF 2.691 9767.598 7.41

EVAPOTRANSPIRATION 28.729 104287.117 79.08

DRAINAGE COLLECTED FROM LAYER 4 5.0377 18286.836 13.87

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0089

CHANGE IN WATER STORAGE -0.128 -463.720 -0.35

SOIL WATER AT START OF YEAR 676.807 2456810.750

SOIL WATER AT END OF YEAR 676.680 2456347.000

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 0.097 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 12
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 30.73 111549.914 100.00

RUNOFF 4.325 15699.036 14.07

EVAPOTRANSPIRATION 23.497 85294.242 76.46

DRAINAGE COLLECTED FROM LAYER 4 3.8220 13873.826 12.44

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0067

CHANGE IN WATER STORAGE -0.914 -3317.161 -2.97

SOIL WATER AT START OF YEAR 676.680 2456347.000

SOIL WATER AT END OF YEAR 675.766 2453030.000

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 -0.039 0.00

Page 10
190FT
*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 13
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 35.80 129954.023 100.00

RUNOFF 4.649 16875.670 12.99

EVAPOTRANSPIRATION 22.602 82046.156 63.13

DRAINAGE COLLECTED FROM LAYER 4 7.0024 25418.572 19.56

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0122

CHANGE IN WATER STORAGE 1.546 5613.384 4.32

SOIL WATER AT START OF YEAR 675.766 2453030.000

SOIL WATER AT END OF YEAR 677.312 2458643.250

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0001 0.232 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 14
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 39.04 141715.187 100.00

RUNOFF 4.406 15993.720 11.29

EVAPOTRANSPIRATION 29.789 108133.172 76.30

DRAINAGE COLLECTED FROM LAYER 4 3.9578 14366.855 10.14

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0069

CHANGE IN WATER STORAGE 0.887 3221.557 2.27

SOIL WATER AT START OF YEAR 677.312 2458643.250

SOIL WATER AT END OF YEAR 677.734 2460174.000
Page 11
190FT

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.466 1690.815 1.19

ANNUAL WATER BUDGET BALANCE 0.0000 -0.120 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 15
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 41.80 151733.984 100.00

RUNOFF 6.024 21866.215 14.41

EVAPOTRANSPIRATION 28.497 103445.141 68.18

DRAINAGE COLLECTED FROM LAYER 4 7.2348 26262.311 17.31

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0126

CHANGE IN WATER STORAGE 0.044 160.520 0.11

SOIL WATER AT START OF YEAR 677.734 2460174.000

SOIL WATER AT END OF YEAR 678.244 2462025.250

SNOW WATER AT START OF YEAR 0.466 1690.815 1.11

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE -0.0001 -0.213 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 16
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 32.93 119535.930 100.00

RUNOFF 1.924 6983.787 5.84

EVAPOTRANSPIRATION 27.621 100265.758 83.88

DRAINAGE COLLECTED FROM LAYER 4 6.5461 23762.184 19.88

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

Page 12
190FT
AVG. HEAD ON TOP OF LAYER 5 0.0114

CHANGE IN WATER STORAGE -3.161 -11475.799 -9.60

SOIL WATER AT START OF YEAR 678.244 2462025.250

SOIL WATER AT END OF YEAR 675.083 2450549.500

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 -0.007 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 17
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 52.00 188760.031 100.00

RUNOFF 7.713 27998.277 14.83

EVAPOTRANSPIRATION 30.482 110650.070 58.62

DRAINAGE COLLECTED FROM LAYER 4 8.8549 32143.111 17.03

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0155

CHANGE IN WATER STORAGE 4.950 17968.545 9.52

SOIL WATER AT START OF YEAR 675.083 2450549.500

SOIL WATER AT END OF YEAR 680.033 2468518.000

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 0.015 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 18
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 47.07 170864.094 100.00

RUNOFF 7.683 27890.320 16.32
Page 13
190FT

EVAPOTRANSPIRATION 34.232 124260.656 72.72

DRAINAGE COLLECTED FROM LAYER 4 8.5551 31055.146 18.18

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0152

CHANGE IN WATER STORAGE -3.400 -12342.311 -7.22

SOIL WATER AT START OF YEAR 680.033 2468518.000

SOIL WATER AT END OF YEAR 676.632 2456175.750

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0001 0.275 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 19
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 48.36 175546.812 100.00

RUNOFF 5.378 19523.570 11.12

EVAPOTRANSPIRATION 30.366 110227.367 62.79

DRAINAGE COLLECTED FROM LAYER 4 6.5792 23882.621 13.60

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0115

CHANGE IN WATER STORAGE 6.037 21913.377 12.48

SOIL WATER AT START OF YEAR 676.632 2456175.750

SOIL WATER AT END OF YEAR 682.669 2478089.250

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 -0.128 0.00

*******************************************************************************

*******************************************************************************

Page 14
190FT
ANNUAL TOTALS FOR YEAR 20
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 46.05 167161.500 100.00

RUNOFF 5.314 19288.416 11.54

EVAPOTRANSPIRATION 31.384 113925.727 68.15

DRAINAGE COLLECTED FROM LAYER 4 13.3352 48406.695 28.96

PERC./LEAKAGE THROUGH LAYER 6 0.000003 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0232

CHANGE IN WATER STORAGE -3.983 -14459.293 -8.65

SOIL WATER AT START OF YEAR 682.669 2478089.250

SOIL WATER AT END OF YEAR 678.686 2463629.750

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 -0.059 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 21
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 43.85 159175.500 100.00

RUNOFF 4.444 16133.347 10.14

EVAPOTRANSPIRATION 32.988 119748.164 75.23

DRAINAGE COLLECTED FROM LAYER 4 9.0476 32842.781 20.63

PERC./LEAKAGE THROUGH LAYER 6 0.000003 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0159

CHANGE IN WATER STORAGE -2.630 -9548.690 -6.00

SOIL WATER AT START OF YEAR 678.686 2463629.750

SOIL WATER AT END OF YEAR 676.055 2454081.250

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 -0.118 0.00

Page 15
190FT
*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 22
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 43.20 156816.031 100.00

RUNOFF 3.880 14084.463 8.98

EVAPOTRANSPIRATION 34.862 126550.391 80.70

DRAINAGE COLLECTED FROM LAYER 4 4.6731 16963.191 10.82

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0082

CHANGE IN WATER STORAGE -0.215 -782.098 -0.50

SOIL WATER AT START OF YEAR 676.055 2454081.250

SOIL WATER AT END OF YEAR 675.840 2453299.000

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 0.078 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 23
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 48.25 175147.453 100.00

RUNOFF 6.861 24903.738 14.22

EVAPOTRANSPIRATION 30.315 110043.531 62.83

DRAINAGE COLLECTED FROM LAYER 4 9.9203 36010.730 20.56

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0172

CHANGE IN WATER STORAGE 1.154 4189.433 2.39

SOIL WATER AT START OF YEAR 675.840 2453299.000

SOIL WATER AT END OF YEAR 676.994 2457488.500
Page 16
190FT

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 0.015 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 24
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 48.52 176127.578 100.00

RUNOFF 4.750 17242.867 9.79

EVAPOTRANSPIRATION 29.879 108459.187 61.58

DRAINAGE COLLECTED FROM LAYER 4 9.7065 35234.711 20.01

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0169

CHANGE IN WATER STORAGE 4.185 15190.655 8.62

SOIL WATER AT START OF YEAR 676.994 2457488.500

SOIL WATER AT END OF YEAR 681.179 2472679.250

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 0.143 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 25
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 40.59 147341.687 100.00

RUNOFF 3.972 14416.839 9.78

EVAPOTRANSPIRATION 31.118 112957.594 76.66

DRAINAGE COLLECTED FROM LAYER 4 10.7765 39118.547 26.55

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

Page 17
190FT
AVG. HEAD ON TOP OF LAYER 5 0.0190

CHANGE IN WATER STORAGE -5.276 -19151.219 -13.00

SOIL WATER AT START OF YEAR 681.179 2472679.250

SOIL WATER AT END OF YEAR 675.903 2453528.000

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 -0.080 0.00

*******************************************************************************

*******************************************************************************

AVERAGE MONTHLY VALUES IN INCHES FOR YEARS 1 THROUGH 25
-------------------------------------------------------------------------------

JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------- ------- ------- ------- ------- -------
PRECIPITATION
-------------
TOTALS 2.63 3.32 4.22 3.06 2.97 3.95
4.76 5.15 3.75 2.96 2.67 3.55

STD. DEVIATIONS 1.49 1.24 1.78 1.55 1.24 2.34
1.86 2.62 2.29 1.92 1.81 1.90

RUNOFF
------
TOTALS 0.168 0.355 0.477 0.204 0.192 0.425
0.519 0.696 0.709 0.499 0.277 0.480

STD. DEVIATIONS 0.282 0.368 0.636 0.391 0.254 0.575
0.640 0.738 0.735 0.612 0.615 0.527

EVAPOTRANSPIRATION
------------------
TOTALS 1.423 1.683 2.991 3.047 2.909 3.541
4.186 3.701 2.578 1.728 1.490 1.199

STD. DEVIATIONS 0.195 0.337 0.327 0.749 0.837 1.557
1.377 1.338 1.080 0.696 0.368 0.217

LATERAL DRAINAGE COLLECTED FROM LAYER 4
----------------------------------------
TOTALS 0.6911 1.0638 1.2033 1.3570 1.0163 0.4030
0.2815 0.2074 0.2409 0.3174 0.4420 0.4254

STD. DEVIATIONS 0.6096 0.6103 0.7536 0.8164 0.9092 0.3446
0.2433 0.1541 0.2785 0.3075 0.4103 0.4837

PERCOLATION/LEAKAGE THROUGH LAYER 6
------------------------------------
TOTALS 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
Page 18
190FT
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000

STD. DEVIATIONS 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000

-------------------------------------------------------------------------------
AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES)
-------------------------------------------------------------------------------

DAILY AVERAGE HEAD ON TOP OF LAYER 5
-------------------------------------
AVERAGES 0.0142 0.0240 0.0247 0.0288 0.0209 0.0085
0.0058 0.0043 0.0051 0.0065 0.0094 0.0087

STD. DEVIATIONS 0.0125 0.0138 0.0155 0.0173 0.0187 0.0073
0.0050 0.0032 0.0059 0.0063 0.0087 0.0099

*******************************************************************************
*******************************************************************************

AVERAGE ANNUAL TOTALS & (STD. DEVIATIONS) FOR YEARS 1 THROUGH 25
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
------------------- ------------- ---------
PRECIPITATION 43.00 ( 6.517) 156075.5 100.00

RUNOFF 5.002 ( 1.7892) 18155.92 11.633

EVAPOTRANSPIRATION 30.475 ( 3.3175) 110623.81 70.878

LATERAL DRAINAGE COLLECTED 7.64916 ( 2.63269) 27766.449 17.79040
FROM LAYER 4

PERCOLATION/LEAKAGE THROUGH 0.00000 ( 0.00000) 0.009 0.00001
LAYER 6

AVERAGE HEAD ON TOP 0.013 ( 0.005)
OF LAYER 5

CHANGE IN WATER STORAGE -0.130 ( 2.6671) -470.70 -0.302

*******************************************************************************

******************************************************************************

PEAK DAILY VALUES FOR YEARS 1 THROUGH 25
------------------------------------------------------------------------
(INCHES) (CU. FT.)
---------- -------------
PRECIPITATION 3.76 13648.800

RUNOFF 2.409 8744.9014

DRAINAGE COLLECTED FROM LAYER 4 0.15752 571.78320

Page 19
190FT
PERCOLATION/LEAKAGE THROUGH LAYER 6 0.000000 0.00004

AVERAGE HEAD ON TOP OF LAYER 5 0.100

MAXIMUM HEAD ON TOP OF LAYER 5 0.187
LOCATION OF MAXIMUM HEAD IN LAYER 4
(DISTANCE FROM DRAIN) 29.1 FEET

SNOW WATER 2.87 10419.2432

MAXIMUM VEG. SOIL WATER (VOL/VOL) 0.3977

MINIMUM VEG. SOIL WATER (VOL/VOL) 0.1320

*** Maximum heads are computed using McEnroe's equations. ***
Reference: Maximum Saturated Depth over Landfill Liner
by Bruce M. McEnroe, University of Kansas
ASCE Journal of Environmental Engineering
Vol. 119, No. 2, March 1993, pp. 262-270.

******************************************************************************

******************************************************************************

FINAL WATER STORAGE AT END OF YEAR 25
----------------------------------------------------------------------
LAYER (INCHES) (VOL/VOL)
----- -------- ---------
1 1.8019 0.3003
2 665.3227 0.2918
3 8.5661 0.3569
4 0.0057 0.0227
5 0.0000 0.0000
6 0.2067 0.7500
SNOW WATER 0.000

******************************************************************************
******************************************************************************
Page 20
280FT

******************************************************************************
******************************************************************************
** **
** **
** HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE **
** HELP MODEL VERSION 3.07 (1 NOVEMBER 1997) **
** DEVELOPED BY ENVIRONMENTAL LABORATORY **
** USAE WATERWAYS EXPERIMENT STATION **
** FOR USEPA RISK REDUCTION ENGINEERING LABORATORY **
** **
** **
******************************************************************************
******************************************************************************
PRECIPITATION DATA FILE: C:\GOLF\DATA4.D4
TEMPERATURE DATA FILE: C:\GOLF\DATA7.D7
SOLAR RADIATION DATA FILE: C:\GOLF\DATA13.D13
EVAPOTRANSPIRATION DATA: C:\GOLF\DATA11.D11
SOIL AND DESIGN DATA FILE: C:\GOLF\280FT\DATA10.D10
OUTPUT DATA FILE: C:\GOLF\280FT\280FT.OUT
TIME: 23:14 DATE: 8/ 3/2017

******************************************************************************
TITLE: 280 FEET OF WASTE
******************************************************************************
NOTE: INITIAL MOISTURE CONTENT OF THE LAYERS AND SNOW WATER WERE
COMPUTED AS NEARLY STEADY-STATE VALUES BY THE PROGRAM.

LAYER 1
--------
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 11
THICKNESS = 6.00 INCHES
POROSITY = 0.4640 VOL/VOL
FIELD CAPACITY = 0.3100 VOL/VOL
WILTING POINT = 0.1870 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.3175 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.639999998000E-04 CM/SEC
NOTE: SATURATED HYDRAULIC CONDUCTIVITY IS MULTIPLIED BY 1.80
FOR ROOT CHANNELS IN TOP HALF OF EVAPORATIVE ZONE.

LAYER 2
--------
Page 1
280FT
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 18
THICKNESS = 3360.00 INCHES
POROSITY = 0.6710 VOL/VOL
FIELD CAPACITY = 0.2920 VOL/VOL
WILTING POINT = 0.0770 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.2928 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.100000005000E-02 CM/SEC

LAYER 3
--------
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS = 24.00 INCHES
POROSITY = 0.4640 VOL/VOL
FIELD CAPACITY = 0.3100 VOL/VOL
WILTING POINT = 0.1870 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.3705 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.129999999000E-04 CM/SEC

LAYER 4
--------
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS = 0.25 INCHES
POROSITY = 0.8500 VOL/VOL
FIELD CAPACITY = 0.0100 VOL/VOL
WILTING POINT = 0.0050 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.0523 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 1.39999998000 CM/SEC
SLOPE = 10.00 PERCENT
DRAINAGE LENGTH = 500.0 FEET

LAYER 5
--------
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS = 0.06 INCHES
POROSITY = 0.0000 VOL/VOL
FIELD CAPACITY = 0.0000 VOL/VOL
WILTING POINT = 0.0000 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.0000 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.199999996000E-12 CM/SEC
FML PINHOLE DENSITY = 1.00 HOLES/ACRE
FML INSTALLATION DEFECTS = 1.00 HOLES/ACRE
FML PLACEMENT QUALITY = 1 - PERFECT

Page 2
280FT
LAYER 6
--------
TYPE 3 - BARRIER SOIL LINER
MATERIAL TEXTURE NUMBER 0
THICKNESS = 0.28 INCHES
POROSITY = 0.7500 VOL/VOL
FIELD CAPACITY = 0.7470 VOL/VOL
WILTING POINT = 0.4000 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.7500 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.499999997000E-08 CM/SEC

GENERAL DESIGN AND EVAPORATIVE ZONE DATA
----------------------------------------
NOTE: SCS RUNOFF CURVE NUMBER WAS COMPUTED FROM DEFAULT
SOIL DATA BASE USING SOIL TEXTURE #11 WITH A
FAIR STAND OF GRASS, A SURFACE SLOPE OF 5.%
AND A SLOPE LENGTH OF 500. FEET.
SCS RUNOFF CURVE NUMBER = 86.70
FRACTION OF AREA ALLOWING RUNOFF = 100.0 PERCENT
AREA PROJECTED ON HORIZONTAL PLANE = 1.000 ACRES
EVAPORATIVE ZONE DEPTH = 12.0 INCHES
INITIAL WATER IN EVAPORATIVE ZONE = 3.803 INCHES
UPPER LIMIT OF EVAPORATIVE STORAGE = 6.810 INCHES
LOWER LIMIT OF EVAPORATIVE STORAGE = 1.584 INCHES
INITIAL SNOW WATER = 0.000 INCHES
INITIAL WATER IN LAYER MATERIALS = 994.856 INCHES
TOTAL INITIAL WATER = 994.856 INCHES
TOTAL SUBSURFACE INFLOW = 0.00 INCHES/YEAR
EVAPOTRANSPIRATION AND WEATHER DATA
-----------------------------------
NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROM
GREENSBORO NORTH CAROLINA
STATION LATITUDE = 35.13 DEGREES
MAXIMUM LEAF AREA INDEX = 1.00
START OF GROWING SEASON (JULIAN DATE) = 90
END OF GROWING SEASON (JULIAN DATE) = 305
EVAPORATIVE ZONE DEPTH = 12.0 INCHES
AVERAGE ANNUAL WIND SPEED = 7.60 MPH
AVERAGE 1ST QUARTER RELATIVE HUMIDITY = 66.00 %
AVERAGE 2ND QUARTER RELATIVE HUMIDITY = 68.00 %
AVERAGE 3RD QUARTER RELATIVE HUMIDITY = 74.00 %
AVERAGE 4TH QUARTER RELATIVE HUMIDITY = 70.00 %
NOTE: PRECIPITATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR GREENSBORO NORTH CAROLINA
NORMAL MEAN MONTHLY PRECIPITATION (INCHES)
Page 3
280FT
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------- ------- ------- ------- ------- -------
3.51 3.37 3.88 3.16 3.37 3.93
4.27 4.19 3.64 3.18 2.59 3.38
NOTE: TEMPERATURE DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR GREENSBORO NORTH CAROLINA
NORMAL MEAN MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------- ------- ------- ------- ------- -------
37.50 39.90 48.00 58.30 66.50 73.50
77.20 76.30 69.90 58.40 48.50 40.20
NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR GREENSBORO NORTH CAROLINA
AND STATION LATITUDE = 35.13 DEGREES

*******************************************************************************

ANNUAL TOTALS FOR YEAR 1
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 40.83 148212.875 100.00

RUNOFF 1.496 5431.497 3.66

EVAPOTRANSPIRATION 31.995 116140.953 78.36

DRAINAGE COLLECTED FROM LAYER 4 7.3335 26620.439 17.96

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0131

CHANGE IN WATER STORAGE 0.005 19.940 0.01

SOIL WATER AT START OF YEAR 994.856 3611326.250

SOIL WATER AT END OF YEAR 994.861 3611346.250

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 0.041 0.00

*******************************************************************************

*******************************************************************************

Page 4
280FT
ANNUAL TOTALS FOR YEAR 2
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 49.18 178523.422 100.00

RUNOFF 3.406 12364.266 6.93

EVAPOTRANSPIRATION 32.581 118270.422 66.25

DRAINAGE COLLECTED FROM LAYER 4 14.8236 53809.668 30.14

PERC./LEAKAGE THROUGH LAYER 6 0.000003 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0259

CHANGE IN WATER STORAGE -1.631 -5921.035 -3.32

SOIL WATER AT START OF YEAR 994.861 3611346.250

SOIL WATER AT END OF YEAR 992.750 3603684.250

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.480 1740.870 0.98

ANNUAL WATER BUDGET BALANCE 0.0000 0.102 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 3
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 55.60 201827.937 100.00

RUNOFF 5.545 20127.668 9.97

EVAPOTRANSPIRATION 35.578 129148.250 63.99

DRAINAGE COLLECTED FROM LAYER 4 15.4439 56061.531 27.78

PERC./LEAKAGE THROUGH LAYER 6 0.000003 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0269

CHANGE IN WATER STORAGE -0.967 -3509.318 -1.74

SOIL WATER AT START OF YEAR 992.750 3603684.250

SOIL WATER AT END OF YEAR 991.792 3600203.750

SNOW WATER AT START OF YEAR 0.480 1740.870 0.86

SNOW WATER AT END OF YEAR 0.472 1712.001 0.85

ANNUAL WATER BUDGET BALANCE -0.0001 -0.199 0.00

Page 5
280FT
*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 4
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 34.19 124109.711 100.00

RUNOFF 0.728 2642.757 2.13

EVAPOTRANSPIRATION 29.725 107902.664 86.94

DRAINAGE COLLECTED FROM LAYER 4 5.3937 19579.029 15.78

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0094

CHANGE IN WATER STORAGE -1.657 -6014.872 -4.85

SOIL WATER AT START OF YEAR 991.792 3600203.750

SOIL WATER AT END OF YEAR 990.606 3595901.000

SNOW WATER AT START OF YEAR 0.472 1712.001 1.38

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 0.120 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 5
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 48.31 175365.328 100.00

RUNOFF 2.612 9481.137 5.41

EVAPOTRANSPIRATION 34.313 124556.727 71.03

DRAINAGE COLLECTED FROM LAYER 4 9.9332 36057.355 20.56

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0173

CHANGE IN WATER STORAGE 1.452 5270.191 3.01

SOIL WATER AT START OF YEAR 990.606 3595901.000

SOIL WATER AT END OF YEAR 992.058 3601171.250
Page 6
280FT

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 -0.090 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 6
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 46.16 167560.812 100.00

RUNOFF 1.811 6574.412 3.92

EVAPOTRANSPIRATION 34.511 125276.461 74.76

DRAINAGE COLLECTED FROM LAYER 4 7.5099 27261.006 16.27

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0132

CHANGE IN WATER STORAGE 2.327 8448.656 5.04

SOIL WATER AT START OF YEAR 992.058 3601171.250

SOIL WATER AT END OF YEAR 994.386 3609619.750

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0001 0.270 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 7
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 38.70 140480.969 100.00

RUNOFF 3.436 12472.241 8.88

EVAPOTRANSPIRATION 27.191 98702.367 70.26

DRAINAGE COLLECTED FROM LAYER 4 7.2801 26426.930 18.81

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

Page 7
280FT
AVG. HEAD ON TOP OF LAYER 5 0.0129

CHANGE IN WATER STORAGE 0.793 2879.363 2.05

SOIL WATER AT START OF YEAR 994.386 3609619.750

SOIL WATER AT END OF YEAR 995.179 3612499.250

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 0.065 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 8
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 36.42 132204.609 100.00

RUNOFF 2.077 7539.467 5.70

EVAPOTRANSPIRATION 28.667 104061.023 78.71

DRAINAGE COLLECTED FROM LAYER 4 7.8208 28389.562 21.47

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0137

CHANGE IN WATER STORAGE -2.145 -7785.092 -5.89

SOIL WATER AT START OF YEAR 995.179 3612499.250

SOIL WATER AT END OF YEAR 993.034 3604714.000

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE -0.0001 -0.362 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 9
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 51.06 185347.812 100.00

RUNOFF 3.589 13029.143 7.03
Page 8
280FT

EVAPOTRANSPIRATION 35.441 128649.523 69.41

DRAINAGE COLLECTED FROM LAYER 4 12.0583 43771.492 23.62

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0211

CHANGE IN WATER STORAGE -0.028 -102.769 -0.06

SOIL WATER AT START OF YEAR 993.034 3604714.000

SOIL WATER AT END OF YEAR 992.842 3604018.250

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.163 593.144 0.32

ANNUAL WATER BUDGET BALANCE 0.0001 0.407 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 10
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 39.93 144945.922 100.00

RUNOFF 2.075 7532.035 5.20

EVAPOTRANSPIRATION 29.909 108571.266 74.90

DRAINAGE COLLECTED FROM LAYER 4 8.4553 30692.701 21.18

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0148

CHANGE IN WATER STORAGE -0.510 -1849.818 -1.28

SOIL WATER AT START OF YEAR 992.842 3604018.250

SOIL WATER AT END OF YEAR 992.496 3602761.500

SNOW WATER AT START OF YEAR 0.163 593.144 0.41

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE -0.0001 -0.276 0.00

*******************************************************************************

*******************************************************************************

Page 9
280FT
ANNUAL TOTALS FOR YEAR 11
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 36.33 131877.937 100.00

RUNOFF 1.231 4467.311 3.39

EVAPOTRANSPIRATION 29.127 105731.508 80.17

DRAINAGE COLLECTED FROM LAYER 4 5.9244 21505.750 16.31

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0104

CHANGE IN WATER STORAGE 0.048 173.258 0.13

SOIL WATER AT START OF YEAR 992.496 3602761.500

SOIL WATER AT END OF YEAR 992.544 3602934.750

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 0.095 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 12
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 30.73 111549.914 100.00

RUNOFF 2.970 10782.496 9.67

EVAPOTRANSPIRATION 23.922 86837.344 77.85

DRAINAGE COLLECTED FROM LAYER 4 5.1265 18609.143 16.68

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0090

CHANGE IN WATER STORAGE -1.289 -4679.075 -4.19

SOIL WATER AT START OF YEAR 992.544 3602934.750

SOIL WATER AT END OF YEAR 991.255 3598255.750

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 0.000 0.00

Page 10
280FT
*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 13
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 35.80 129954.023 100.00

RUNOFF 2.622 9517.033 7.32

EVAPOTRANSPIRATION 22.937 83259.937 64.07

DRAINAGE COLLECTED FROM LAYER 4 8.5472 31026.441 23.87

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0149

CHANGE IN WATER STORAGE 1.694 6150.661 4.73

SOIL WATER AT START OF YEAR 991.255 3598255.750

SOIL WATER AT END OF YEAR 992.949 3604406.250

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 -0.059 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 14
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 39.04 141715.187 100.00

RUNOFF 2.834 10288.417 7.26

EVAPOTRANSPIRATION 30.541 110864.133 78.23

DRAINAGE COLLECTED FROM LAYER 4 4.5332 16455.535 11.61

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0079

CHANGE IN WATER STORAGE 1.131 4106.901 2.90

SOIL WATER AT START OF YEAR 992.949 3604406.250

SOIL WATER AT END OF YEAR 993.615 3606822.500
Page 11
280FT

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.466 1690.815 1.19

ANNUAL WATER BUDGET BALANCE 0.0001 0.199 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 15
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 41.80 151733.984 100.00

RUNOFF 3.203 11626.094 7.66

EVAPOTRANSPIRATION 28.873 104809.211 69.07

DRAINAGE COLLECTED FROM LAYER 4 9.5841 34790.305 22.93

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0167

CHANGE IN WATER STORAGE 0.140 508.587 0.34

SOIL WATER AT START OF YEAR 993.615 3606822.500

SOIL WATER AT END OF YEAR 994.221 3609021.750

SNOW WATER AT START OF YEAR 0.466 1690.815 1.11

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE -0.0001 -0.218 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 16
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 32.93 119535.930 100.00

RUNOFF 0.603 2188.280 1.83

EVAPOTRANSPIRATION 28.090 101965.305 85.30

DRAINAGE COLLECTED FROM LAYER 4 7.8733 28579.920 23.91

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

Page 12
280FT
AVG. HEAD ON TOP OF LAYER 5 0.0138

CHANGE IN WATER STORAGE -3.636 -13197.744 -11.04

SOIL WATER AT START OF YEAR 994.221 3609021.750

SOIL WATER AT END OF YEAR 990.585 3595824.000

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 0.162 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 17
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 52.00 188760.031 100.00

RUNOFF 4.580 16624.203 8.81

EVAPOTRANSPIRATION 31.034 112652.742 59.68

DRAINAGE COLLECTED FROM LAYER 4 11.1478 40466.668 21.44

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0195

CHANGE IN WATER STORAGE 5.239 19016.291 10.07

SOIL WATER AT START OF YEAR 990.585 3595824.000

SOIL WATER AT END OF YEAR 995.824 3614840.250

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 0.114 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 18
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 47.07 170864.094 100.00

RUNOFF 5.113 18560.793 10.86
Page 13
280FT

EVAPOTRANSPIRATION 34.644 125757.906 73.60

DRAINAGE COLLECTED FROM LAYER 4 10.6731 38743.484 22.68

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0189

CHANGE IN WATER STORAGE -3.360 -12197.854 -7.14

SOIL WATER AT START OF YEAR 995.824 3614840.250

SOIL WATER AT END OF YEAR 992.464 3602642.500

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE -0.0001 -0.238 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 19
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 48.36 175546.812 100.00

RUNOFF 2.622 9517.703 5.42

EVAPOTRANSPIRATION 30.743 111597.094 63.57

DRAINAGE COLLECTED FROM LAYER 4 7.8376 28450.549 16.21

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0138

CHANGE IN WATER STORAGE 7.157 25981.176 14.80

SOIL WATER AT START OF YEAR 992.464 3602642.500

SOIL WATER AT END OF YEAR 999.621 3628623.750

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0001 0.282 0.00

*******************************************************************************

*******************************************************************************

Page 14
280FT
ANNUAL TOTALS FOR YEAR 20
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 46.05 167161.500 100.00

RUNOFF 2.917 10589.018 6.33

EVAPOTRANSPIRATION 31.793 115409.875 69.04

DRAINAGE COLLECTED FROM LAYER 4 16.2898 59131.895 35.37

PERC./LEAKAGE THROUGH LAYER 6 0.000003 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0284

CHANGE IN WATER STORAGE -4.950 -17968.988 -10.75

SOIL WATER AT START OF YEAR 999.621 3628623.750

SOIL WATER AT END OF YEAR 994.671 3610654.750

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE -0.0001 -0.310 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 21
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 43.85 159175.500 100.00

RUNOFF 1.951 7080.404 4.45

EVAPOTRANSPIRATION 34.502 125242.453 78.68

DRAINAGE COLLECTED FROM LAYER 4 10.5299 38223.398 24.01

PERC./LEAKAGE THROUGH LAYER 6 0.000003 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0184

CHANGE IN WATER STORAGE -3.133 -11371.002 -7.14

SOIL WATER AT START OF YEAR 994.671 3610654.750

SOIL WATER AT END OF YEAR 991.538 3599283.750

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0001 0.236 0.00

Page 15
280FT
*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 22
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 43.20 156816.031 100.00

RUNOFF 1.903 6908.327 4.41

EVAPOTRANSPIRATION 35.333 128260.039 81.79

DRAINAGE COLLECTED FROM LAYER 4 6.2382 22644.627 14.44

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0109

CHANGE IN WATER STORAGE -0.275 -997.009 -0.64

SOIL WATER AT START OF YEAR 991.538 3599283.750

SOIL WATER AT END OF YEAR 991.264 3598286.750

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 0.040 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 23
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 48.25 175147.453 100.00

RUNOFF 3.839 13937.087 7.96

EVAPOTRANSPIRATION 30.748 111616.922 63.73

DRAINAGE COLLECTED FROM LAYER 4 12.3008 44651.746 25.49

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0213

CHANGE IN WATER STORAGE 1.361 4941.843 2.82

SOIL WATER AT START OF YEAR 991.264 3598286.750

SOIL WATER AT END OF YEAR 992.625 3603228.500
Page 16
280FT

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 -0.146 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 24
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 48.52 176127.578 100.00

RUNOFF 2.402 8719.189 4.95

EVAPOTRANSPIRATION 30.316 110047.977 62.48

DRAINAGE COLLECTED FROM LAYER 4 10.8942 39546.078 22.45

PERC./LEAKAGE THROUGH LAYER 6 0.000002 0.009 0.00

AVG. HEAD ON TOP OF LAYER 5 0.0189

CHANGE IN WATER STORAGE 4.908 17814.340 10.11

SOIL WATER AT START OF YEAR 992.625 3603228.500

SOIL WATER AT END OF YEAR 997.532 3621042.750

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 -0.017 0.00

*******************************************************************************

*******************************************************************************

ANNUAL TOTALS FOR YEAR 25
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 40.59 147341.687 100.00

RUNOFF 1.821 6611.357 4.49

EVAPOTRANSPIRATION 31.823 115516.891 78.40

DRAINAGE COLLECTED FROM LAYER 4 13.2182 47982.043 32.57

PERC./LEAKAGE THROUGH LAYER 6 0.000003 0.009 0.00

Page 17
280FT
AVG. HEAD ON TOP OF LAYER 5 0.0233

CHANGE IN WATER STORAGE -6.272 -22768.590 -15.45

SOIL WATER AT START OF YEAR 997.532 3621042.750

SOIL WATER AT END OF YEAR 991.260 3598274.250

SNOW WATER AT START OF YEAR 0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00

ANNUAL WATER BUDGET BALANCE 0.0000 -0.022 0.00

*******************************************************************************

*******************************************************************************

AVERAGE MONTHLY VALUES IN INCHES FOR YEARS 1 THROUGH 25
-------------------------------------------------------------------------------

JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------- ------- ------- ------- ------- -------
PRECIPITATION
-------------
TOTALS 2.63 3.32 4.22 3.06 2.97 3.95
4.76 5.15 3.75 2.96 2.67 3.55

STD. DEVIATIONS 1.49 1.24 1.78 1.55 1.24 2.34
1.86 2.62 2.29 1.92 1.81 1.90

RUNOFF
------
TOTALS 0.083 0.194 0.277 0.096 0.078 0.213
0.259 0.350 0.414 0.298 0.173 0.261

STD. DEVIATIONS 0.171 0.268 0.540 0.226 0.136 0.387
0.411 0.474 0.501 0.442 0.505 0.344

EVAPOTRANSPIRATION
------------------
TOTALS 1.429 1.689 3.000 3.059 2.988 3.621
4.289 3.839 2.634 1.717 1.502 1.207

STD. DEVIATIONS 0.196 0.337 0.324 0.739 0.828 1.573
1.373 1.345 1.068 0.696 0.359 0.214

LATERAL DRAINAGE COLLECTED FROM LAYER 4
----------------------------------------
TOTALS 0.7939 1.1723 1.2932 1.5095 1.1945 0.6061
0.4100 0.3255 0.3700 0.5743 0.6422 0.5792

STD. DEVIATIONS 0.5914 0.6533 0.7949 0.7911 0.9780 0.7057
0.4448 0.3273 0.4282 0.5757 0.5406 0.6089

PERCOLATION/LEAKAGE THROUGH LAYER 6
------------------------------------
TOTALS 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
Page 18
280FT
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000

STD. DEVIATIONS 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000

-------------------------------------------------------------------------------
AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES)
-------------------------------------------------------------------------------

DAILY AVERAGE HEAD ON TOP OF LAYER 5
-------------------------------------
AVERAGES 0.0163 0.0264 0.0265 0.0320 0.0245 0.0129
0.0084 0.0067 0.0078 0.0118 0.0136 0.0119

STD. DEVIATIONS 0.0121 0.0147 0.0163 0.0168 0.0201 0.0150
0.0091 0.0067 0.0091 0.0118 0.0115 0.0125

*******************************************************************************
*******************************************************************************

AVERAGE ANNUAL TOTALS & (STD. DEVIATIONS) FOR YEARS 1 THROUGH 25
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
------------------- ------------- ---------
PRECIPITATION 43.00 ( 6.517) 156075.5 100.00

RUNOFF 2.695 ( 1.2334) 9784.49 6.269

EVAPOTRANSPIRATION 30.974 ( 3.3434) 112433.94 72.038

LATERAL DRAINAGE COLLECTED 9.47082 ( 3.24775) 34379.094 22.02722
FROM LAYER 4

PERCOLATION/LEAKAGE THROUGH 0.00000 ( 0.00000) 0.009 0.00001
LAYER 6

AVERAGE HEAD ON TOP 0.017 ( 0.006)
OF LAYER 5

CHANGE IN WATER STORAGE -0.144 ( 3.0790) -522.08 -0.335

*******************************************************************************

******************************************************************************

PEAK DAILY VALUES FOR YEARS 1 THROUGH 25
------------------------------------------------------------------------
(INCHES) (CU. FT.)
---------- -------------
PRECIPITATION 3.76 13648.800

RUNOFF 2.054 7456.5322

DRAINAGE COLLECTED FROM LAYER 4 0.15900 577.15308

Page 19
280FT
PERCOLATION/LEAKAGE THROUGH LAYER 6 0.000000 0.00004

AVERAGE HEAD ON TOP OF LAYER 5 0.101

MAXIMUM HEAD ON TOP OF LAYER 5 0.207
LOCATION OF MAXIMUM HEAD IN LAYER 4
(DISTANCE FROM DRAIN) 0.0 FEET

SNOW WATER 2.87 10419.2432

MAXIMUM VEG. SOIL WATER (VOL/VOL) 0.4325

MINIMUM VEG. SOIL WATER (VOL/VOL) 0.1320

*** Maximum heads are computed using McEnroe's equations. ***
Reference: Maximum Saturated Depth over Landfill Liner
by Bruce M. McEnroe, University of Kansas
ASCE Journal of Environmental Engineering
Vol. 119, No. 2, March 1993, pp. 262-270.

******************************************************************************

******************************************************************************

FINAL WATER STORAGE AT END OF YEAR 25
----------------------------------------------------------------------
LAYER (INCHES) (VOL/VOL)
----- -------- ---------
1 1.8055 0.3009
2 980.6871 0.2919
3 8.5519 0.3563
4 0.0090 0.0361
5 0.0000 0.0000
6 0.2067 0.7500
SNOW WATER 0.000

******************************************************************************
******************************************************************************
Page 20

ATTACHMENT C
Geosynthetic Research Institute (GRI) Standard GC8 issued on April 17, 2001
Geosynthetic Institute (GSI) White Paper #4 as revised on March 1, 2007

GC8-1

Original: April 17, 2001

GRI Standard – GC8

Standard Guide for

Determination of the Allowable Flow Rate of a Drainage Geocomposite

1. Scope

1.1 This guide presents a methodology for determining the allowable flow rate of a
candidate drainage geocomposite. The resulting value can be used directly in a
hydraulics-related design to arrive at a site-specific factor of safety.
1.2 The procedure is to first determine the candidate drainage composite’s flow rate for
100-hours under site-specific conditions, and then modify this value by means of creep
reduction and clogging reduction factors.
1.3 For aggressive liquids, a “go-no go” chemical resistance procedure is suggested. This
is a product-specific verification test for both drainage core and geotextile covering.
1.4 The type of drainage geocomposites under consideration necessarily consists of a
drainage core whose purpose it is to convey liquid within its manufactured plane. The
drainage core can be a geonet, 3-D mesh, built-up columns, single or double cuspations,
etc.
1.5 The drainage core usually consists of a geotextile on its upper and/or lower surface. In
some cases, the drainage core is used by itself. The guide addresses all of these
variations.
1.6 The guide is also applicable to thick nonwoven geotextiles when they are utilized for
their drainage capability.
1.7 All types of polymers are under consideration in this guide.
1.8 The guide does not address the required (or design) flow rate to which a comparison is
made for the final factor of safety value. This is clearly a site-specific issue.

2. Referenced Documents

2.1 ASTM Standards
D1987 – “Test Method for Biological Clogging of Geotextile or Soil/Geotextile Filters”
D2240 – “The Method for Rubber Property – Durometer Hardness”
D4716 – “Test Method for Constant Head Hydraulic Transmissivity (In Plane Flow) of
Geotextiles and Geotextile Related Products”
Geosynthetic Research Institute
475 Kedron Avenue
Folsom, PA 19033-1208 USA
TEL [phone]
FAX [phone]
GSI
GRI
GII
GAI
GEI
GCI Drexel
U N I V E R S I T Y

GC8-2
D5322 – “Standard Practice for Immersion Procedures for Evaluating the Chemical
Resistance of Geosynthetics to Liquids”
D6364 – “Test Method for Determining the Short-Term Compression Behavior of
Geosynthetics”
D6388 – “Standard Practice for Tests to Evaluate the Chemical Resistance of Geonets
to Liquids”
D6389 – “Standard Practice for Tests to Evaluate the Chemical Resistance of
Geotextiles to Liquids”

2.2 GRI Standards
GS 4 Test Method for Time Dependent (Creep) Deformation Under Normal Pressure

2.3 Literature
Giroud, J.-P., Zhao, A. and Richardson, G. N. (2000), “Effect of Thickness Reduction
on Geosynthetic Hydraulic Transmissivity,” Geosynthetics International, Vol. 7, Nos.
4-6, pp. 433-452.
Koerner, R. M. (1998), Designing with Geosynthetics, Prentice Hall Publishing Co.,
Englewood Cliffs, NJ, 761 pgs.

3. Summary of Guide

3.1 This guide presents the necessary procedure to be used in obtaining an allowable flow
rate of a candidate drainage geocomposite. The resulting value is then compared to a
required (or design) flow rate for a product-specific and site-specific factor of safety.
The guide does not address the required (or design) flow rate value, nor the subsequent
factor of safety value.
3.2 The procedures recommended in this guide use either ASTM or GRI test methods.
3.3 The guide is applicable to all types of drainage geocomposites regardless of their core
configuration or geotextile type. It can also be used to evaluate thick nonwoven
geotextiles.

4. Significance and Use

4.1 The guide is meant to establish uniform test methods and procedures in order for a
designer to determine the allowable flow rate of a candidate drainage geocomposite for
site-specific conditions.
4.2 The guide requires communication between the designer, testing organization and
manufacturer in setting site-specific control variables such as product orientation, stress
level, stress duration, type of permeating liquid and materials below/above the
geocomposite test specimen.
4.3 The guide is useful to testing laboratories in that a prescribed guide is at hand to
provide appropriate data for both designer and manufacturer clients.

GC8-3
5. Structure of the Guide

5.1 Basic Formulation – This guide is focused on determination of a “qallow” value using the
following formula:







××=
BCCCCR100allowRFRFRF
1qq (1)
where

qallow = allowable flow rate
q100 = initial flow rate determined under simulated conditions for 100-hour duration
RFCR = reduction factor for creep to account for long-term behavior
RFCC = reduction factor for chemical clogging
RFBC = reduction factor for biological clogging

Note 1: By simulating site-specific conditions (except for load duration
beyond 100 hours and chemical/biological clogging), additional reduction
factors such as intrusion need not be explicitly accounted for.

Note 2: The value of qallow is typically used to determine the product-specific
and site-specific flow rate factor of safety as follows:

reqd
allow
q
qFS= (2)

The value of “qreqd” is a design issue and is not addressed in this guide.
Likewise, the numeric value of the factor-of-safety is not addressed in this
guide. Suffice it to say that, depending on the duration and criticality of the
situation, FS-values should be conservative unless experience allows
otherwise.

5.2 Upon selecting the candidate drainage geocomposite product, one must obtain the 100-
hour duration flow rate according to the ASTM D4716 transmissivity test. This
establishes the base value to which drainage core creep beyond 100-hours and clogging
from chemicals and biological matter must be accounted for.

Note 3: It is recognized that the default duration listed in ASTM D4716 is
15-minutes. This guide purposely requires that the test conditions be
maintained for 100-hours.

5.3 Reduction Factor for Creep – This is a long-term (typically 10,000 hours) compressive
load test focused on the stability and/or deformation of the drainage core without the
covering geotextiles. Stress orientation can be perpendicular or at an angle to the test
specimen depending upon site-specific conditions.

GC8-4
5.4 Chemical and/or Biological Clogging – The issue of long term reduction factors to
account for clogging within the core space is a site-specific issue. The issue is
essentially impractical to simulate in the laboratory, hence a table is provided for
consideration by the designer.
5.5 Chemical Resistance/Durability – This procedure results in a “go-no go” decision as to
potential chemical reactions between the permeating liquid and the polymers
comprising the drainage core and geotextiles. The issue will be addressed in this guide
but is not a reduction factor, per se.

6. Determination of the Base Line Flow Rate (q100)

6.1 Using the ASTM D4716 transmissivity test with the conditions stated below (unless
otherwise agreed upon by the parties involved), determine the 100-hour flow rate of the
drainage geocomposite under consideration.

6.1.1 The test specimen shall be the entire geocomposite. If geotextiles are bonded to
the drainage core, they shall not be removed and the entire geocomposite shall
be tested as a unit. A minimum of three replicate samples in the site-specific
orientation shall be tested and the results averaged for the reported value.
6.1.2 Specimen size shall be 300 × 300 mm (12 × 12 in.) within the stressed area.
6.1.3 The specimen orientation is to be agreed upon by the designer, testing
laboratory and manufacturer. In this regard, it should be recognized that the
specimen orientation during testing has to match the proposed installation
orientation. Thus the site-specific design governs both the testing orientation
and subsequent field installation orientation.
6.1.4 Specimen substratum shall be one of the following four options. The decision
of which is made by the project designer, testing organization and manufacturer.
The options are (i) rigid platen, (ii) foam, (iii) sand or (iv) site-specific soil or
other material.

6.1.4.1 If a rigid platen is used the choices are usually wood, plastic or metal.
The testing laboratory must identify the specifics of the material used.
6.1.4.2 If closed cell foam is used, it shall be 12 mm (0.5 in.) thick and a
maximum durometer of 2.0 as measured in ASTM D2240, Type D.
6.1.4.3 If sand is used it shall be Ottawa test sand at a relative density of 85%,
water content of 10% and compacted thickness of 25 mm (1.0 in.).
6.1.4.4 If site-specific soil or other material is used it must be carefully
considered and agreed upon between the parties involved. Size,
gradation, moisture content, density, etc., are all important
considerations.

6.1.5 Specimen superstratum shall also be one of the four same options as mentioned
in § 6.1.3 above. It need not be the same as the substratum.
6.1.6 The applied stress level is at the discretion of the designer, testing organization
and manufacturer. Unless stated otherwise, the orientation shall be normal to
the test specimen.

GC8-5
6.1.7 The duration of the loading shall be for 100 hours. A single site-specific data
point is obtained at that time, i.e., it is not necessary to perform intermediate
flow rate testing, unless otherwise specified by the various parties involved.
6.1.8 The hydraulic gradient at which the above data point is taken (or a range of
hydraulic gradients) is at the discretion of the designer, testing organization and
manufacturer.
6.1.9 The permeating liquid is to be tap water, unless agreed upon otherwise by the
designer, testing organization, and manufacturer.
6.1.10 Calculations

()
iq
iWQ
WtkiQ
kiAQ
θ=
θ=
=
=
/

where

Q = flow rate per unit time (m3/sec)
k = permeability (m/sec)
i = hydraulic gradient (= H/L)
H = head loss across specimen (m)
L = length of specimen (m)
A = cross sectional area of specimen (m2)
W = width of specimen (m)
t = thickness of specimen (m)
θ = transmissivity (m3/sec-m or m2/sec)
q = flow rate per unit width (m2/sec)

The results can be presented as flow rate per unit width (Q/W), or as
transmissivity (θ), as agreed upon by the parties involved.

7. Reduction Factor for Creep

7.1 Using the GRI GS4 test method or ASTM D6364 (mod.) for time dependent (creep)
deformation, the candidate drainage core is placed under compressive stress and its
decrease in thickness (deformation) is monitored over time.

Note 4: This is not a flow rate test, although the test specimen can be
immersed in a liquid to be agreed upon by the designer, testing organization,
and manufacturer. However, it is usually a test conducted without liquid.

(3)
(4)
(5)

GC8-6
7.1.1 The test specimen shall be the drainage core only. If geotextiles are bonded to
the drainage core they should be carefully removed. Alternatively, a sample of
the drainage core can be obtained from the manufacturer before the geotextiles
are attached. A minimum of three replicate tests shall be performed and the
results averaged for the reported value.
7.1.2 Specimen size should be 150 × 150 mm (6.0 × 6.0 in.) and placed in a rigid box
made from a steel base and sides. The steel load plate above the test specimen
shall be used to transmit a constant stress over time. Deformation of the upper
plate is measured by at least two dial gauges and the results averaged
accordingly.

Note 5: For high stress conditions requiring a large size and number of
weights with respect to laboratory testing and safety, the specimen size can
be reduced to 100 × 100 mm (4.0 × 4.0 in.).

7.1.3 Specimen substratum and superstratum shall be rigid platens. Alternatively, a
1.5 mm (60 mil) thick HDPE geomembrane can be placed against the drainage
core with the steel plates as back-ups.
7.1.4 The test specimen shall be dry unless water or a simulated or site-specific
leachate is agreed upon by the parties involved.
7.1.5 The normal stress magnitude(s) shall be the same as applied in the
transmissivity test described in Section 6.0. Alternatively, it can be as agreed
upon by the designer, testing organization, and manufacturer.
7.1.6 The load inclination shall be normal to the test specimen. If there exists a
tendency for the core structure to deform laterally, separate tests at the agreed
upon load inclinations shall also be performed at the discretion of the parties
involved.
7.1.7 The dwell time shall be 10,000 hours. If, however, this is a confirmation test (or
if a substantial data base exists on similar products of the same type), the dwell
time can be reduced to 1000 hours. This decision must be made with agreement
between the designer, testing organization, and manufacturer.

Note 6: Alternative procedures to arrive at an acceptable value for the creep
reduction factor based on shorter test times (e.g., the use of time-
temperature superposition or stepped isothermal method) may be acceptable
if agreed upon by the various parties involved.

7.1.8 The above process results in a set of creep curves similar to Figure 1(a). The
curves are to be interpreted as shown in Figure 1(b). The reduction factor for
creep of the core is interpreted according to the following formulas, after
Giroud, Zhao and Richardson (2000).

()()
()()
3
originaloriginalCR
originaloriginalCO
CR n1tt
n1ttRF








−−
−−=/
/ (6)

GC8-7
where

RFCR = reduction factor for creep
toriginal = original thickness (m)
tCO = thickness at 100-hours (m)
tCR = thickness at >>100-hours, e.g., at 10,000 hours (m)
noriginal = original porosity (see Equation 7)

originaloriginalt1nρ
µ−= (7)
where

µ = mass per unit area (kg/m2)
ρ = density of the formulation (kg/m3)

7.1.9 The above illustrated numeric procedure is not applicable to drainage
geocomposites which include geotextiles. It is for the drainage core only.

Example: A HDPE geonet has the following properties: mass per unit area µ = 1216
g/m2 (or 1.216 kg/m2); density ρ = 950 kg/m2 and original thickness of 8.55 mm.

Test specimens were evaluated according to ASTM D4716 for 100 hours and the
average thickness decreased to 7.14 mm. A 10,000 hour creep test was then performed
on a representative specimen according to GRI-GS4 and the resulting thickness further
decreased to 6.30 mm. Thus ∆y in Figure 1(b) is 7.14 – 6.30 = 0.84 mm. Determine
the creep reduction factor “RFCR”.

Solution: The porosity n, is calculated according to Eq. (7) as follows

8500n
15001
008550950
21611
t1n
original
originaloriginal
.
.
).)((
.
=
−=
−=
ρ
µ−=

The reduction factor for creep is calculated according to Eq. (6) as follows:

GC8-8

()()
()()
()()
()()
591RF
5870
6850
15007370
15008350
85001558306
85001558147
n1tt
n1ttRF
CR
3
3
3
3
originaloriginalCR
originaloriginalCOCR
.
.
.
..
..
../.
../.
/
/
=



=




−
−=




−−
−−=








−−
−−=

Note 7: Other calculation methods to arrive at the above numeric value of
creep reduction factor may be considered if agreed upon by the various
parties involved.

8. Reduction Factors for Core Clogging

There are two general types of core clogging that might occur over a long time period. They are
chemical clogging and biological clogging. Both are site-specific and both are essentially
impractical to simulate in the laboratory.

8.1 Chemical clogging within the drainage core space can occur with precipitates deposited
from high alkalinity soils, typically calcium and magnesium. Other precipitates can
also be envisioned such as fines from turbid liquids although this is less likely since the
turbid liquid must typically pass through a geotextile filter. It is obviously a site-
specific situation.
8.2 Biological clogging within the drainage core space can occur by the growth of
biological organisms or by roots growing through the overlying soil and extending
downward, through the geotextile filter, and into the drainage core. It is a site-specific
situation and depends on the local, or anticipated, vegetation, cover soil, hydrology, etc.
8.3 Default tables for the above two potential clogging mechanisms (chemical and
biological) are very subjective and by necessity broad in their upper and lower limits.
The following table is offered as a guide.

GC8-9
Range of Clogging Reduction Factors (modified from Koerner, 1998)
Application Chemical Clogging
(RFCC) Biological Clogging
(RFBC)
Sport fields
Capillary breaks
Roof and plaza decks
Retaining walls, seeping rock and soil slopes
Drainage blankets
Landfill caps
Landfill leak detection
Landfill leachate collection
1.0 to 1.2
1.0 to 1.2
1.0 to 1.2
1.1 to 1.5
1.0 to 1.2
1.0 to 1.2
1.1 to 1.5
1.5 to 2.0
1.1 to 1.3
1.1 to 1.3
1.1 to 1.3
1.0 to 1.2
1.0 to 1.2
1.2 to 3.5
1.1 to 1.3
1.1 to 1.3

9. Polymer Degradation

9.1 Degradation of the materials from which the drainage geocomposite are made, with
respect to the site-specific liquid being transmitted, is a polymer issue. Most
geocomposite drainage cores are made from polyethylene, polypropylene, polyamide or
polystyrene. Most geotextile filter/separators covering the drainage cores are made
from polypropylene, polyester or polyethylene.

Note 8: It is completely inappropriate to strip the factory bonded geotextile off of
the drainage core and then test one or the other component. The properties of
both the geotextile and drainage core will be altered in the lamination process
from their original values.

9.2 If polymer degradation testing is recommended, the drainage core and the geotextile
should be tested separately in their as-received condition before lamination and
bonding.
9.3 The incubation of the drainage cores and/or geotextile coupons is to be done according
to the ASTM D5322 immersion procedure.
9.4 The testing of the incubated drainage cores is to be done according to ASTM D6388
which stipulates various test methods for evaluation of incubated geonets.

Note 9: For drainage cores other than geonets, e.g., columnar, cuspated, meshes,
etc., it may be necessary to conduct additional tests than appear in ASTM D6388.
These tests, and their procedures, should be discussed and agreed upon by the
project designer, testing organization, and manufacturer.

9.5 The testing of the incubated geotextiles is to be done according to ASTM D6389 which
stipulates various test methods for evaluation of incubated geotextiles.

Note 10: The information obtained in testing the drainage core (Section 9.4) and
the geotextile (Section 9.5) result in a “go-no go” situation and not in a reduction
factor, per se. If an adverse chemical reaction is indicated, one must select a
different type of geocomposite material (drainage core and/or geotextile).

GC8-10
10. Summary

10.1 For a candidate drainage geocomposite, the 100-hour flow rate behavior under the site-
specific set of variables, e.g., specimen orientation, stress level, hydraulic gradient,
and permeating liquid is to be obtained per ASTM D4716 following procedures of
Section 6.0.
10.2 A reduction factor for long term creep of the drainage core following Section 7.0 per
GRI GS4 or ASTM D6364 (mod.) is then obtained. The result is usually a unique
value for a given set of conditions.
10.3 A reduction factor for chemical and/or biological clogging, as discussed in Section 8.0
can be included. It is very much a site-specific situation at the discretion of the parties
involved.
10.4 Polymer degradation to aggressive liquids is covered in separate immersion and test
protocols, e.g., ASTM D5322 (immersion), ASTM D6388 (geonets) and ASTM
D6389 (geotextiles) as discussed in Section 9.0. The procedure does not result in a
reduction factor, rather in a “go-no go” decision with the product under consideration.
10.5 Other possible flow rate reductions and/or concerns such as flow in overlap regions,
effect of high or low temperatures, etc., are site-specific and cannot readily be
generalized in a guide such as this.

GC8-11

(a) Hypothetical data from creep testing illustrating effect of normal load magnitude
0.01 0.1 1.0 10 100 1,000 10,000
∆y Thickness
Reduction
Time (hours)
(b) Interpretation of project specific normal load curve to obtain creep reduction factor
Figure 1 – Hypothetical example of creep test data and data interpretation to obtain
creep reduction factor
0.01 0.1 1.0 10 100 1,000 10,000
10 kPa (1.5 psi)
350 kPa (50 psi)
700 kPa (100 psi)
Thickness
Reduction
Time (hours)

GSI White Paper #4
Reduction Factors (RFs) Used in Geosynthetic Design

Part I - Separation and Reinforcement Applications Using Geotextiles and Geogrids

Part II - Filtration and Drainage Applications Using Geotextiles
Part III - Drainage Applications Using Geonets, Geocomposites and Geospacers

by

Robert M. Koerner, Ph.D., P.E., NAE George R. Koerner, Ph.D., P.E. Emeritus Professor - Drexel University Director Designate - Geosynthetic Institute Director - Geosynthetic Institute

Note: This 3-part series was originally published in GFR Magazine and is reproduced in whole by permission of the magazine and its editor.

February 3, 2005 Revision #1, March 1, 2007
Geosynthetic Institute
475 Kedron Avenue
Folsom, PA 19033-1208 USA
TEL [phone]

GSI
GRI
GII
GAI
GEI
GCI
- 1 -
GSI White Paper #4 Reduction Factors Used in Geosynthetic Design

Part I - Separation and Reinforcement Applications Using Geotextiles and Geogrids
Introduction to the Three-Part Series
It has long been practiced that the as-manufactured properties of many geosynthetics are
reduced when they are used for design purposes. In so doing, one takes an ultimate test value
and modifies it into an allowable, or design, test value. This practice is used in many materials
and is one-half of the technique known as “load and resistance factor design”, or LRFD, which is
used by many highway agencies. In LRFD, loads are increased and resistances are reduced so as
to arrive at a conservative and safe final design. Of course, the degree of conservatism is
important and often a matter of contention between the parties involved, but that issue is not
addressed in this paper.
This three-part commentary is focused on the resistance aspects of geosynthetics and is
presented in three board topic areas based on the primary functions that geosynthetics typically
serve; they are (i) geotextiles and geogrids used in separation and reinforcement, (ii) geotextiles
used in filtration and drainage, and (iii) geonets, geocomposites and geospacers used in drainage.
We will address separation and reinforcement in this first part, then geotextile filtration and
drainage in the second part, and finally geonets, geocomposites and geospacers used in the third
part.
Commentary Regarding Geomembranes
The concept of “Reduction Factors (RF’s)” is to include into the measured test property
of a material those influences that are not included in the test protocol, per se. A typical example
as described in this White Paper is to include a RF for long-term creep into the as measured
laboratory short-term test performance of the geotextile or geogrid under investigation. For
- 2 -
materials that are adequately simulated in the test protocol there are no reduction factors (or the
RF’s = 1.0 and thus have no effect) applied to the as-measured test properties. Such materials
are steel, concrete, soil and rock. The goal in these traditional construction materials is to
simulate their behavior in the laboratory test and then use the (global) factor-of-safety for
unforeseen considerations in both design and testing.
Geomembranes fall into this category as well. The design should be such that tensile
stresses do not occur, nor should short term installation damage by using proper CQC/CQA
procedures or long-term damage by using appropriate protection materials (geotextiles or fine
sandy soils). Lastly, long-term chemical effects are generally not a factor via the inherent
inertness of most geomembranes. Under severe environmental or containment scenarios, the
candidate geomembrane should be evaluated for "compatibility" per ASTM immersion and
testing protocols. Thus, all of the conventional reduction factors used for geotextiles and
geogrids appear as 1.0’s when considering geomembranes, and thus reduction factors can be
eliminated from consideration in the geomembrane design process.
Separation and Reinforcement Reduction Factors
The usual equation for allowable strength of geosynthetics (wide-width, grab, puncture,
tear, impact, etc.) is as follows.
⎥⎦
⎤⎢⎣
⎡
×××=
SMCBDCRID
ultallow RFRFRFRFTT1 (1)
where
Tallow = allowable (or design) strength,
Tult = ultimate (or as-manufactured) strength,
RFID = reduction factor for installation damage,
RFCR = reduction factor for creep,
- 3 -
RFCBD = reduction factor for chemical and biological degradation, and
RFSM = reduction factor for seams (if appropriate).
The numeric values for all of the above items are both site-specific and material-specific. The
latest edition of the textbook Designing with Geosynthetics presents Table 1 for common
application areas involving geotextiles and geogrids. Note that all values are listed as ranges
allowing the designer considerable latitude. Commentary on each of the reduction factors
follows:

Table 1 - Recommended Strength Reduction Factor Values for Use in Equation 1.

Range of Reduction Factors
Area Installation
Damage
Creep* Chemical/Biological
Degradation**
Separation 1.1 to 2.5 1.5 to 2.5 1.0 to 1.5
Cushioning 1.1 to 2.0 1.2 to 1.5 1.0 to 2.0
Unpaved roads 1.1 to 2.0 1.5 to 2.5 1.0 to 1.5
Walls 1.1 to 2.0 2.0 to 4.0 1.0 to 1.5
Embankments 1.1 to 2.0 2.0 to 3.5 1.0 to 1.5
Bearing and foundations 1.1 to 2.0 2.0 to 4.0 1.0 to 1.5
Slope stabilization 1.1 to 1.5 2.0 to 3.0 1.0 to 1.5
Pavement overlays 1.1 to 1.5 1.0 to 2.0 1.0 to 1.5
Railroads 1.5 to 3.0 1.0 to 1.5 1.5 to 2.0
Flexible forms 1.1 to 1.5 1.5 to 3.0 1.0 to 1.5
Silt fences 1.1 to 1.5 1.5 to 2.5 1.0 to 1.5
*The low end of the range refers to applications which have relatively short service lifetimes and/or situations where creep deformations are not critical to the overall system performance.
**Previous editions of this book have listed biological degradation as a separate reduction factor. There is no evidence, however, of such degradation for the typical polymers used to manufacture geotextiles. Thus, it is
currently included with chemical degradation as a combined reduction factor.
- 4 -
Installation Damage - This item has been quantified in several research projects with
accompanying papers that are available in the technical literature. The nature of the subgrade,
cover soil, and installation equipment counterpointed against the particular geosynthetic material
gives rise to the use of the lower or upper values. The option always exists to construct a test
pad in the field to determine a more project-specific and precise value.
Creep - Of all reduction factors to be discussed, creep has had the most attention given to it.
This is appropriate since it is typically the largest value used in the calculation. The
disadvantage of creep testing is the long testing time required. Considerable current attention is
being given to time-temperature-superposition (TTS) and stepped isothermal method (SIM)
testing. Both are very quick in comparison to the original efforts using standard creep testing on
individual test specimens. The open literature is abundant in this regard.
Chemical/Biological Degradation - These two degradation mechanisms were originally
considered separately. As time progressed, it became clear that biological degradation did not
occur with the high molecular weight resins used in the manufacture of geosynthetics. Thus,
biological degradation should be eliminated entirely. However, if it is eliminated people will
then ask where it is, and so it is currently combined with chemical degradation. Regarding the
latter, one must know the site-specific environmental conditions and be aware of extremes, e.g.,
organic solvents, very high (or low) pH groundwater, and the like. The values listed in Table 1
are not based on research to the extent of the other values. That said, the values are the lowest
and have the least impact on the allowable, or design, strength.
Seams - If seams are involved in strength related designs, a reduction factor can be added to the
equation. The numeric value is very tractable. Using wide width strength test results of the
unseamed material versus the seamed material (ASTM and ISO are nicely set up in this regard),
- 5 -
the ratio is the desired reduction factor. It varies from 1.0 to 3.0 irrespective of the application
area and is not included in Table 1 for this reason.
Others - Other atypical conditions, such as purposely cutting holes in a material, can be added as
the site-specific conditions warrant.
Part I - Summary
It appears to the writer that the status of reduction factors in geosynthetic strength
applications is in reasonable order, particularly when contrasted to the load estimation which is
needed to complete a design. If we as an industry were to segue into LRFD methods it will be
seen that much more uncertainty is associated with an estimation of both static and dynamic
loads, including hydraulic loads in many cases. A recent paper on probability-of-failure
calculations based on statistical variations of input values clearly shows this to be the case.

- 6 -
Part II - Filtration and Drainage Applications Using Geotextiles

Geotextiles, being very versatile materials can serve in many functions. The most widely
known is as a filter. In fact, the original name for geotextiles was “filter fabrics”. When
sufficiently thick, however, they can also serve as drainage materials. The difference between
these two functions is the orientation of the flow. In filtration, flow is perpendicular to the
geotextile, while in drainage, flow is parallel (or within) the geotextile.
Filtration and Drainage Reduction Factors
The usual equation for allowable flow (permittivity, flow rate or transmissivity) is as
follows:
⎥⎦
⎤⎢⎣
⎡
××××=
BCCCINCRSCB
ultallow RFRFRFRFRFqq1 (2)
where
qallow = allowable (or design) flow rate,
qult = ultimate (or as-manufactured) flow rate,
RFSCB = reduction factor for soil clogging and blinding,
RFCR = reduction factor for creep reduction of void space,
RFIN = reduction factor for adjacent materials intruding into void spaces,
RFCC = reduction factor for chemical clogging, and
RFBC = reduction factor for biological clogging.
The numeric values for all of the above items are both site-specific and material-specific as they
were for strength applications, but obviously they are different. The latest edition of the
textbook Designing with Geosynthetics uses Table 2 for common application areas involving
geotextiles by themselves, and the geotextiles on geonets, geospacers and drainage
- 7 -
geocomposites. As with Table 1, all values are ranges and furthermore the ranges are broader
than those given in Table 1. Thus, the designer has even more latitude for his/her selection.
Commentary on each of the reduction factors follows:
Table 2 - Recommended Flow Reduction Factor Values for Use in Equation 2.

Range of Reduction Factors Application
Soil Clogging and
Blinding*
Creep Reduction
of Voids
Intrusion in
Voids
Chemical
Clogging**
Biological
Clogging

Retaining wall filters
Underdrain filters
Erosion control filters
Landfill filters
Gravity drainage
Pressure drainage
2.0 to 4.0
2.0 to 10
2.0 to 10
2.0 to 10
2.0 to 4.0
2.0 to 3.0
1.5 to 2.0
1.0 to 1.5
1.0 to 1.5
1.5 to 2.0
2.0 to 3.0
2.0 to 3.0
1.0 to 1.2
1.0 to 1.2
1.0 to 1.2
1.0 to 1.2
1.0 to 1.2
1.0 to 1.2
1.0 to 1.2
1.2 to 1.5
1.0 to 1.2
1.2 to 1.5
1.2 to 1.5
1.1 to 1.3
1.0 to 1.3
2.0 to 4.0***
2.0 to 4.0
2.0 to 5.0***
1.2 to 1.5
1.1 to 1.3
*If stone rip-rap or concrete blocks cover the surface of the geotextile use either the upper
values, or include a separate reduction factor.
**Values can be higher particularly for high alkalinity or high turbidity groundwater.
***Values can be higher for extremely high microorganism content and/or growth of organisms
and plant/vegetation roots.
Soil Clogging and Blinding - This reduction factor attempts to compensate for upstream soil
particles either embedding themselves in a thick geotextile and/or blocking flow above the
geotextile’s voids. This is a necessary response of the geotextile in “tuning” itself to the site-
specific soil and hydraulic conditions. The values seen in Table 2 are the largest of reduction
factors for flow applications. They were obtained by comparing permittivity flow rates of
various geotextiles as-manufactured (i.e., in-isolation) with that of similar flow tests of different
soils placed over the geotextiles in question. More specifically, the tests were short term flow
tests via the GRI GT1 test method which was developed in 1986. The lower values generally
apply to woven fabrics and cohesionless soils, while the higher values generally apply to
nonwoven fabrics and fine-grained soils. Admittedly, there is considerable latitude in selection
- 8 -
of a particular value. Of course, product-specific and site-specific testing can be performed if the
situation warrants.
Creep Reduction of Voids - Since thick geotextiles compress under load, a reduction factor
should be included to modify the as-manufactured product’s flow value over time. It is a long-
term phenomenon and the short term permittivity flow tests of GRI GT1 test method were run
for times up to 1000-hours to obtain the reduction factors. Also included in this category are
long-term transmissivity tests to evaluate flow reductions for in-plane drainage related
applications. With both of these situations (permittivity and transmissivity), the option is always
available to do the respective tests under product-specific and site-specific conditions.
Intrusion into Voids - This lowest of reduction factors is to compensate for soil particles entering
and being retained within the geotextile. Nonwoven needle-punched geotextiles have the
greatest tendency in this regard over woven, heat-bonded or burnished geotextiles.
Chemical Clogging - This reduction factor considers that the permeating liquid might carry or
precipitate chemicals which can clog the geotextile filter or drain. High alkalinity groundwater
will readily precipitate calcium and magnesium in this regard. One might also consider
suspended solids in the permeant as a similar phenomenon. Total suspended solids, or TSS,
values of greater than 5000 mg/l require high reduction factors. It is difficult to model in
laboratory testing and thus the values provided are somewhat subjective.
Biological Clogging - As with chemical clogging, the nature of the permeating liquid is at issue.
Liquids high in microbial content, such as landfill leachates, agricultural wastewaters, and
sewage biosolids, are all troublesome and result in high reduction factors. Values of biochemical
oxygen-demand (BOD) greater than 5000 mg/l are considered high in this regard. This term
could also includes plant and vegetative root growth through or within the geotextile, but these
- 9 -
are site-specific situations and are very difficult to quantify in this context. As with chemical
clogging, these issues are also difficult to model in laboratory testing and thus the values
provided are somewhat subjective.
Part II - Summary
It appears to the writer that the status of reduction factors in geotextile flow applications
is not as definitive as it is with strength applications. The field scenarios which can be
envisioned are much broader and unwieldy in this regard. That said, if LRFD methods are
eventually employed in geosynthetic design it again will be seen that the load side of the
equation is of a greater uncertainty than these “resistance” aspects of modifying an as-
manufactured flow value into an allowable flow value using reduction factors. The paper on
probability-of-failure referenced in the first part of this communication shows this clearly.
- 10 -
Part III - Drainage Application Using Geonets, Geocomposites and Geospacers

Part II of this series dealt with reduction factors involving geotextile-filtration (always a
primary function for cross-plane flow in hydraulic applications), and geotextile drainage (only a
primary function for in-plane flow using relatively thick nonwoven geotextiles). This
continuation of the latter situation extends the drainage materials into the much higher flow-rate,
or transmissivity, products involving geonets, geocomposites, and geospacers. The analytic
formulation is quite similar, but the very open flow channels of drainage cores present some
unique aspects of the use of reduction factors in these high-flow drainage geosynthetics.
Drainage Reduction Factors
The requisite equation for flow rate or transmissivity involving geonets, geocomposites,
and geospacers changes slightly from Equation 2 presented previously, to Equation 3 following.
Note the absence of the reduction factor for soil clogging and blinding, RFSCB, since this is
unique to filtration geotextiles and is not particularly relevant to the drainage core, per se:
⎥⎦
⎤⎢⎣
⎡
×××=
BCCCCRIN
ultallow RFRFRFRFqq1 (3)

where
qallow = allowable (or design) flow rate or transmissivity,
qult = ultimate (or as-manufactured) flow rate or transmissivity,
RFIN = reduction factor for intrusion of geotextiles or geomembranes into the core of
drainage product,
RFCR = reduction factor for creep of the drainage core or covering geosynthetics,
RFCC = reduction factor for chemical clogging of drainage core, and
RFBC = reduction factor for biological clogging of drainage core.
- 11 -
The numeric values for all of the above are also site-specific and product-specific as they were
for strength applications (Table 1) and geotextile filter and drainage applications (Table 2). For
geonets, geocomposites and geospacers, the latest edition of the textbook Designing with
Geosynthetics gives the values in Table 3. Commentary on each of the reduction factors follows.
Table 3. Recommended drainage reduction factors for use in Equation 3

Application Area Range of Reduction Factor Values
RFIN RFCR* RFCC RFBC Sport fields 1.0 to 1.2 1.0 to 1.5 1.0 to 1.2 1.1 to 1.3

Capillary breaks 1.1 to 1.3 1.0 to 1.2 1.1 to 1.5 1.1 to 1.3
Roof and plaza decks 1.2 to 1.4 1.0 to 1.2 1.0 to 1.2 1.1 to 1.3
Retaining walls, seeping 1.3 to 1.5 1.2 to 1.4 1.1 to 1.5 1.0 to 1.5
rock, and soil slopes
Drainage blankets 1.3 to 1.5 1.2 to 1.4 1.0 to 1.2 1.0 to 1.2
Infiltrating water drainage 1.3 to 1.5 1.1 to 1.4 1.0 to 1.2 1.5 to 2.0
for landfill covers
Secondary leachate 1.5 to 2.0 1.4 to 2.0 1.5 to 2.0 1.5 to 2.0 collection (landfills)

Primary leachate 1.5 to 2.0 1.4 to 2.0 1.5 to 2.0 1.5 to 2.0
collection (landfills) Wick Drains (PVDs) 1.5 to 2.5 1.0 to 2.5 1.0 to 1.2 1.0 to 1.2

Highway edge drains 1.2 to 1.8 1.5 to 3.0 1.1 to 5.0 1.0 to 1.2
*Creep values are sensitive to the core structure and to the density of the resin used. Creep of the covering geotextile(s) is a product-specific issue. The magnitude of the applied load is of major
importance in both situations.
Intrusion into core. Considering the large open spaces in drainage cores, the intrusion of the
covering geotextiles and/or geomembranes represents a meaningful reduction factor. Major
variables are the spacings of ribs, nubs, or columns; stiffness of the covering geotextiles or
geomembranes; and magnitude, orientation, and duration of the stresses applied during service.
- 12 -
The data of Table 3 represents comparative ASTM D4716 testing using solid end platens versus
relatively lightweight nonwoven needle-punched geotextiles entering the drainage core as the
worst-case situations. In critical situations or for other coverings such comparative testing is
recommended.
Creep of core and/or cover-ups. Depending on the site-specific situation and applied stresses, the
drainage core might creep as well as the geotextile or geomembrane coverings. Both situations
represent a reduction in the in-plane flow rate or transmissivity. The data of Table 3 represents
comparative ASTM D4716 tests up to 1000 hours on HDPE biplanar geonets. The situation for
other geonets and the many varieties of geospacers requires actual testing. It should be
mentioned that the recent development of the stepped isothermal method (SIM) of testing can
provide much more timely information than previously possible.
Chemical clogging. This reduction factor considers that the permeating liquid might carry or
precipitate chemicals which can clog the geotextile filter or geocomposite drain. High alkalinity
groundwater will readily precipitate calcium and magnesium in this regard. One might also
consider suspended solids (including fine soil particles less than the geotextile filter’s opening
size) in the permeant as a similar phenomenon. Total suspended solids (TSS) values of greater
than 5000 mg/l require high reduction factors. It is difficult to model in laboratory testing; thus,
the values provided are somewhat subjective.
Biological clogging. As with chemical clogging, the nature of the permeating liquid is at issue.
Liquids high in microbial content, such as landfill leachates, agricultural wastewaters, and
sewage biosolids, are all troublesome and result in high reduction factors. Values of biochemical
oxygen-demand (BOD) greater than 5000 mg/l are considered high in this regard. This term
could also include plant and vegetative root growth through a geotextile or within a drainage
- 13 -
geocomposite, but these are site-specific situations and are very difficult to quantify in this
context. As with chemical clogging, these issues are also difficult to model in laboratory testing,
and thus, the values provided are somewhat subjective.
Part III - Summary
As with the Part II - Summary, the status of reduction factors for drainage applications
using geonets, geocomposites or geospacers is not as definitive as it is with strength applications.
It is further complicated because the transmissivity test method, ASTM D4716, has a quite high
statistical variation in comparison to the permittivity test method, ASTM D4491. Particularly
subjective are chemical and biological clogging, both of which are difficult to simulate in a
laboratory setting.
Conclusion to the Three-Part Series
By way of conclusion of this three-part white paper we offer Table 4 which addresses all
of the strength and flow reduction factors that were presented and comments accordingly. While
additional research can be profitably done on many of the items, a more direct approach is to
simulate site-specific field conditions and perform the requisite tests on the candidate
geosynthetic material. In the writer’s opinion, too little project-specific testing is being done
presently. There are several commercial laboratories which are well equipped to do such testing.
- 14 -
Table 4 - Critique of Geosynthetic Reduction Factors
Category Confidence in Values For Critical Applications
Strength-Related Applications
• installation damage
• creep
• chemical/biological degradation
• seams

high
high moderate
high

use upper range value
use upper range value site-specific testing
use upper range value
Flow-Related Applications
• soil clogging and blinding
• creep reduction of voids
• intrusion
• chemical clogging
• biological clogging

moderate moderate high
low
low

site-specific testing site-specific testing use upper range value
go beyond table limits
go beyond table limits

In addition to the above summary table which is pertinent to geotextiles, geogrids, geonets,
geocomposites, and geospacers, the need for ongoing investigation should be apparent. When
reduction factors are multiplied together, which assumes the worst-case scenario of complete
synergy between all reduction factors, the resulting value can be enormous. For example, in
leachate collection systems beneath landfills one is taking an as-manufactured flow rate and
decreasing it by a combined reduction factor of sixteen (2.0 × 2.0 × 2.0 × 2.0 = 16) under worst-
case conditions. This should encourage much more testing than is currently being performed for
long-term and/or critical applications. It also leaves open the interesting aspect of future product
development which might minimize the adverse effects of such high reduction factors. It is
encouraging to see that some products are now available in this regard and others are being
currently developed.

EXHIBIT B
Revised Technical Specifications

Technical Specifications Revised: May 2016 (S&ME) Great Oak Landfill Revised: August 2017 (SCS Engineers)
Revision 1 31 0519.16| Page 1 of 19 Geomembrane (HDPE) for Earthwork
SECTION 31 0519.16
GEOMEMBRANE (HDPE) FOR EARTHWORK
PART 1 GENERAL
1.01 SUMMARY
A. Section Includes: 1. High density polyethylene (HDPE) geomembrane for the primary, secondary and tertiary
liner system. The liner system consists of a primary and secondary geomembrane within most of the cell floor. An additional tertiary geomembrane is proposed in the vicinity of the sumps. The liner system consists of the following components, from bottom to top in
the two proposed locations: a. Cell Floor: soil subgrade or structural fill, secondary geomembrane, leak detection system (LDS) geocomposite, geosynthetic clay liner (GCL),
primary geomembrane, leachate collection system (LCS) geocomposite drainage layer, and protective cover soil.
b. Sump Area: soil subgrade or structural fill, secondary geomembrane, LDS
geocomposite, primary geomembrane, GCL, tertiary geomembrane, LCS geocomposite drainage layer, and protective cover soil.
2. Geomembrane rain flap at protective cover berm locations.
3. Geosynthetic protection at intercell/Phase 2 berm locations during interim condition.
B. Related Sections:
1. Section 31 0519.13 – Geotextiles for Earthwork 2. Section 31 2316.13 – Trenching 3. Section 31 2323.13 - Backfill
1.02 UNIT PRICE – MEASUREMENT AND PAYMENT
A. HDPE Geomembrane 1. Basis of Measurement: By square foot of geomembrane installed, in-place, excluding scrap
and overlap. 2. Basis of Payment: By square foot (2-dimensional quantity) of HDPE installed time the unit price for HDPE installation.
a. Includes furnishing geomembrane, storage, installation, labor, supervision, transportation, equipment, and incidental items as required to complete the
geomembrane installation to temporary or permanent terminations limits, as
specified on Drawings and in accordance with the CQA Plan. b. Measurement will be made based on the total two-dimensional (plan view)
surface area in square feet covered by the geomembrane as shown on the
Drawings. Final quantities will be based on as-built conditions. Allowance will be made for geomembrane anchor and drainage trenches but no
allowance will be made for waste, overlap, repairs, or materials used for the convenience of the Contractor. Pay limits shall be measured to the lower outside corner of exterior anchor trenches at perimeter berm and Phase 5
berm locations and to the extent of the geosynthetic runout and plywood protection at intercell and phase 2 berm locations. c. Geomembrane installed and accepted will be paid for at the respective
contract unit price in the bidding schedule. Requested payment of in-place geomembrane will be submitted by the Contractor with final approval by the Engineer.
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B. Geomembrane rain flap at protective cover berm locations:
1. Basis of Measurement: By the linear foot. 2. Basis of Payment: By the linear foot times the unit price per linear foot.
a. Includes terminating liner system geosynthetics and drainage corridors (where
applicable), providing 4 feet of liner system geosynthetics runout, extrusion welding the rain flap to the bottommost geomembrane, trenching the rain flap
into the protective cover berm.
C. Geosynthetic Protection 1. Basis of Measurement: By the linear foot.
2. Basis of Payment: By linear foot times the unit price per linear foot.
a. Includes placing 4 feet of treated plywood or sacrificial geomembrane to protect the geosynthetics CQA limits at the intercell and Phase 2 boundaries.
1.03 REFERENCES A. Construction Quality Assurance (CQA) Plan.
B. ASTM International Standard Test Methods/Practices 1. ASTM D 792 Standard Test Methods for Density and Specific Gravity (Relative Density) of Plastics by Displacement.
2. ASTM D 1004 Initial Tear Resistance of Plastic Film and Sheeting 3. ASTM D 1505 Standard Test Method for Density of Plastics by the Density-Gradient
Technique
4. ASTM D 3895 Test Method for Oxidative Inductive Time of Polyolefins by Differential Scanning Calorimetry
5. ASTM D 4218 Standard Test Method for Determination of Carbon Black Content in
Polyethylene Compounds by the Muffle-Furnace Method. 6. ASTM D 4354 Standard Practice for Sampling of Geosynthetics for Testing.
7. ASTM D 4759-02 (2007) Standard Practice for Determining the Specification Conformance of Geosynthetics. 8. ASTM D 4833 Test Method for Index Puncture Resistance of Geotextile, Geomembranes,
and Related Products. 9. ASTM D 5199 Standard Test Method Measuring Nominal Thickness of Geosynthetics. 10. ASTM D 5321 Determining the Coefficient of Soil and Geosynthetic or Geosynthetic and
Geosynthetic Friction by the Direct Shear Method. 11. ASTM D 5397 Evaluation of Stress Crack Resistance of Polyolefin Geomembranes Using
Notched Constant Tensile Load Test.
12. ASTM D 5596 Microscopic Evaluation of the Dispersion of Carbon Black in Polyolefin Geosynthetics.
13. ASTM D 5641 Standard Practice for Geomembrane Seam Evaluation by Vacuum
Chamber. 14. ASTM D 5721 Standard Practice for Air-Oven Aging of Polylefin Geomembranes.
15. ASTMD 5885 Oxidative Induction Time of Polyolefin Geosynthetics by High Pressure
Differential Scanning Calorimetry. 16. ASTM D 5994 Measuring the Core Thickness of Textured Geomembranes
17. ASTM D 6392 Test Method for Determining the Integrity of Non-reinforced Geomembrane Seams Produced Using Thermo-Fusion Methods. 18. ASTM D 6693 Standard Test Method for Determining Tensile Properties of Nonreinforced
Polyethylene and Nonreinforced polyethylene and Nonreinforced Flexible Polyethylene Geomembranes. 19. ASTM D 6747-15 Standard Guide for Selection of Techniques for Electrical Leak
Location of Leaks in Geomembranes
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20. ASTM D 7002-16 Standard Practice for Electrical Leak Location on Exposed
Geomembranes Using the Water Puddle Method. 21. ASTM D 7703-16 Standard Practice for Electrical Leak Location on Exposed
Geomembranes Using the Water Lance Method.
22. ASTM D 7953-14 Standard Practice for Electrical Leak Location on Exposed Geomembranes Using the Arc Testing Method.
23. ASTM D 7466 Standard Test Method for Measuring the Asperity Height of Textured
Geomembrane.
C. Geosynthetics Research Institute (GRI) Standard Practices:
1. GRI GM-6 Pressurized Air Channel Test for Dual Seamed Geomembranes.
2. GRI GM-10 Specification for the Stress Crack Resistance of Geomembrane Sheet. 3. GRI GM-12 Measurement of the Asperity Height of Textured Geomembranes Using a
Depth Gage. 4. GRI GM-13 Test Methods, Test Properties and Testing Frequency for High Density Polyethylene (HDPE) Smooth and Textured Geomembrane.
D. U.S. Environmental Protection Agency (EPA), Technical Guidance Document: 1. “The Fabrication of Polyethylene FML Field Seams” EPA/530/SW-89/069.
1.04 SUBMITTALS
A. The Geosynthetic Installer shall submit proposed geomembrane panel layout, including anchor trenches and connections to any inlet/outlet structures to the Engineer at least 14 days prior to
mobilization of crews (4 copies). Once panel layout is approved, the Geosynthetics Installer may
not change the layout without permission of the Engineer.
B. Manufacturer’s Product Information.
1. At least five working days prior to shipment, the Geosynthetics Contractor shall furnish
Engineer with pre-shipping product data sheets and test data for each geomembrane type. At a minimum, the Manufacturer will perform the tests at the frequencies given in Table
0519.16-A prior to shipping HDPE material to the site. These tests shall conform to the standards set in Table 0519.16-B. The information supplied shall be in the form of a factory quality control certificate for each geomembrane roll and shall include the
following: a. Roll and lot numbers and identification b. Length and width of each roll
c. Date each roll was manufactured d. Sampling procedures e. Results of quality control tests that are to include those presented in Table
0519.16-A and description of test methods used. The results of these tests must meet the minimum required physical properties for HDPE
geomembrane specified in Table 0519.16-B.
C. A written certificate from the geomembrane manufacturer stating that the resin and geomembrane materials supplied are in compliance with this Section.
D. Manufacturer’s Installation Instructions: Submit special procedures for geomembrane installation.
E. The Geosynthetics Installer shall adopt and use the quality assurance forms prepared by the Engineer, or other forms approved by the Engineer, during all applicable phases of geomembrane
installation, inspection and testing. The Geosynthetics Installer can request to use his own forms.
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The forms must be submitted to the Engineer at least two weeks prior to geomembrane installation
for review and approval.
F. A resume of the proposed superintendent of the Geosynthetics Installer must be submitted to the
Engineer for final approval two weeks prior to geomembrane installation.
G. Construction Drawings: Show joining details and special details. The Geosynthetics Installer shall submit a shop drawing for the prefabrication sleeve and skirt with the proposed dimensions for
approval by the Engineer at least two weeks prior to installation.
H. The Contractor is responsible for his own Health and Safety Plan, but must abide by any safety procedures dictated by the Owner.
1.05 CLOSEOUT SUBMITTALS
A. Forms by the CQAO: 1. CQAO Daily Field Report
2. Field Inventory Control, Storage Inspection, and Cross-Reference Roll Numbers 3. Subgrade Certification 4. Geomembrane Trial Seam Log
5. Geomembrane Deployment Report 6. Geomembrane Seam Log 7. Geomembrane Defect Log
8. Geomembrane Repair Testing Log 9. Geomembrane Laboratory Destructive Test Results
B. Contractor is responsible for providing an as-built drawing of the geomembrane installation. The
as-built drawing shall include panel corners, transitions in panel geometry, repair locations, the outside bottom corner of the anchor trench, and other significant features.
C. The Geosynthetics Installer’s supervisor shall observe and check all phases of the geomembrane
installation. When the geomembrane is accepted by the Owner, the Geosynthetics Installer shall submit a Letter of Acceptance to the Owner at the installation conforms to the requirements of the
Manufacturer.
1.06 QUALITY CONTROL AND QUALITY ASSURANCE
A. Perform Work in accordance with these Specifications and the CQA Plan. All tests and test
frequencies specified in this section except paragraph B below are Quality Control (QC) tests, and these tests are the responsibility of the CONTRACTOR.
B. Friction Angle Requirements and Testing. ENGINEER or OWNER’S third party Quality
Assurance (QA) Consultant shall conduct friction angle testing as described below: 1. The effective interface shear strength envelope at the interfaces between the liner system geosynthetics shall be tested by the QA consultant. The liner interfaces include: subgrade
against geomembrane, geomembrane against geocomposite, geocomposite against GCL, GCL against geomembrane, and geocomposite against protective cover soil.
2. The effective interface shear strength envelope shall exceed that characterized by the
effective peak shear stresses of 287, 1,434, 2,867, and 5,735 psf at confining stresses of 1,000, 5,000, 10,000, and 20,000 psf (effective friction angle of 16 degrees).
3. Use direct shear test ASTM D5321.
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4. The interface frictional resistance for interfaces including GCLs shall be determined by
ASTM D 6243.
5. The interfaces and/or soil shall be tested saturated with water.
C. The Manufacturer shall sample and test the HDPE geomembrane material, at minimum frequencies
specified in Table 0519.16-A. General manufacturing procedures shall be performed in accordance with the Manufacturer’s internal quality control guide and/or documents.
D. All Geomembrane sheets shall be continuously spark tested during manufacturing.
1. The spark tester shall be capable of detecting defects or pinholes less than 10 mils in diameter.
2. All necessary repairs to the geomembrane shall be made by the manufacturer at the factory
before shipment.
3. The manufacturer shall prove written certification to the Owner and/or Engineer that all the
geomembrane rolls delivered to the project were continuous spark tested and do not contain pinhole defects.
E. Conformance Testing: See CQA Plan.
1. Conformance testing shall be performed by an independent laboratory at a frequency of at least 1 per 100,000 square feet of geomembrane manufactured for the project. a. Thickness (ASTM D5199 and/or ASTM D5594).
b. Density (ASTM D1505 and/or ASTM D792). c. Carbon Black content (ASTM D1603).
d. Tensile properties including yield strength, yield elongation, and break
elongation (ASTM D6693). e. Tear resistance (ASTM D1004).
f. Other tests as required by Engineer.
2. Sampling for conformance testing shall be at the manufacturing facility whenever possible, and in accordance with the CQA Plan.
F. The Engineer shall examine the rolls upon delivery to the site and report any deviations from these Specifications to the Contractor.
G. If a geomembrane sample fails to meet the quality control requirements of this Section, the
Contractor and/or Engineer shall require that the Liner Manufacturer sample and test each rolls
manufactured in the same lot or batch, or at the same time, as the failing roll. Additional sampling and testing shall be completed at no additional cost to the Owner. Sampling and testing of rolls
shall continue until a pattern of acceptable test results is established.
H. Any geomembrane sample that does not comply with this Section shall result in rejection of the roll from which the sample was obtained. Contractor shall replace any rejected rolls at no additional
cost to Owner. At the Geocomposite Manufacturer’s discretion and expense, additional testing of individual rolls may be performed to more closely identify non-conforming rolls and to qualify
individual rolls.
1.07 QUALIFICATIONS
A. Geosynthetic Contractor Equipment and Personnel.
1. Quality Control Foreman (QCF)
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a. The Geosynthetics Installer shall provide an individual whose title is “Quality
Control Foreman” (QCF) who shall be experienced in all phases of quality control testing and procedures.
b. The QCF will be dedicated to performing or directing the Geosynthetics
Installer’s quality control activities, (i.e. air pressure, vacuum box and spark non-destructive testing and field destructive testing).
c. The QCF and the Superintendent may be the same person if approved by the
Engineer.
2. Crew/Equipment.
a. During geomembrane installation the Geosynthetic Installer shall provide a
minimum crew size of 9, for which at least 6 must be qualified installers (a Superintendent and/or QCF and a minimum of 4 skilled technicians).
b. Geosynthetic Contractor shall supply and maintain at least three extrusion welders and three double hot wedge fusion welders, at least one of which must be available at the working space at all times
c. At least one extra generator shall be supplied and maintained by the Geosynthetics Constructor to be used as a spare.
PART 2 PRODUCTS
2.01 HIGH DENSITY POLYETHYLENE (HDPE) GEOMEMBRANE
A. Materials:
1. Textured geomembrane shall be made of unreinforced high density polyethylene (HDPE)
that has a nominal thickness as noted on the Drawings designed and manufactured for the purpose of liquid containment.
2. The geomembrane used shall meet, at a minimum, the standards in Table 0519.16B found
in this Section. 3. The chemical resistance of the geomembrane shall be in keeping with typical properties of
high quality polyethylene products currently available through commercial sources. 4. Up to 5 percent (by weight) clean, uncontaminated regrind material (that is material that has been previously processed by the same manufacturer, but has never seen previous
service) shall be allowed in the Geomembrane sheet if approved by the Engineer. 5. The Engineer’s approval shall not be reasonably withheld if the manufacturer can
demonstrate compliance with this Specification.
6. Regrind material made of the same resin as the geomembrane from sheet failing that physical properties of the geomembrane or resin as specified herein shall not be allowed
under any circumstances.
7. Edge trim and sheet failed for thickness or cosmetic reasons may be considered for regrind. 8. HDPE geomembrane shall be supplied in rolled sheets having a minimum width of 22 feet
and minimum length of 400 feet. Variances for shorter roll widths and lengths may be
allowed at the discretion of the Engineer or Owner.
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TABLE 0519.16A
REEQUIRED PRE-SHIPPING SHEET TESTING MANUFACTURER QUALITY CONTROL TEST FREQUENCIES OF
GEOMEMBRANE LINER - TEXTURED
Property Test Method (6) Minimum Frequency
Thickness ASTM D 5994 Each Roll
Asperity Height mils ASTM D 7466 Every 2nd Roll (1)
Density ASTM D 792 or
ASTM D 1505 Every 200,000 lb.
Tensile Properties (2) ASTM D 6693 Type IV Every 20,000 lb.
Yield Strength
Break Strength
Yield Elongation
Break Elongation
Tear Resistance ASTM D 1004 Every 45,000 lb.
Puncture Resistance ASTM D 4833 Every 45,000 lb.
Stress Crack Resistance ASTM D 5397 per GRI GM10
Carbon Black Content ASTM D 1603 Every 20,000 lb.
Carbon Black Dispersion ASTM D 5596 Every 45,000 lb.
Oxidation Induction Time(3) Every 200,000 lb.
(a) Standard OIT (min. ave.) ASTM D 3895
Or
(b) High Pressure OIT (min. ave.) ASTM D 5885
Oven Aging(4) ASTM D 5721 per formulation
(a) Standard OIT (min. ave.) -% retained after 90 days ASTM D3895
Or
(b) High Pressure OIT (min. ave.) -% retained after 90 days ASTM D5885
(1) Alternate the measurement side for double sided textured sheet.
(2) Machine direction (MD) and cross direction (XMD) average values should be on the basis of 5 test specimens each direction.
(3) The manufacturer has the option to select either one of the OIT methods listed. (4) It is also recommended to evaluate samples at 30 and 60 days to compare with the 90 day response.
(5) Other methods such as D1603 (tube furnace) or D 6370 (TGA) are acceptable if an appropriate correlation to D 4218 (muffle furnace) can be established.
(6) ENGINEER to approve test procedures, or modified procedures, as test methods are changed or updated frequently.
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TABLE 0519.16B
REQUIRED PHYSICAL PROPERTIES OF HDPE GEOMEMBRANE - TEXTURED
Property Test Method 5 Required Value
Thickness (min. ave.)
-Lowest individual for 8 out of 10 values
-Lowest individual for any of the 10 ASTM D 5994
57 mil
54 mil
51 mil
Asperity Height (min. ave.) 1,2 ASTM D 7466 20 mil
Density ASTM D 792 or
ASTM D 1505 0.940 g/cc
Tensile Properties (min. ave)
-Yield Stress
-Break Stress
-Yield Elongation
-Break Elongation
ASTM D 6693 Type
IV

126 lb/in
90 lb/in
12%
100%
Tear Resistance ASTM D 1004 42 lbs
Stress Crack Resistance ASTM D 5397 300 hr
Oxidation Induction Time (OIT)
(a) Standard OIT (min ave) or
(b) High Pressure OIT (min ave)
ASTM D 3895/5885

100 minutes
400 minutes
Puncture Resistance ASTM D 4833 90 lbs
Carbon Black Content (range) ASTM D 16033 2.0% – 3.0%
Carbon Black Dispersion ASTM D 5596 9 in Categories 1 or 2, and 1 in
Category 3
Oven Aging at 85 degrees C
(a) Standard OIT (min ave) - % retained after 90 days or
(b) High Pressure OIT (min ave) - % retained
after 90 days
ASTM D 5721 and
ASTM D5885 or
D3895

55%
80%
Seam Strengths 4
Shear Strength Hot Wedge Seam
Extrusion Seam
ASTM D6392

120 lb/in (min)
120 lb/in (min)
Peel Strength
Hot Wedge Seam
Extrusion Seam
ASTM D6392
91 lb/in (min)
78 lb/in (min) Peel Separation
Hot Wedge Seam
Extrusion Seam ASTM D6392

25%
25%
Non Destructive Testing
Extrusion Fillet Seam (Single Weld) Continuous vacuum Maintain vacuum of 5 psi for at least 15 sec.
Hot Wedge Seam (Double Weld) Air Testing
Maintain 30 psi for 5 minutes, with a
drop in pressure not greater than 3
psi for the last 3 minutes
(1) The lowest reading must be > 17 mils. (2) Test each side of the textured geomembrane recording a measurement every linear foot of roll width. (3) Other methods such as D4218 or microwave methods are acceptable if appropriate correlation to D1603 can be established. (4) Value listed for shear and peel strengths are for 4 out of 5 test specimens. The 5th specimen can be as low as 80% of the listed value.
(5) ENGINEER to approve test procedures, or modified procedures, as test methods are changed or updated frequently.
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PART 3 EXECUTION The Geosynthetics Installer shall furnish all labor, materials, supervision and equipment to complete the
geomembrane liner for the project including, but not limited to, geomembrane layout, seaming, patching, and all necessary and incidental items required to complete the work, in accordance with the drawings and these
specifications.
3.01 DELIVERY, STORAGE, AND HANDLING
A. Geomembrane liner shall be shipped:
1. Rolled and labeled with roll number and manufacturer’s batch number.
2. Manufacturer’s quality control documentation shall be included with each roll.
B. Transport and handle geomembrane with equipment designed to protect geomembrane from
damage. The Contractor shall be responsible for unloading and storage of geomembrane in a
manner that prevents damage to the geomembrane.
C. On-site storage shall be as needed to protect the geomembrane rolls from excessive accumulations
of soil on the geomembrane surfaces, water, heat, mechanical abrasion, puncture and vehicular traffic.
D. The geomembrane rolls shall not be stacked more than three rolls high, or as otherwise
recommended by the Manufacturer.
3.02 DAILY PRE-INSTALLATION MEETINGS
A. At the beginning of each work day the Earthwork Contractor’s Superintendent, the Geosynthetic
Contractor’s Superintendent, and the CQAO will meet to discuss the upcoming work plan for all parties to promote cooperation, communication and understanding. Care shall be taken to provide
as much notice as possible when scheduling geomembrane as-built survey. Operations shall be
planned and implemented so as not to interfere with, interrupt, damage, destroy, or endanger integrity of surface or subsurface structures or utilities, and landscape in immediate or adjacent
areas.
3.03 PREPARATION
A. The geomembrane shall be constructed as soon as practical after completion and approval of the
soil subgrade or structural fill. Refer to Section 31 2323.13 – Backfill for subgrade preparation
details.
B. Ensure acceptance of underlying layers before installing overlying layers.
C. Prepare ballast loading that shall be used for anchoring down the geomembrane during installation. 1. Ballast loading may consist of sand bags or Portland cement bags. 2. Bags used for containing sand or cement shall be resistant to degradation by ultraviolet
rays and by the weather in general. D. Surface Water Control and Base Management
1. The base shall be maintained well-drained and dry prior to and during geomembrane
installation. 2. The Geosynthetics Installer shall be responsible for surface water control during
geomembrane installation as needed to maintain all work areas well-drained and dry during
construction, preclude ponding, and prevent uplift of the geomembrane after installation. 3. The Geosynthetics Installer’s proposed dewatering method(s) shall be submitted to the
Engineer at least one week prior to implementation.
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3.04 INSTALLATION
Installation of the geomembrane shall be in compliance with this Specification and with the Manufacturer’s standard guidelines and specifications for geomembrane installation, subject to approval by the Engineer,
including, but not limited to: (i) handling and site storage requirements; (ii) unrolling and laying of
geomembrane sheets; (iii) field seaming or welding techniques; (iv) anchor trench and ballast details; (v) vent details; and (vi) connections to inlet structures and pipes.
A. Liner Handling and Placement
1. Appropriate handling equipment shall be used when loading or moving rolled geomembrane sheets from one place to another. Appropriate equipment includes spreader
and roll bars for deployment, and cloth chokers with a spreader bar for off-loading. 2. Do not use materials damaged during storage or handling. If the geomembrane is not packaged and a roll is damaged during shipment, it shall be rejected. If only the outermost
surface of the roll is affected, it shall be peeled back, cut, and wasted (i.e., it shall be treated as if it were the protective packaging for the remainder of the roll. 3. The geomembrane shall be installed at the locations and to the lines, grades and
dimensions shown on the Drawings, or as otherwise directed by the Engineer. During geomembrane installation, geosynthetic clay liner installation shall be coordinated such
that no GCL is exposed overnight or to adverse weather conditions.
4. Liner deployment shall not be performed when precipitation is occurring, when excessive moisture or wet conditions exist, or when high winds or other adverse climatologic
conditions exist.
5. The geomembrane sheets shall be unrolled and deployed in a manner which minimizes wrinkles and prevents the occurrence of folds and creases.
6. Unroll only those sections that are to be seamed together in one day.
7. Adjoining geomembrane panels shall be overlapped as recommended by the manufacturer, but not less than 4 inches, by adequately lapping the edges of the sheets. The overlap shall
not exceed 6 inches for double-wedge fusion welds. 8. For stormwater drainage purposes, the upstream panel should be overlapped on top of the downstream panel to form a shingle effect.
9. Panel layout and deployment shall be such that the seams run down the slopes and are oriented perpendicular to the top slope. The seam orientation shall be maintained for a distance of 10 feet from the toe of the slope or as shown on the Drawings. Horizontal
seams will not be allowed on the side slopes unless approved by the Engineer. 10. The side slope geomembrane will be placed in an anchor trench that is to be backfilled with
soil and compacted as shown on the Drawings and specified in Section 31 2316.13 as soon
as the remaining geosynthetics are placed over the geomembrane. 11. Unroll several panels and allow the geomembrane to “relax” before beginning field
seaming. The purpose of this is to make the edges that are to be bonded as smooth and free
of wrinkles as possible. 12. In corners and odd shaped geometric locations, the number of field seams should be
minimized.
13. After panels are initially in place, remove wrinkles as directed by the Engineer. 14. All geomembrane sheets shall have good appearance qualities. Texturing on the surface of
the textured sheets shall be uniform and homogenously distributed. The geomembrane shall be free of pinholes, holes, blisters, gels, undispersed ingredients, any signs of contamination by foreign matter, or any defect that may affect serviceability. The edges of
geomembrane sheets shall be straight and free from nicks and cuts. 15. Once panels are in place and smooth, commence field seaming operations.

B. Field Seaming
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1. Field seaming shall be in accordance with U.S. E.P.A. Technical Guidance document:
“The Fabrication of Polyethylene FML Field Seams” EPA/530/SW-89/069 and/or according to this Section.
2. Field seaming shall be conducted in the dry, on a compacted smooth surface. Surfaces to
receive geomembrane installation should be relatively smooth and even, and free of voids, protrusions, and deleterious material.
3. All geomembrane sheets must be continuously and tightly bonded using continuous
extrusion fillet welds or double wedge fusion welds and automated welding equipment approved by the Engineer. The Engineer reserves the right to reject any proposed seaming
method it believes unacceptable. Double hot wedge fusion welding shall be the
predominant seaming method. Additional concepts and requirements of proper field seaming include the following:
a. All geomembrane shall be seamed the same day that the geomembrane is
deployed. b. All geomembrane shall be ballasted immediately after deployment to prevent
uplift by winds. c. A moveable protective layer of plastic or approved material may be placed directly below each overlap of geomembrane that is to be seamed. This is to
prevent any moisture build-up between the sheets to be welded. The protective layer must be removed after welding.
d. All foreign matter (dirt, moisture, oil, etc.) shall be removed from the edges to
be bonded. For extrusion welds, the bonding surfaces must be thoroughly cleaned by mechanical abrasion or alternate methods approved by the
Engineer to remove surface cure and prepare the surfaces for bonding. No
solvents shall be used to clean the geomembrane. e. Grinding
1) All abrasive buffing shall be performed using No. 80 grit or finer sandpaper. 2) The grinding shall be performed so that any and all grind marks are
perpendicular to the edge of sheet. 3) No grinding greater than ¼ inch outside the welds is permitted or the Engineer can require patching.
f. As much as practical, field seaming shall start from the top of the slope down. This will minimize large wrinkles from becoming trapped that require cutting and patching.
g. Seaming of the bottom geomembrane to the sidewall geomembrane (toe seam) shall be conducted when conditions minimize thermal expansion
effects.
h. Tack welds (if used) shall use heat only; no double-sided tape, glue or other method will be permitted.
i. The geomembrane should be seamed completely to the ends of all panels to
minimize the potential of tear propagation along the seam. j. Seaming will extend to the outside edge of panels to be placed in anchor
trenches. If required, a firm substrata should be provided by using a flat board, or similar hard surface directly under the seam overlap to achieve proper support across the anchor trench.
k. The completed geomembrane shall no exhibit any “tramp lining” during late
morning to early evening hours. All areas exhibiting trampolining must be repaired as directed by the Engineer. Additional slack (i.e.: 1-3%) shall be
allowed on the side slopes to reduce the potential for trampolining.
l. All field seams must be uniform in appearance, width and properties, and shall not exhibit warping due to overheating form welding.
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m. The peel and shear strengths of the welded seams must comply with the
strength criteria stated in Table 0519.16-B of this Section. n. Ambient Weather Conditions:
1) Ambient temperature is measured 18 inches above the geomembrane
surface. 2) The Geosynthetics Installer shall supply instrumentation for measurement
of ambient temperature.
3) Welding of field seams shall not take place except during suitable ambient weather conditions, as confirmed by field test welds.
4) No seaming should be attempted above 40°C (104°F) ambient air
temperature. 5) Below 5°C (41°F) ambient air temperature, preheating of the
geomembrane will be required, unless it is demonstrated that this is not necessary (i.e., acceptable test (start-up) seams that duplicate, as closely as possible, actual field conditions can be achieved). Preheating may be
achieved by natural and/or artificial means (shelters and heating devices). o. Seams at the panel corners of 3 or 4 sheets shall be completed with a circular
patch approximately 12 inches in diameter, extrusion welded to the parent
sheets, or with a “T” weld at suitable locations.
C. Temporary Ballast Loading
1. Adequate temporary ballast loading that will not damage the geomembrane shall be placed
by the Geosynthetics Installer over the geomembrane during installation as needed to prevent uplift by wind and by rapid changes in barometric pressure.
2. Temporary ballast loading shall be in addition to the anchor trenches.
3. If high winds are expected, boards along the edge of unseamed panels, with weighted sandbags on top, may be used to anchor the geomembrane on the subgrade.
4. Staples, U-shaped rods or other penetrating anchors shall not be used to secure the
geomembrane on the side slopes, on the floor or anywhere else in the construction area. 5. Any damage to the geomembrane, GCL, or soil subgrade including damage due to
construction activities or wind, rain, hail, or other weather shall be the sole responsibility
of the Geosynthetic Contractor. 6. All temporary ballast loading shall be removed by the Geosynthetics Installer prior to
demobilizing from the site unless otherwise approved by the Owner.
D. Pipe Penetrations at Inlets/Outlets (if applicable) 1. Penetrations through the HDPE geomembrane at the inlet and/or outlet structures shall be
made by welding the HDPE geomembrane to an HDPE stock plate, or a boot and skirt system may be installed.
2. The Geosynthetics Installer shall use caution when working near or around the pipe
penetration connection to prevent damage to the HDPE pipe or HDPE anchor strip.
3.05 FIELD QUALITY CONTROL
A. The Geosynthetics Installer shall adopt and use the quality assurance forms prepared by the
Engineer, or other forms approved by the Engineer, during all applicable phases of geomembrane installation, inspection and testing. The Geosynthetics Installer can request to use his forms. The
forms must be submitted to the Engineer at least two weeks prior to geomembrane installation for
review and approval.
B. All aspects of the gGeomembrane installation will be inspected on a full-time basis by the Engineer
or his representative.
1. The Engineer will conduct his own observations and perform quality assurance control tests in addition to those performed by the Geosynthetics Installer.
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2. Testing of the seams and repairs will be conducted by the Geosynthetics Installer under
observation by the Engineer. 3. The Engineer or a designated, independent geosynthetics laboratory may perform
additional testing in accordance with the CQA Plan, as required by these detailed
Specifications or as required in the judgment of the Engineer to verify that the HDPE sheet and seams meet these Specifications.
4. Quality assurance control by the Engineer will include monitoring:
a. Liner handling and panel deployment b. Field seaming or welding of geomembrane sheets and non-destructive testing
of field seams or welds
c. Installation of anchor trenches d. Placement and maintenance of temporary ballast loading
e. Attachment of the geomembrane to HDPE pipes and anchor strips, if applicable f. Construction of pipe vents, if applicable
5. The Engineer will also monitor geomembrane repair work, and evaluate the adequacy and acceptability of all repair work.
C. Test Seams
1. The Installer shall maintain and use equipment and personnel at the site to perform testing of test seams.
2. Frequency:
a. Test seams will be made at the beginning of each seaming period, after any interruption in power, after any prolonged idle period during the day, when
changes in storing equipment occur, and at the request of the Engineer at any
other time during the day. 3. Each seamer/welder shall prepare a test strip using the welding apparatus assigned to him.
4. Test seams will be made on fragment pieces of geomembrane to verify that seaming conditions are adequate. A test seam shall be made for each texture contact type to be seamed by that welder during the working increment (i.e., smooth/smooth for edge seams,
texture/texture for butt seams, etc.). 5. Requirements for test seams are as follows: a. The test seam sample will be at least 6 feet long by 1 foot wide with the seam
centered lengthwise. b. Six adjoining specimens – 1-inch wide each will be cut from the test seam sample.
c. At the Engineer’s option, the shear tests may be eliminated for test seams. d. These specimens will be tested in the field with a tensiometer and/or manual
seam tester for both shear (3 specimens) and peel (3 specimens).
e. For dual wedge, both inside and outside welds shall be tested in peel. f. Test seams will be tested by the Geosynthetics Installer under observation of
the Engineer.
g. The Geosynthetics Installer shall supply all necessary knowledgeable personnel and all necessary testing equipment.
h. Film Tear Bond (FTB) type failures will be the criterion for qualification of the test seam. The specimens should not fail in the weld. i. A passing test seam will be achieved when the criteria presented in Table
0519.16-B are satisfied. The sample weld shall successfully pass the test requirements before either the welder or welding apparatus are allowed to operate on production welds.
j. If a test seam fails, the entire operation will be repeated.
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k. If the additional test seam fails, the seaming apparatus or welding technician
will not be accepted and will not be used for seaming until the deficiencies are corrected and two consecutive successful full test seams are achieved.
l. Test seam failure is defined as failure of any one of the specimens tested in
shear or peel. 6. The Engineer will approve all test seam procedures and results.
7. The following shall be logged in the Geomembrane Trial Seam Log by the Engineer: date,
hour, ambient temperature, number of seaming unit, name of seamer, and pass or fail description.
D. Nondestructive Testing
1. The Geosynthetics Installer shall continuously test every field weld (i.e., 100 percent of the length of all field seams), including field welds around patches, using non-destructive
testing techniques. These tests shall be performed in the presence of the Engineer. 2. Single Weld Seams (extrusion welds): a. The Geosynthetics Installer shall maintain and use equipment and personnel
at the sire to perform continuous vacuum box testing in general accordance with ASTM D5641 under the observation of the Engineer on all single weld production seams except those corner seams where vacuum box testing is
impossible. b. The system shall be capable of applying a vacuum of at least 5 psi.
c. The vacuum shall be held for a minimum of 15 seconds for each section of
seam. d. Once the soap solution is uniformly placed over the weld and suction applied
to the seam any bubble formation must be noted and the corresponding
defective area identified, marked, and subsequently repaired. e. Where vacuum box testing is not possible, spark testing or an approved
alternative by the Engineer will be used. 3. Double-Wedge Fusion Weld Seams: a. The Geosynthetic Contractor shall maintain and use equipment and personnel
to perform air pressure testing under the observation of the Engineer of all double-wedge fusion weld seams with a continuous air gap between the two welds and which are greater than 20 ft.
b. Double-wedge fusion weld seams less than 20 ft. may be vacuum box tested. c. Pressure Loss Test:
1) Pressure loss tests shall be conducted I accordance with the procedures
outlined in “Pressurized Air Channel Test for Dual Seamed Geomembranes,” Geosynthetic Research Institute Test Method GM-6.
2) The system shall be capable of applying a pressure of between 25 psi and
30 psi for not less than 5 minutes. 3) Following a 2 minute pressurized stabilization period, pressure losses over
a measurement period of 5 minutes shall not exceed 3 psi for 60-mil
HDPE. 4) After the 5 minute testing period, the end of the seam shall be cut open and
press loss monitored to verify the entire length of the seam channel is open. If no pressure loss is realized, the location of the blocked channel must be found and the remainder of the seam tested separately.
5) If a non-compliant drop of pressure is noted, pressure testing may be repeated in a step fashion each time halving the length of weld being tested until the extent of the defective weld is determined.
6) Vacuum box testing (ASTM D5641) may also be used to locate a defective
area in the top weld or in the top of the air channel.
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7) The air pressure test results shall be documented on all applicable CQA
forms. d. The length of welded section tested by air pressure shall not exceed 450 feet,
without prior approval by the Engineer.
e. Once the defect is found, it shall be clearly identified, marked and repaired. Any defect shall be repaired so that it meets or exceeds the minimum
requirements of this Section.
f. Double weld seams will also be visually inspected on 100% of the seam. If necessary the outside flap can be pulled back to aid in the visual observation.
4. Electrical Leak Location Testing of Geomembrane
Pursuant to NCGS 130A-295.6 (h)(1), the primary landfill secondary geomembrane liner will be tested for leaks and damages by one or more of the following methods: ASTM D
7002 (Water Puddle Method); ASTM D 7703 (Water Lance Method), or ASTM D 7953 (Arc Testing Method). The actual method(s) used will be determined following consultation with a third party testing firm. The written liner leak test results report will be
provided to the Engineer for inclusion in the CQA report.
E. Destructive Testing 1. Laboratory Destructive Testing (LDT) is defined as 18”W X 54”L (of seam) samples
placed at an average rate of one LDT location per 500 feet of seam for both extrusion and double welded seams. Field destructive testing (FDT) is defined as 12”W X 6”L samples
cut at the end of selected seams.
a. Laboratory Destructive Testing (LDT) 1) Sampling:
a) LDT will be performed on an average of every 500 linear feet of
production seam. The locations will be selected by the Engineer. b) Samples will be 18” X 54” in order to provide on sample to the
archive, one sample to the Engineer for laboratory testing, and one sample to be retained by the Geosynthetics Installer for possible field and/or additional laboratory testing at the option of the
Engineer or Geosynthetics Installer.
c) The name of the sample (e.g. LDT-1), date, time, equipment, seam number, and seaming parameters will be marked on each sample
and recorded by the Engineer in the Geomembrane Defect Log. 2) Testing: a) Tests shall be conducted using a calibrated tensionmeter and must
meet the qualitative and quantitative criteria outlined criteria listed in Table 0519.16-B found in this Section.
b) The peel strength criteria shall apply to both the top and bottom
welds of double wedge fusion welds. c) Testing requirements are as follows:
(1) Each sample shall be large enough to test five specimens
in peel and five specimens in shear. (2) The average values of each set of five specimens must
meet the specification, and four of the five specimen tests must meet the specifications for the seam as specified in Table 0519.16-B to be considered a passing seam.
(3) If the average of the five specimens is adequate, but one of the specimens is failing, values for the failing specimen must be at least 80 percent of the values required for the
seam for the sample to pass.
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(4) All samples must fail in film tear bond (FTB) and/or the
geomembrane must fail before the weld. d) Failing Tests:
(1) Samples which do not pass the shear and peel tests will be
re-sampled from locations at least 10 feet on each side of the original location.
(2) These two re-test samples must pass both shear and peel
testing. (3) If these two samples do not pass, then additional samples
will continue to be obtained until two consecutive samples
on each side of the original sample pass the field seam criteria and the questionable seam area is defined.
(4) At that point, the extent of the original defect in both directions along the field seam will be considered isolated and the Liner Contractor may then:
(a) Either cap, re-weld and re-test the seam up to and including the closest of the two passing samples,
and patch and weld the hole of the furthest
passing sample; or (b) Cap, re-weld and re-test the entire length of
sampling.
(c) If approved by the Engineer, double-wedge fusion welds may be repaired by extrusion welding the
flap of the top sheet to the bottom sheet if the
seam non-compliance is due to a non-FTB failure of the destructive test sample.
(d) If the length of the questionable seam area is defined to be excessive by the Engineer, a cap patch may be required over the entire seam with
nondestructive testing prior to acceptance of the seam.
b. Field Destructive Testing (FDT)
1) FDT will be performed periodically at the discretion of the CQA Officer or Engineer.
2) FDT shall be 12”W X 6”L samples cut out at the beginning and end of
selected seams. 3) The name of the sample (e.g. FDT-1), date, time, equipment, seam
number, and seaming parameters will be marked on each sample and
recorded by the Engineers in the Geomembrane Defect Log. 4) Three 6”W X 1”L specimens will be tested in peel from each sample by
the Geosynthetics Installer using the Geosynthetics Installer’s Field
Tensiometer or qualitative peel tester at the option of the Geosynthetic Installer. No qualitative peel strength values need to be recorded with the
Field Destructive test, but each specimen must meet all qualitative criteria listed in Table 0519.16-B found in this Section. 5) The Engineer will approve all seam field and laboratory test procedures
and results. All laboratory destructive test specimens will be marked with
the seam number and letters then bound together for a particular seam and sorted in the Owner’s archives. The specimens for the FDT need not be
retained.
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2. Each sample area will be clearly marked both on the geomembrane itself (LDT and FDT)
using the procedures outlined in the marking Section. 3. All areas cut out for testing should be immediately patched by the Geosynthetics Installer
and the patches should be tested and approved by the Engineer. Patches shall extend a
minimum of 6 inches beyond the cut area. 4. A passing double welded seam will be achieved in peel (ASTM D6392) when:
a. Failure is by Film Tear Bond (FTB); and
b. Yield strength for the seam as specified in Table 0519.16-B found in this Section; and
c. No greater than 25 percent of the seam width peels (separates) at any point;
and d. The failed sheet exhibits elongation, prior to failure.
5. Both sides of the double welded seam must be tested and must meet all of the criteria listed above for peel 6. A passing double welded seam will be achieved in shear (ASTM D6392) when:
a. Failure is by FTB; and b. Yield strength for the seam as specified in Table 0519.16-B found in this
Section.
7. A passing extrusion welded seam will be achieved in peel (ASTM D6392) when: a. Failure is by FTB; and
b. Yield strength for the seam as specified in Table 0519.16-B; and
c. No greater than 25% separation occurs from the edge of the sheet at any point; and
d. The failed sheet exhibits ductility prior to failure.
8. A passing extrusion welded seam will be achieved in shear (ASTM D6392 modified) when:
a. Failure is by FTB; and b. Yield strength as specified in Table 0519.16-B.
F. Repair
1. The Geosynthetics Installer shall visually inspect the entire geomembrane surface for any defects including, but not limited to, seam imperfections, badly scuffed areas, scratches, blisters, tears, rips, holes, pinholes, and punctures. He shall identify, mark, and repair all
noted defects, as well as defects designated by the Engineer. 2. Damaged and Samples Area
a. All geomembrane defects (scratches, blisters, rips, punctures, tears, holes,
pinholes, creases, folds, etc.) and holes created by removal of samples or coupons for destructive testing shall be marked and repaired.
b. Damaged and sample coupon areas of geomembrane shall be repaired by the
Geosynthetics Installer by completely covering the defect or hole with an oval-shaped piece of the corresponding HDPE geomembrane material, and
continuously welding the patch to the geomembrane sheet using and extrusion
weld construction. 1) Patches shall extend a minimum of 6 inches beyond the damaged or cut
area. 2) No repairs shall be made to seams by application of an extrusion bead to a seam edge previously welded by fusion or extrusion methods.
c. All geomembrane repairs shall be documented including date, geomembrane panel identification number, repair location, type of defect, cause of defect and details of repairs made.
d. Repaired areas will be tested for seam integrity as specified in this Section.
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e. Damaged materials are the property of the Geosynthetics Installer and will be
removed from the site at Geosynthetic Installer’s expense unless authorized by the Owner to dispose of on-site.
f. The Geosynthetics Installer will retain all ownership and responsibility for the
geomembrane until acceptance by the Engineer. g. The Engineer shall accept the geomembrane after the installation and repair
are complete, and after the Engineer has received all necessary documentation
for the installation in accordance with these specifications. 3. Seams at Panel Corners
a. Seams at the panel corners of 3 sheets shall be completed with a circular
patch approximately 12 inches in diameter, extrusion welded to the parent sheet, or with a “T” weld at suitable locations.
b. If the Geosynthetics Installer wishes to use a different method, samples must be submitted to the Engineer and tested accordingly.
G. Marking on Liner by the Geosynthetics Installer
1. The Geosynthetics Installer will mark directly on the geomembrane as described herein for the purpose of readily identifying panels, seams, repairs and destructive test locations. 2. Panel Identification
a. Each panel indicated on the pre-construction panel layout drawings will be numbered sequentially using the format P1, P2, etc.
b. Panels in the field must be numbered in the order in which the panels are
actually laid regardless of preconstruction numbering. c. The panels will be permanently marked in white (red for white surfaced
geomembrane) with letters approximately 12” high (and 1/3 the way down
the slope for geomembranes on slope). d. Each panel will be marked with the Manufacturer’s roll number.
3. Seam Identification a. Each seam will be labeled as agreed upon by the Geosynthetics Installer and the CQA Engineer.
b. Typically, a seam will be designated by the panels it joins, i.e., the seam joining Panel 1 (P1) and Panel 2 (P2) will be designated P1/P2. 4. Quality Control Marking
a. Following the completion of each seam, patch or repair, the welding technician will write, at the end of the seam or in the middle of the patch or
repaid, the following: the initials of the technician, date welded, time welded,
and welder unit number. The markings will be done clearly with a white or red permanent marking pen or pencil.
b. Similarly, after each quality control test, the CQAO or a representative will
record the following immediately adjacent to the area tested: initials of QC Technician performing test, date of the test, type of test (i.e. VB, SP,AP for
vacuum box, spark test and air pressure test respectively) and the words
“pass” or “fail”. For the air pressure test, the QC Technician must also define the limits or zone of the test as well as the amount of pressure loss observed.
Again, a permanent white or red marking pen is required. If the test fails and the necessary repair is made, the technician will cross out the previous markings and mark appropriately for the new test results.
c. Destructive test samples will be clearly circled and marked in permanent
marker with the words “FDT” or “LDT” as defined in the specifications. The CQAO will mark the words “pass” or “fail” as appropriate. Similarly, any
other area needing repair will be clearly marked in permanent marking to identify where the repair is required to be made.
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d. The CQAO will mark areas in need of repair using (red for white surfaced
geomembrane) marking pens.
H. All geomembrane sheet, seams and patches will be tested and evaluated prior to acceptance. In
general, testing of the sheet will be conducted by the Geosynthetics Installer according to the
standards specified in Table 0519.16-B found in this Section. All areas failing nondestructive test procedures shall be clearly marked both on the geomembrane itself and on all applicable CQA
forms.
3.06 PROTECTION OF WORK
A. Protect installed geomembrane according to geomembrane manufacturer’s instructions. Repair or
replace areas of geomembrane damaged by scuffing, punctures, traffic, rough subgrade, or other unacceptable conditions.
B. No support equipment, tools, or personnel that can readily cause damage to the HDPE
geomembrane shall be allowed on the geomembrane during and after installation unless approved by the Engineer. Personnel working on the geomembrane shall not smoke, wear damaging shoes, bring glass of any kind onto geomembrane, dispose of trash or other debris, or engage in any
activity that could damage the geomembrane.
C. The passage of construction equipment, other than light rubber-tired equipment approved by the Engineer, over any exposed HDPE geomembrane surface is strictly prohibited. Light rubber-tired
equipment exerting a contact stress less than 6 psi will be allowed provided proper care is taken when operating the vehicle to avoid pulling, displacing or damaging the geomembrane.
D. Between construction of partial sections of the geomembrane, leading edges of the geomembrane
may be exposed or buried for extended periods of time prior to their joining to adjacent, subsequent geomembrane sections. The combined action of abrasive soil and equipment impact stresses may
“etch” unprotected geomembrane surfaces sufficiently to affect seam strengths. Therefore, it is
necessary to protect leading edges in high activity areas with sacrificial layers of geotextile and HDPE sheet until they are ready for final seaming. As a minimum, each leading edge to be seamed
that must be buried or which must be exposed for periods of one month or longer shall be continuously covered by a layer of HDPE sheet. The geotextile shall be nonwoven and have a minimum weight of 8 oz. per square yard. The sacrificial HDPE sheet shall have a minimum
thickness equal to that of the geomembrane to be protected. Both protective layers shall have a minimum width of 2 feet. The protective cover sheets shall be either covered with soil or weighted with sand bags to prevent displacement by wind. The edge of the sheet to be protected shall be
approximately centered beneath the overlying protective layers prior to burial or weighing with sandbags. Leading edges located in areas expected to receive direct traffic from construction equipment shall be buried under a minimum thickness of one foot of buffer soil.
E. Fuel and Oil Spill Clean-Up 1. All spills or leaks of fuels and oils from equipment and vehicles on the surface of the
geomembrane shall be thoroughly cleaned with soap and water, or, at the discretion of the
Engineer, the affected geomembrane shall be cut, removed and replaced with new geomembrane material.
2. Subgrade materials contaminated with fuel or oil shall be excavated and replaced to the
extent designated by the Owner. 3. Contaminated material shall be properly disposed of off-site by the Contractor at no
expense to the Owner.
F. Any damage to the geomembrane shall be reported to the Engineer, and repaired by the Geosynthetic Contractor at no expense to the Owner.

END OF SECTION
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Revision 1 31 0519.23| Page 1 of 10 Geosynthetic Clay Liner
SECTION 31 0519.23 GEOSYNTHETIC CLAY LINER (GCL)
PART 1 - GENERAL
1.01 SUMMARY
A. Section Includes: 1. Installation a. Cell Floor: soil subgrade or structural fill, secondary geomembrane, leak
detection system (LDS) geocomposite, geosynthetic clay liner (GCL), primary geomembrane, leachate collection system (LCS) geocomposite drainage layer, and protective cover soil
b. Sump Area: soil subgrade or structural fill, secondary geomembrane, LDS geocomposite, primary geomembrane, GCL, tertiary geomembrane, LCS
geocomposite drainage layer, and protective cover soil.
B. Related Sections: 1. Section 31 0519.16 – Geomembrane (HDPE) for Earthwork
2. Section 31 2326.13 - Trenching
3. Section 31 2323.13 - Backfill
1.02 UNIT PRICE – MEASUREMENT AND PAYMENT
A. Geosynthetic Clay Liner (GCL)
1. Basis of Measurement: By square foot of GCL installed, in-place, excluding scrap and overlap.
2. Basis of Payment: By square foot (2-dimensional quantity) of GCL installed time the unit price for GCL installation. a. Includes furnishing GCL, installation, labor, supervision, transportation,
equipment, removal of rainwater and removal of al previously placed material rendered unsuitable due to weather conditions or construction operations, final grading and sealing of the compacted subgrade and all
necessary and incidental items as required to complete the GCL installation as specified on Drawings and in accordance with the CQA Plan.
b. Measurement will be made based on the total two-dimensional (plan view)
surface area in square feet covered by the GCL as shown on the Drawings. Final quantities will be based on as-built conditions. Allowance will be
made for GCL in anchor and drainage trenches but no allowance will be
made for waste, overlap, repairs, or materials used for the convenience of the Contractor. Pay limits shall be measured to the lower outside corner of
exterior anchor trenches at perimeter berm and Phase 5 berm locations and to the extent of the geosynthetic runout and plywood protection at intercell and phase 2 berm locations.
c. GCL installed and accepted will be paid for at the respective contract unit price in the bidding schedule. Requested payment of in-place GCL will be submitted by the Contractor with final approval by the Engineer.
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Revision 1 31 0519.23| Page 2 of 10 Geosynthetic Clay Liner
1.03 REFERENCES
A. Construction Quality Assurance (CQA) Plan
B. ASTM International. 1. ASTM D 698 – Standard Test Method for Laboratory Compaction Characteristics of Soil
using Standard Effort.
2. ASTM D 2216 - Lab Determination of Water (Moisture) Content in Soil and Rock. 3. ASTM D 4354 – Standard Practice for Sampling of Geosynthetics for Testing.
4. ASTM D 4643 - Determination of Water (Moisture) Content of Soil by the Microwave Oven 5. ASTM D 4759 – Standard Practice for Determining Conformance of Geosynthetics.
6. ASTM D 5321 - Standard Practice for Determining the Coefficient of Soil and Geosynthetic or Geosynthetic and Geosynthetic Friction by Direct Shear Method. 7. ASTM D 5887 - Measurement of Flux Through Saturated Geosynthetic Clay Liner
Specimens Using a Flexible Wall Permeameter 8. ASTM D 5888 – Standard Guide for Storage and Handling of Geosynthetic Clay Liners. 9. ASTM D 5889 - Quality Control of Geosynthetic Clay Liners
10. ASTM D 5890 - Swell Index of Clay Mineral Component of Geosynthetic Clay Liners 11. ASTM D 5891 - Fluid Loss of Clay Component of Geosynthetic Clay Liners
12. ASTM D 5993 - Measuring Mass Per Unit Area of Geosynthetic Clay Liners
13. ASTM D 6243 - Determining the Internal and Interface Shear Resistance of Geosynthetic Clay Liner by the Direct Shear Method
14. ASTM D 6496 – Determining Average Bonding Peel Strength Between top and Bottom
layers of Needle-punched Geosynthetic Clay Liners 15. ASTM D 6768 – Tensile Strength of Geosynthetic Clay Liners.
C. Geosynthetics Research Institute (GRI) 1. GRI GCL3 – Test Methods, Required Properties, and Testing Frequencies of Geosynthetic Clay Liners (GCLs).
1.04 SUBMITTALS
A. Manufacturer’s Product Information 1. At least five (5) working days prior to shipment, the Contractor shall furnish the Engineer
with the GCL Manufacturer’s notarized Manufacturer Quality Control (MQC) Certifications signed by an authorized representative of the Manufacturer to verify that
the materials supplied for the project as in accordance with the requirements of the
Specification. The Certificate(s) shall include: a. Roll and lot numbers and identification.
b. Sampling procedures.
c. Results of quality control tests that are to include those presented in Part 2.1 of this Section and description of test methods used.
d. If needle punching or stitch bonding is used in construction of GCL, the
Certification shall indicate that the GCL has been continuously inspected for broken needles using an in-line metal detector and all broken needles have been
removed.
e. Uncertified material shall be removed and replace with certified material by the Contractor as not cost to Owner.
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Revision 1 31 0519.23| Page 3 of 10 Geosynthetic Clay Liner
B. The GCL Manufacturer’s Quality Control (MQC) Plan for documenting compliance to Part 2 of
this Section that describes testing procedures, frequency of testing and acceptance/rejection
criteria for QC testing.
C. Manufacturer’s Installation Instructions.
1.05 CLOSEOUT SUBMITTALS
A. The Geosynthetic Contractor’s installation supervisor shall observe and check all phases of the GCL installation. When the GCL is finally accepted by the Owner, the Geosynthetic Contractor
shall submit a Letter of Acceptance to the Owner that the installation conforms to the requirements of the Manufacturer.
1.06 QUALITY CONTROL AND QUALITY ASSURANCE
A. Perform Work in accordance with these Specifications and/or the CQA Plan.
B. Interface Friction angle Requirement and TestingENGINEER or OWNER’S third party Quality Assurance (QA) Consultant shall conduct friction angle testing as described below:
1. The effective interface shear strength envelope at the interface between the GCL and the materials in direct contact with the GCL shall be verified by the CQA Consultant by performing interface friction testing on representative materials to be used for
construction of the liner and cover systems. 2. Interface friction testing shall be conducted by the methods and meeting the criteria
defined in Specifications Section 31 0519.16, HDPE Geomembrane.
C. The Manufacturer shall sample and test the GCL material, at minimum frequencies specified in
Table 0519.23-A. General manufacturing procedures shall be performed in accordance with the Manufacturer’s internal quality control guide and/or documents.
D. Conformance Testing: See CQA Plan 1. Conformance testing shall be performed by an independent laboratory at a frequency of at least 1 per 100,000 square feet of GCL manufactured for this project. Conformance
testing shall consist of the following tests: a. Bentonite mass per unit area (ASTM D5993).
b. Hydraulic conductivity (ASTM D 5887).
c. Peel strength (ASTM D 6496) d. Tensile Strength (ASTM D 6768)
e. Other tests as required by Engineer.
2. Sampling for conformance testing shall be performed at the manufacturing facility whenever possible, and in accordance with the CQA Plan.
E. The Engineer shall examine the rolls upon delivery to the site and report any deviations from
these Specifications to the Contractor.
F. If a GCL sample fails to meet the quality control requirements of this Section, the Contractor shall require that the Manufacturer sample and test each rolls manufactured in the same lot or batch, or at the same time, as the failing roll. Sampling and testing of rolls shall continue until a
pattern of acceptable test results is established
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G. Any GCL sample that does not comply with this Section shall result in rejection of the roll from
which the sample was obtained. Contractor shall replace any rejected rolls at no additional cost
to Owner.
1.07 QUALIFICATIONS
A. GCL Manufacturer: Must have produced at least 10 million square feet of the proposed GCL for
at least 5 completed projects with at least 8 million square feet installed.
B. Geosynthetics Installer: Must either have installed GCL at a minimum of 5 projects of
comparable scope and complexity and shall have installed a minimum of 1 million square feet of
GCL, or must provide Engineer satisfactory evidence through similar experience in the installation other types of geosynthetics, that the GCL will be installed in a competent,
professional manner.
PART 2 - PRODUCTS
2.01 GEOSYNTHETIC CLAY LINER (GCL)
A. Materials: Reinforced GCL. 1. Shall be a manufactured product consisting of sodium montmorillonite clay (bentonite) layer evenly distributed between two nonwoven geotextiles.
2. Shall conform to the property requirements in Table 0519.23-A of this Section. 3. Shall be free of holes, tears, or other defects which may affect its serviceability.
4. Encapsulating geotextiles shall be mechanically bonded together using needle punch or
stitch bonding process. Needle punched and stitch bonded GCLs shall be continuously inspected for broken needles using an in-line metal detector and broken needles shall be
removed.
5. A 6-inch (150 mm) overlap guideline shall be imprinted on both edges of the upper geotextile component of the GCL as a means for providing quality assurance of the
overlap dimension. Lines shall be easily visible, non-toxic ink.
B. Table 0519.23-A: Manufacturer’s Required Pre-Shipping Testing and Properties of GCL.
TABLE 0519.23
Manufacturer’s Required Pre-Shipping Testing and Properties of GCL
Properties Test Method Test Frequency Required Values
Bentonite
Bentonite Swell Index ASTM D5890 1 per 50 tons >24mL/2g
Bentonite Fluid Loss ASTM D5891 1 per 50 tons <18 mL
Composite
Bentonite Mass/Unit Area(1) ASTM D5993 1 per 5,000 yd2 >0.75 lb/ft2 MARV2
Tensile Strength ASTM D6768 1 per 25,000 yd2 >45 lb/in MARV2
Peel Strength ASTM D6496 1 per 5,000 yd2 >5.0 lb/in
Index Flux ASTM D5887 1 per 30,000 yd2 <1 x 10-6 cm3/sec-cm2
Permeability (2) (max.) ASTM D5887 1 per 30,000 yd2 < 5 x 10-9 cm/sec
Hydrated Internal Shear
Strength ASTM D5321 Periodic >500 psf
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(1) Bentonite mass per unit area to be reported at 0 % moisture content.
(2) MARV = Minimum Average Roll Values

C. Tests, Inspections, and Verifications
1. GCL and its components shall be sampled and tested in accordance with the Manufacturer’s approved QC Manual.
2. The Manufacturer’s QC procedures shall be in accordance with ASTM D 5889. 3. Test results not meeting the requirements specified in Table 0519.23-A of this Section shall result in the rejection of applicable rolls.
4. The Manufacturer’s QC Manual shall describe procedures used to determine rejections of applicable rolls.
5. As a minimum, rolls produced immediately prior to and immediately after the failed roll
shall be tested for the same failed parameter. 6. Testing shall continue until a minimum of three successive rolls on both sides of the
original failing roll pass the failed parameter.
2.02 ACCESSORIES
A. Accessory Bentonite: The granular bentonite or bentonite sealing compound used for seaming, penetration sealing and repairs shall be made from the same natural sodium bentonite as used in the GCL and shall be as recommended by the GCL Manufacturer.
PART 3 – EXECUTION
The Geosynthetics Installer furnish all labor, materials, supervision and equipment to complete the GCL
for the project including, but not limited to, layout, patching, and all necessary and incidental items required to complete the work, in accordance with the Drawings and these Specifications.
3.01 DELIVERY, STORAGE AND HANDLING
A. Delivery, storage, and handling of GCL shall be in accordance with ASTM D 5888.
B. Packaging
1. Wound around a rigid core whose diameter is sufficient to facilitate handling. The core is
not necessary intended to support the roll for lifting but should be sufficiently strong to prevent collapse during transit.
2. Supplied in rolls wrapped in relatively impermeable, waterproof, and opaque protective
cover that is resistant to photodegradation by ultraviolet (UV) light. 3. Tears in the packaging shall be repaired to restore a waterproof protective barrier around
the GCL. 4. Marked a. Product identification information:
b. Manufacturer’s name. c. Manufacturer’s address. d. Brand product code.
e. Lot and/or batch number. f. Roll number.
C. Shipping and Handling
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1. The Contractor and/or Geosynthetics Installer shall be liable for all damages to the
materials incurred prior to and during transportation to the site and during the unloading
of the material. 2. The Party responsible for unloading the GCL should contact the Manufacturer prior to
shipment to ascertain the appropriateness of the proposal unloading methods and
equipment. 3. The Contractor and/or Geosynthetics Installer is responsible for unloading on-site.
Unloading of the rolls from the delivery vehicles shall be done in a manner which prevents damage to the GCL and its packaging. 4. The GCL shall be dry and free of holes or any sign of contamination by foreign matter.
The Engineer may reject all or portions of the GCL if significant quantities of production flaws ae observed. 5. Rolls shall not be dragged, lifted by one end, or dropped to the ground from the delivery
vehicle. A pipe or solid bar of sufficient strength to support the full weight of the roll without significant bending shall be used for all unloading and handling activities. The diameter of the pipe shall be used to link the ends of the core pipe to the ends of a
spreader bar. The spreader bar shall be wide enough to prevent the chains from rubbing against the ends of the GCL roll.
6. Alternatively, a stinger bar protruding from the end of a forklift or other equipment may
be used. The stinger bar shall be at least 3/4 the length of the core and also must be capable of supporting the full weight of the GCL without significant bending. If
recommended by the Manufacturer, a sling handling method utilizing appropriate loading
straps may be used. 7. The CQAO shall be present during delivery and unloading of the GCL. A visual
inspection of each roll should be made during unloading to identify if any packaging had been damaged. Rolls with damaged packaging should be marked and set aside for further inspection. The packaging should be repaired prior to being placed in storage.
D. Storage 1. Storage of the GCL rolls shall be the responsibility of the Contractor and/or Geosynthetics Installer.
2. A dedicated storage area shall be selected at the job site that is away from high traffic areas and is level, dry and well-drained. 3. Shall be protected from excessive heat or cold, puncture, or other damaging deleterious
conditions. 4. Shall be stored off the ground.
5. Shall be stored out of direct sunlight.
6. Shall be stored in a manner that prevents sliding or rolling from the stacks and may be accomplished by the use of chock blocks or by use of the dunnage shipped between rolls.
7. Storage of the rolls on blocks or pallets will not be allowed unless the GCL rolls are fully
supported. 8. Rolls should be stacked at a height no higher than that at which the lifting apparatus can
be safely handled (no higher than three). 9. All stored GCL materials and the accessory bentonite must be covered with a waterproof plastic sheet or tarpaulin until their installation if stored outside.
10. The integrity and legibility of the labels shall be preserved during storage.
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3.02 PRE-INSTALLATION MEETINGS
A. A pre-installation meeting shall be held to coordinate the installation of the GCL with the
installation of other components of the liner system.
3.03 PREPARATION
A. Soil subgrade shall be compacted in accordance with Section 31 2323.13.
B. Immediately prior to GCL deployment, the soil subgrade shall be final-graded to fill in all voids or cracks and then smooth-rolled to provide the best practicable surface for the GCL. At
completion of this activity, no wheels ruts, footprints or other irregularities shall exist in the soil
subgrade. Furthermore, all protrusions extending more than 1/2 inch from the surface and other deleterious conditions including standing water shall be removed from the surface.
C. Remove angular and sharp rocks, rubble roots, sticks, vegetation, debris, ice, voids, protrusions, abrupt elevation changes, cracks larger than ¼ - inch in width, and standing water; and other conditions or foreign matter that could contact and affect the performance of GCL.
D. Verify anchor trench excavation, where GCL is to be secured, is in correct location and configuration.
E. On a continuing basis, the project CQAO shall certify acceptance of the subgrade before GCL
placement.
3.04 INSTALLATION
A. Placement
1. GCL shall be installed as soon as practical after completion and approval of the underlying layer.
2. Structural fill located with 1foot of geosynthetics components shall be defined as
“prepared subgrade”; that is, having a maximum particle size of 3 inches; a smooth surface; and no protrusions greater that ½ inch. The material shall be screened by the
Earthwork Contractor, if necessary, to remove particle sizes greater than 3 inches in
diameter. No more than 5 percent of the material should be retained on the No. 4 sieve. 3. The GCL shall cover the cell bottom and side slopes in accordance with the Drawings.
4. The Contractor shall handle all GCL’s in such a manner as to ensure they are not damaged in any way. 5. Deliver GCL rolls to the working area of the site in their original packaging.
Immediately prior to deployment, carefully remove the packaging without damaging the GCL. Orient GCL (i.e., which side faces up) in accordance with the Manufacturer’s
and/or Engineer’s recommendations.
6. The GCL shall be installed as indicated by the Manufacturers guidelines as approved by the Engineer.
7. Reinforced GCL shall be placed wherever GCL is specified on the Drawings. The
Installer and Project engineer shall review and agree upon which GCL shall be placed on these areas prior to installation.
8. The GCL panels shall be placed so that the non-woven geotextile side is placed down
onto the compacted soil subgrade.
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9. Equipment which could damage the GCL shall not be allowed to travel directly on it. If
the installation equipment causes rutting of the subgrade, the subgrade must be restored
to its originally accepted condition before placement continues. 10. Reinforced GCL panels shall be placed on the cell sides slope first and extend a
minimum of 10 feet beyond the toe of the slope. The panels on the side slopes shall
extend the full length of the slope. No horizontal overlapping on the side slopes will be permitted. If a horizontal seam is required, a seaming method must be approved by the
Engineers before placement. 11. On side slopes, reinforced GCL shall be placed in an anchor trench and anchored with sand bags at the top and deployed down the slope to minimize wrinkles.
12. The reinforced GCL panels in the cell bottom shall be placed from the upgradient end of the cell and progress downgradient in order to keep runoff from accumulating under the GCL. The panels on the bottom shall be placed so that the upgradient edge is on top of
the downgradient edge so that potential silt run-off does not accumulate under a lapped seam. 13. Take care to minimize the extent to which the GCL is dragged across the subgrade in
order to avoid damage to the bottom surface of the GCL. A temporary geosynthetic subgrade covering (slip sheet or rub sheet) may be used to reduce friction damage during
placement.
14. Lay all GCL panels flat on the underlying surface, with no wrinkles or fold, especially at the exposed edges of the panels.
15. After panels are initially in place, remove wrinkles as directed by the Engineer. Unroll
several panels and allow the GCL to “relax” before beginning adjacent panels. The purpose of this is to make the edges that are to be overlapped as smooth and free of
wrinkles as possible. 16. Geomembrane shall not be placed on a GCL which is hydrated. Hydrated GCL is defined as material which has become soft as determined by squeezing the material with
finger pressure or material which has exhibited swelling. 17. The GCL shall be installed in a way that prevents hydration of the mat prior to completion of construction of the liner system.
18. The GCL shall not be installed during precipitation, high winds or other conditions that may cause hydration of or damage to the GCL. 19. In the presence of wind, all GCL’s shall be sufficiently weighted with sandbags or the
equivalent. Such sandbags shall be installed during placement and shall remain until replaced with cover material.
20. If the GCL is hydrated from rainfall or other surface water run-on and exhibits any
bentonite swelling prior to placement of the geomembrane, it may be necessary to remove and replace the hydrated material. The project Engineer, CQAO, and GCL
Supplier should be consulted for specific guidance if premature hydration occurs. Any
GCL replaced shall be done so at the Contractor’s expense. 21. Unless otherwise directed by the Engineers or Technical Representative, HDPE
geomembrane installation shall immediately follow the GCL installation. All GCL that is placed during a day’s work shall be covered with geomembrane before the Contractor leaves the site at the end of the day. Deploy only as much GCL as can be anchored and
covered at the end of the working day with geomembrane, or a temporary waterproof tarpaulin. The GCL shall not be left uncovered overnight.
22. If exposed GCL cannot be permanently covered before the end of a working day, it shall
be temporarily covered with plastic or other waterproof material and ballasted to prevent hydration until geomembrane placement can commence.
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B. Anchorage
1. As directed by the Drawings and the Specifications, place end of the reinforced GCL roll
in an anchor trench at the top of the slope. 2. Refer to Drawings and Section – 31 2316.13 of these Specifications for anchor trench
installation locations and details.
3. When utilizing an anchor trench design, the front edge of the trench should be rounded so as to eliminate any sharp corners.
4. No loose soil or other materials will be allowed to underlie the reinforced GCL in anchor trench. Remove all loose materials from the floor of the trench. 5. The reinforced GCL shall extend down the front wall of anchor trench and cover the
entire trench floor buy not the rear trench wall. 6. The time schedule for excavation of the anchor trenches is to be approved by the Engineer so that desiccation of trench soils does not occur prior to backfilling.
7. Backfill and compact with soil materials as described in Section 31 2316.13 of these Specifications and as shown on the Drawings immediately following installation of all liner system components.
8. The Engineer may require a temporary cover over the open trenches to keep the reinforced GCL dry prior to backfilling.
C. Seaming
1. Overlap adjacent GCL edges. Take care to ensure that the overlap zone is not contaminated with loose soil or other debris immediately prior to seaming.
2. Granular bentonite of the same type as the bentonite used for the GCL shall be placed
along the entire overlap width at a minimum rate of 0.25 lbs./linear foot or as recommended by the Manufacturer. If using a GCL product with self-seaming edges,
this qualification may be omitted with the Engineer’s approval. 3. The overlaps should be further sealed by tack-welding with a small blow torch. 4. The overlaps shall not be nailed or stapled to the underlying materials
5. Minimum longitudinal overlap shall be 6 inched after shrinkage or as specified by the Manufacturer and/or Engineer. End-of-roll (along width) overlapping seams shall be similarly constructed, with a minimum overlap of 24 inches after shrinkage or as
specified by the Manufacturer and/or Engineer. 6. Shingle seams at the ends of the panels such that they are shingled in the direction of the grade to prevent the potential for runoff flow to enter the overlap zone (seam).
7. GCL shall be placed with seams oriented parallel to the line of maximum slope and shall be free of tension or stress upon completion of the installation on side-slopes.
8. Seams should be located at least 10 feet from the toe and crest of slopes steeper than
10%.
D. Damage Repair
1. Any GCL repair shall be made at no additional cost to the Owner.
2. All hydrated GCL shall be removed and replaced with new material by the Contractor at no additional cost to the Owner.
3. If GCL is damaged (torn, punctured, perforated, etc.) during installation, repair by cutting a patch to fit over the damaged area. The patch shall be obtained from a new GCL roll and shall be cut to size such that a minimum overlap of 12 inches (300 mm) is achieved
around all of the damaged area. If recommended by Manufacturer, dry bentonite or bentonite mastic shall be applied around the damaged area prior to placement of the
patch. Patches shall be secured with a construction adhesive or other Manufacturer
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approved method, such as a water-based adhesive approved by the Manufacturer to affix
the patch in place so that it is not displaced during cover placement.
4. Patches shall not be nailed or stapled. 5. Care shall be taken to remove any soil or other material which may have penetrated the
torn GCL.
E. Penetrations 1. Penetration details shall be as recommended by the GCL Manufacturer.
2. As a minimum, pipe penetrations shall incorporate a collar of GCL wrapped around the pipe and securely fastened. 3. Dry bentonite or bentonite paste shall be placed around the penetration for additional
protection. 4. Cut edges of the GCL, shall be packed with a soil-bentonite mixture (3 parts soil to 1 part bentonite) below and above the edge. This can be accomplished by placing a notch
sloped to the edge of the pipe, tucking the GCL onto the notch and backfilling over the notch with soil-bentonite.
F. Cover Placement
1. Although direct vehicular contact with the GCL is to be avoided, lightweight, low-ground pressure vehicles (such as 4-wheel all-terrain vehicles) may be used to facilitate the
installation of any geosynthetic material placed over the GCL. Contact GCL Supplier or
CQAO with specific recommendations on the appropriate procedures in this situation. 2. GCL shall not be covered prior to inspection and approval by the Engineer.
3. For textured geomembrane installation over the GCL, use a temporary geosynthetic
covering (slip sheet or rub sheet) so as to minimize friction during placement and to allow the textured geomembrane to be more easily moved into its final position.
4. Protective cover soil overlying the liner system shall immediately follow the installation of the geomembrane and other geosynthetics. The GCL shall be removed and replaced if it becomes hydrated before the protective cover soil is placed.
3.05 FIELD QUALITY CONTROL
A. Before placement of geomembrane liner, inspect seams and repaired areas to ensure tight, continuously bonded installation. Repair damaged GCL and seams and reinspect repaired work.
3.06 PROTECTION OF FINISHED WORK
A. Contractor shall place all materials above the GCL in such a manner as to ensure that the GCL is
not damaged.
B. Contractor shall use all means necessary to protect all prior Work, and all materials and completed Work of other Sections of these Specifications.
C. Requirements for traffic over HDPE geomembrane shall govern. Refer to Section 31 3426.16.
D. In the event of damage, the Contractor shall immediately make all repairs and replacements necessary to the approval of the Engineer and at no additional cost to the Owner.

END OF SECTION
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Revision 10 31 0519.26| Page 1 of 10 Geocomposites
SECTION 31 0519.26 GEOCOMPOSITES
PART 1 GENERAL
1.01 SUMMARY
A. Section Includes:
1. Geocomposite used for the liner system. The liner system consists of a primary and secondary geomembrane within most of the cell floor. An additional tertiary
geomembrane is proposed in the vicinity of the sumps. The liner system consists of the following components, from bottom to top in the two proposed locations: a. Cell Floor: soil subgrade or structural fill, secondary geomembrane, leak
detection system (LDS) geocomposite, geosynthetic clay liner (GCL), primary geomembrane, leachate collection system (LCS) geocomposite
drainage layer, and protective cover soil.
b. Sump Area: soil subgrade or structural fill, secondary geomembrane, LDS geocomposite, primary geomembrane, GCL, tertiary geomembrane, LCS
geocomposite drainage layer, and protective cover soil.
B. Related Sections: 1. Section 31 0516 – Aggregate
2. Section 31 0519.16 – Geomembrane for Earthwork
3. Section 31 0519.23 – Geosynthetic Clay Liner (GCL) 4. Section 31 2323.13 – Backfill
5. Section 40 0533 – High Density Polyethylene Process Pipe
1.02 UNIT PRICE – MEASUREMENT AND PAYMENT
A. Geocomposite
1. Basis of Measurement: By the square foot installed or as otherwise specified in other sections of these Specifications. 2. Basis of Payment: By the square foot (2-dimensional quantity) installed time the unit
price for installation. a. Includes all labor, tools, geocomposite material, placement, supervision,
transportation, installation, equipment, binding, repairs, and all incidentals
necessary to complete the work as specified on the Drawings and in these Specifications and in accordance with the CQA Plan.
b. Measurement will be made based on the total two-dimensional (plan view)
surface area in square feet covered by the geocomposite as shown on the Drawings. Final quantities will be based on as-built conditions. Allowance
will be made for geomembrane anchor and drainage trenches but no
allowance will be made for waste, overlap, repairs, or materials used for the convenience of the Contractor. Pay limits shall be measured to the lower
outside corner of exterior anchor trenches at perimeter berm and Phase 5 berm locations and to the extent of the geosynthetic runout and plywood protection at intercell and phase 2 berm locations.
c. Geocomposite installed and accepted will be paid for at the respective contract unit price in the bidding schedule. Requested payment of in-place geocomposite will be submitted by the Contractor with final approval by the
Engineer.
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1.03 REFERENCES
A. ASTM International Standard Test Methods/Practices
1. ASTM D698 Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort
2. ASTM D1238 Standard Test Method for Melt Flow Rates of Thermoplastics by
Extrusion Plastometer. 3. ASTM D1505 Standard Test Method for Density of Plastics by the Density Gradient
Technique. 4. ASTM D1603 Standard Test Method for Carbon Black in Olefin Plastics 5. ASTM D4355 Standard Test Method for Deterioration of Geotextiles by Exposure to
Light, Moisture and Hat in a Xenon Arc Type Apparatus 6. ASTM D4491 Standard Test Method for Water Permeability of Geotextiles 7. ASTM D4632 Standard Test Method for Grab Breaking Load and Elongation of
Geotextiles 8. ASTM D4716 Standard Test Method for Determining the in plane Flow Rate Per Unit Width and Hydraulic Transmissivity of a Geosynthetic using a Constant Head
9. ASTM D4751 Standard Test Method for Determining Apparent Opening Size of Geotextile, Geomembrane, and Related Products
10. ASTM D 4833 Standard Test Method for Index Puncture Resistance of Geotextile,
Geomembranes, and Related Products. 11. ASTM D 5035 Standard Test Method for Breaking Force and Elongation of Textile
Strips
12. ASTM D5199 Standard Test Method for Measuring Nominal Thickness of Geosynthetics 13. ASTM D5161 Standard Test Method for Measuring Mass Per Unit Area of Geotextiles
14. ASTM D 5321 Standard Test Method for Determining the Coefficient of Soil and Geosynthetic or Geosynthetic and Geosynthetic Friction by the Direct Shear Method. 15. ASTM D7005 Standard Test Method for Determining the Bond Strength (Ply Adhesion)
of Geocomposites
B. Geosynthetics Research Institute (GRI) Standard Practices: 1. GC8 Determination of the Allowable Flow Rate of a Drainage Geocomposite.
1.04 SUBMITTALS
A. Manufacturer’s Product Information.
1. At least five working days prior to shipment, the Geosynthetics Installer shall furnish
Engineer with pre-shipping product data sheets and test data for each geocomposite type. At a minimum, the Manufacturer will perform the tests at the frequencies given in Table
0519.26-A and/or Table 0519.26-C prior to shipping the geocomposite material to the
site. These tests shall conform to the standards set in Tables 0519.26-B and 0519-26-D.. The information supplied shall be in the form of a factory quality control certificate for
each geocomposite roll and shall include the following:
a. Lot, batch, or roll numbers and identification b. Length and width of each roll
c. Date each roll was manufactured d. Sampling procedures e. Results of quality control tests that are to include those presented in Table
0519.26-A and description of test methods used. The results of these tests must meet the minimum required physical properties for HDPE geomembrane specified in Table 0519.26-B.
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B. The factory QA/QC plan for operating the system.
C. Manufacturer’s Installation Instructions
D. A written Certificate from the Geocomposite Manufacturer stating that the resin and/or materials supplied are in compliance with this Specification.
E. Statement certifying that no more than 2% by weight of factory regrind was used to manufacture
the geonet core in the composite used for leachate collection applications. Factory regrind shall have resin documentation.
1.05 CLOSEOUT SUBMITTALS
A. The Geosynthetic Installer’s supervisor shall observe and check all phases of the geocomposite installation. When the geocomposite is accepted by the Owner, the Geosynthetic Installer shall
submit a Letter of Acceptance to the Owner that the installation conforms to the requirements of the Manufacturer.
1.06 QUALITY CONTROL AND QUALITY ASSURANCE
A. Perform Work in accordance with these Specifications and/or CQA Plan.
B. Interface Friction angle Requirement and Testing Engineer or Owner’s third party Quality Assurance (QA) consultant shall conduct friction angle testing as described below:
1. The effective interface shear strength envelope at the interface between the geocomposite and the materials in direct contact with the geocomposite shall be verified by the CQA
Officer (CQAO) by performing interface friction testing on representative materials to be
used for construction of the liner and cover systems. 2. Interface friction testing shall be conducted by the methods and meeting the criteria
defined in the Specification Section 31 0519.16.
C. The Manufacturer shall sample and test the geocomposite material, at minimum frequencies specified in Table 0519.26-A.
D. Conformance Testing – Material Properties –See CQA Plan
1. Conformance testing shall be performed by an independent laboratory at a frequency of at least 1 per 100,000 square feet of geomembrane manufactured for the project.
Conformance testing shall consists of the following tests: a. Thickness (ASTM D5199). b. Density (ASTM D 1505).
c. Ply adhesion (ASTM D7005). d. Transmissivity (ASTM D 4716).
e.a. Other tests as required by the Engineer.
2. Sampling for conformance testing shall be performed at the manufacturing facility whenever possible, and in accordance with the CQA Plan.
E. The Engineer shall examine the geocomposite rolls upon delivery to the site and report any
deviations from project specifications to the Contractor.
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F. If a geocomposite sample fails to meet the quality control requirements of this Section, the
Contractor and/or Engineer shall require that the Liner Manufacturer sample and test each roll
manufactured in the same lot or batch, or at the same time, as the failing roll. Additional sampling and testing shall be completed at no additional cost to the Owner. Sampling and testing
of rolls shall continue until a pattern of acceptable test results is established.
G. Any geocomposite sample that does not comply with this Section shall results in rejection of the roll from which the sample was obtained. The contractor shall replace any rejected rolls at no
additional cost to Owner. At the Geocomposite Manufacturer’s discretion and expense, additional testing of individuals rolls may be performed to more closely identity noncomplying rolls and to qualify individual rolls.
1.07 QUAIFICATIONS
A. Manufacturer shall have manufactured a minimum of 10,000,000 square feet of geocomposite material during the last year.
B. Geosynthetics Installer shall meet the qualifications defined in Section 31 0519.16, Part 1.07.
PART 2 PRODUCTS
2.01 GEOCOMPOSITE
A. Materials 1. The geocomposite shall be a high-flow capacity geocomposite consisting of a HDPE
geonet drainage core with nonwoven geotextiles heat bonded to each side.
2. Geocomposite suppliers shall furnish materials whose values meet or exceed the criteria specified in Table 0519.26-B. The Manufacturer shall provide test results for these
procedures, as well as a certification that the materials properties meet or exceed the specified values. 3. The synthetic mesh structure shall consist of solid rib extruded high density polyethylene.
4. The geocomposite provided by the Supplier shall be stock products. No more than 2% by weight of factory regrind shall be used to manufacture the geonet core used for leachate applications. Factory regrind shall have factory documentation.
5. The Supplier shall not furnish products specifically manufactured to meet the Specifications of the project unless authorized by the Owner and Engineer. 6. In addition to the property values listed in Table 0519.26-B, the geocomposite shall:
a. Retain its structure during handling, placement, and long term service. b. Be capable of withstanding outdoor exposure for a minimum of 30 days with no
measureable deterioration.
c. Be chemically inert when immersed in leachate from a typical sanitary landfill. 7. The geonet core shall be manufactured by extruding:
a. Two crossing strands to form bi-planer drainage net structure;
b. Three sets of strands to form tri-planner drainage net structure consisting of a thick vertical rib with diagonally placed top and bottom ribs, or
c. Vertical central strands with either horizontal top strands (T-shaped) or horizontal top and bottom strands (box-shaped to forma tri-axial drainage net structure.

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Table 0519.26-A Manufacturer Quality Control Test Frequencies

Property Test Method Frequency
Geonet
Density ASTM D1505 50,000 sf
Thickness ASTM D5199 50,000 sf
Carbon Black Content ASTM D1603 50,000 sf
Resin
Polymer Density ASTM D1505 One per lot
Melt Flow Index ASTM D1238 One per lot
Geotextile
Mass per Unit Area ASTM D5261 100,000 sf.
Grab Strength ASTM D4632 100,000 sf.
Puncture Strength ASTM D4833 100,000 sf.
Apparent Opening Size ASTM D4751 540,000 sf
Permeability ASTM D4491 540,000 sf
UV Resistance ASTM D4355 1 per formation
Geocomposite
Compression Strength ASTM D1621 100,000 sf.
Ply Adhesion ASTM D7005 50,000 sf.
Transmissivity ASTM D4716 540,000 sf

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Revision 10 31 0519.26| Page 6 of 10 Geocomposites
Table 0519.26-B Geocomposite Required Physical Properties

Property Test Method Qualifier 1
Minimum
Average Value
Geonet
Polymer Composition, % 95% by weight
Density, g/cm3 ASTM D1505 MAV 0.94
Thickness, mil ASTM D5199 MAV See Table
0519.26-C
Tensile Strength, lb/in ASTM D5035 MAV See Table
0519.26-C
Carbon Black Content, % ASTM D1603 Range 2.0 -3.0
Creep Reduction Factor ASTM D 7361 MAV 1.1 @ 15,000
psf
Compression Strength, psf ASTM D 6364 MAV 25,000
Resin
Polymer Density, g/cm3 ASTM D1505 MAV >0.94
Melt Flow Index, g/10 min ASTM D1238 MAX < 1.0
Geotextile
Mass per Unit Area,
oz/yd2
ASTM D5261 MAV 8
Grab Strength, lb ASTM D4632 MAV 200
Puncture Strength, lb ASTM D4833 MAV 80
AOS, US Sieve (mm) ASTM D4751 MAV 80 (0.18)
Permeability ASTM D4491 MAV 2 x 10-4
UV Resistance ASTM D4355 MAV 70
Geocomposite
Ply Adhesion, lb/in ASTM D7005 MAV 1.0
Transmissivity, m3/m/sec ASTM D4716 MAV See Table
0519.26-C
Roll Width -- MAV 15
Roll Length -- MAV 160

1. MAV = Minimum Average Value, MAX = Maximum Value

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Revision 10 31 0519.26| Page 7 of 10 Geocomposites
Table 0519.26-C Geocomposite Transmissivity Requirements

Geocomposite
Application
Minimum
Thickness
mil
Tensile
Strength
lb/in
Normal
Load
psf
Transmissivity1
m3/m/sec
Liner System -LCS 250250 55 810 4.2 x10-4 1.2 x10-3
14,370 2.5 x10-4
Liner System - LDS 200150 45 810 5.1 x10‐9 2.0 x10-4
14,370 2.3 x10-5
1. Liner System: Gradient of 0.3 at seat time of 100 hours. Test at normal load of 14,370 psf. Liner System –
LCS geocomposite protective cover soil and underlaid by geomembrane. Liner System – LDS geocomposite overlaid by GCL and underlaid by geomembrane.
2.02 ACCESSORIES
A. Geonet Ties: Plastic fasteners recommended by Manufacturer for tying geonet panels together.
Metallic ties shall not be used for joining the geonet strips.
PART 3 EXECUTION
The Geosynthetics Installer shall furnish all labor, materials, supervision and equipment to complete the Geocomposite Liner for the project including, but not limited to, geocomposite layout, seaming, patching, and all necessary ad incidental items required to complete the work, in accordance with the Drawings and these
Specifications.
3.01 DELIVERY, STORAGE, AND HANDLING
A. Geocomposite shall be shipped:
1. Rolled and labeled with roll number and manufacturer’s batch number.
2. Manufacturer’s quality control documentation shall be included with each roll.
B. If any special handling is required, it shall be label dint he geocomposite itself; e.g., “This side
up” or “This side against soil to be retained”
C. Each shipping document shall include a notation certifying that the material is in accordance with
the Manufacturer’s Certificate.
D. Each geocomposite roll shall be wrapped with a material that will protect the geocomposite, including the ends of the roll, from damage due to shipment, water, sunlight and contaminants.
The protective wrapping shall be maintained during periods of shipment and storage.
E. Transport and handle geocomposite with equipment designed to protect geocomposite from damage. The Contractor shall be responsible for unloading and storage of geocomposite in a
manner that prevents damage to the geocomposite.
F. On-site storage shall be as needed to protect the geocomposite rolls from excessive accumulations of soil on the geocomposite surfaces, water, heat, mechanical abrasion, puncture and vehicular
traffic.
G. Preserve integrity and readability of geocomposite roll labels.
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Revision 10 31 0519.26| Page 8 of 10 Geocomposites
H. The geocomposite rolls shall not be stacked more than three rolls high, or as otherwise
recommended by the Manufacturer.
3.02 DAILY PRE-INSTALLATION MEETINGS
A. At the beginning of each work day the Contractor’s Superintendent, the Geosynthetic Installer’s
Superintendent, and the CQAO will meet to discuss the upcoming work plan for all parties to
promote cooperation, communication and understanding. Operations shall be planned and implemented so as not to interfere with, interrupt, damage, destroy, or endanger integrity of
surface or subsurface structures or utilities, and landscape in immediate or adjacent areas.
3.03 PREPARATION
A. Ensure acceptance of underlying layers before installing overlying layers.
3.04 INSTALLATION
Installation of the geocomposite shall be in compliance with this Specification and with the Manufacturer’s standard guidelines and specifications for geocomposite installation, subject to approval by the Engineer,
including, but not limited to: (i) handling and site storage requirements; (ii) unrolling and laying of geocomposite sheets; (iii) field seaming or welding techniques; (iv) anchor trench and ballast details; (v) vent
details; and (vi) connections to inlet structures and pipes.
A. Geocomposite Deployment 1. The Geosynthetics Installer shall handle all geocomposite in such a manner as to ensure the material is not damaged in any way.
2. The geocomposite roll should be installed in the direction of the slope and in the intended direction of flow unless otherwise specified by the Engineer.
3. On the cell floors, the geocomposite machine direction shall be installed in the slope
direction. The slope direction is the direction perpendicular to the contour lines indicated on the Drawings. 4. On slopes, secure geocomposite and then roll geocomposite down slope in a manner to
continually keep geocomposite in tension. If necessary, position geocomposite by hand after unrolling to minimize wrinkles.
5. Weight geocomposite with sandbags or equivalent in presence of wind. Do not remove
weight until replaced with cover material. Handle sandbags with care to prevent rupture or damage of sandbag.
6. If the project includes an anchor trench at the top of the slopes, the geocomposite shall be
properly anchored to resist sliding. Anchor trench compacting equipment shall not come into direct contact with the geocomposite.
7. Do not weld geocomposite to geomembrane unless otherwise specified in construction plans. 8. Cut geocomposite using scissors or other cutting tools as specified by the Manufacturer.
9. Do not damage underlying geosynthetic layers during placement of geocomposite. 10. During geocomposite deployment, do not entrap dirt, excessive dust that could cause
clogging of drainage system, or stones that could damage adjacent geomembrane. If dirt
or excessive dust is entrapped in geocomposite, hose clean prior to placement of next layer of material.
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Revision 10 31 0519.26| Page 9 of 10 Geocomposites
B. Seam and Overlap: Each component of the geocomposite (i.e., geotextile(s) and geonet) will be
secured or seamed to the like component at overlaps.
1. Geonet Components a. Overlap adjacent geonet rolls minimum of 4 in.
b. Geonet roll ends (butt seam) shall be overlapped one foot in areas with
less than 10 percent slope.
c. In areas of greater than 10 percent slope, butt seams shall be overlapped two feet. Two staggered rows of ties shall be applied at 12 inch intervals.
d. Tie geonet overlaps with plastic fasteners. Use white or yellow tying devices for easy inspection. Do not use metallic devices. e. Tie every 5 ft. along edges, every 6 in. in anchor trench, and every 12 in. along
end-to-end seams. f. No horizontal seams shall be allowed on side slopes. If the project contains long, steep slopes, special care should be taken so that only full-length rolls are used at
the top of the slope. g. In corners of side slopes of rectangular landfills, where overlaps between
perpendicular geonet strips are required, unroll and extra layer of geonet along
slope, on top of previously installed geonet, from top to bottom of slope. h. Stagger joints when more than one layer of geonet is installed.
i. When several layers of geonet are stacked, deploy rolls in same direction to
prevent strands of one layer from penetrating channels of adjacent layer.
2. Geotextile Components
a. The bottom layer of geotextiles shall be overlapped. The top layer of geotextile
shall be continuously sewn. Geotextiles shall be overlapped a minimum of 4 inches prior to seaming.
b. Polymeric thread, with chemical resistance properties equal to or exceeding those of the geotextile component, shall be used for all sewing. The seams shall be sewn to provide a flat (prayer) seam, “J” seam or “butterfly-folded” seam and
shall be a two-thread, double-lock stitch or a double row of single-thread, chain stitch.
3.05 FIELD QUALITY CONTROL
A. The Contractor shall be aware of the activities outlined in the CQA Plan and shall account for the CQA activities in the installation schedule.
B. The finished geocomposite shall have good appearance qualities. It shall be free from such
defects that would affect the specific properties of the geocomposite, or its proper functioning.
C. Defects and Repairs:
1. Repair damage to geocomposite as follows, if hole or tear width across roll is less than
50% of width of roll. a. Place patch extending 2 ft. beyond edges of hole or tear.
b. Secure patch to original geocomposite by tying every 6 in. Use approved tying devices specified by Manufacturer. c. The top geocomposite component of the patch shall be heat sealed to the top
geotextile of the geocomposite needing repair.
2. Repair damage to geocomposite as follows, if hole or tear width across roll is greater than 50% of width of roll.
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Revision 10 31 0519.26| Page 10 of 10 Geocomposites
a. On base of landfill, cut out damaged area and replace with new geocomposite.
b. On side slopes, remove and replace damaged geocomposite panel.
c. Join in the new portions as noted in Part 3.4 E1 above this Section.
D. CQAO shall observe repairs and report noncompliance in writing to Owner and Engineer.
E. Before initial placement of compacted soil cover or the over, inspect system seams and repaired
areas to ensure tight, continuously bonded installation. Repair damage system and re-inspect repaired work.
3.06 PROTECTION OF FINISHED WORK
A. Protect installed geocomposite according to geocomposite manufacturer’s instructions. Repair or replace areas of geocomposite damaged by scuffing, punctures, traffic, rough subgrade, or other
unacceptable conditions.
B. The Geosynthetics Installer and Contractor shall use all means necessary to protect all prior Work and all materials and completed work of other Sections included in these Specifications.
C. In the event of damage, the Geosynthetics Installer and/or Contractor (depending on who damages the geocomposite) shall immediately make all repairs and replacement necessary, to the approval of the Engineer and at no additional cost to Owner.
D. Tools shall not be left on, in, or under the geocomposite.
END OF SECTION
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Revision 2 31 2323.13| Page 1 of 6 Backfill

SECTION 31 2323.13 BACKFILL
PART 1 - GENERAL
1.01 SUMMARY
A. Section Includes: 1. Fill Type S1, Structural Fill, defined as compacted fill for perimeter berms, surface water control systems, roadways, general fill, final cover system construction, or other
systems not intended to function as a migration barrier. 2. Fill Type S2, Protective Cover Soil and Final Cover Soil, defined as soil layer placed to
protect the liner and closure cover cap systems (geomembrane and geosynthetic layers).
3. Fill Type S3, Topsoil or Vegetative Soil Cover, defined as soil material layer for the final cover system of the closed landfill, capable of sustaining vegetation as specified in
the Specifications.
B. Related Sections: 1. Section 03 3000 – Cast-In-Place Concrete
2. Section 03 4800 – Precast Concrete Specialties
3. Section 31 0516 - Aggregate 4. Section 31 0519.16 – Geomembrane (HDPE) for Earthwork
5. Section 31 1413.16 – Soil Stockpiling 6. Section 31 2316 - Excavation 7. Section 31 2316.13 - Trenching
8. Section 31 2500 – Erosion and Sediment Control Devices 9. Section 32 9219 - Seeding
10. Section 40 0533 – High-Density Polyethylene Process Pipe
1.02 UNIT PRICE – MEASUREMENT AND PAYMENT
A. Fill Type S1, Structural Fill
1. Basis of Measurement: By the cubic yard filled. The quantity of structural fill will be
based upon the in-place volume between the excavated surface or prepared subgrade ad the structurally filled surface determined by survey information collected before and
after structural fill placement. A grid pattern of ground surface elevations as approved
by the Engineer in the area shall be surveyed and referenced points installed by the Earthwork contractor prior to structural backfill placement and prior to placement of
any overlying material. The Engineer shall check the as-built finished grades and determine the backfilled volume of structural fill based on survey data provided by the Contractor.
2. Basis of Payment: By the cubic yard placed times the unit price of Fill Type S1 placement. a. Includes hauling, scraping, dust control, scarifying substrate surface, moisture
conditioning, placing where required, compacting, maintenance, temporary erosion control measures as needed including temporary stockpile stabilization if necessary, and removing accumulated water during construction.
b. Requested payment quantities will be submitted by the Contractor with final approval by the Engineer. If a dispute exists relative to payment quantities, the
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Revision 2 31 2323.13| Page 2 of 6 Backfill

Contractor, at his expense, will uncover any buried or covered material for re-
evaluation.
B. Fill Type S2, Protective Cover Soil and Final Cover Soil: 1. Basis of Measurement: By the cubic yard filled. The quantity of Protective Cover Soil
will be based upon the 2-dimensional surface area bounding Protective Cover Soil
placement times an assumed 2-feet in depth. The Contractor shall provide survey information verifying that the minimum thickness of Protective Cover Soil is 2-feet.
The quantity of Final Cover Soil will be based upon the 2-dimensional surface area bounding Final Cover Soil placement times an assumed 1.5-feet in depth. A grid pattern of ground surface elevations as approved by the Engineer in the area shall be
surveyed and referenced points installed by the Earthwork Contractor prior to Protective Cover Soil placement and prior to placement of any overlying material. The Engineer shall check the as-built finished grades and determine the backfilled thickness
of Operations Layer based on survey data provided by the Contractor. 2. Basis of Payment: By the cubic yard placed times the unit price of Fill Type S2 placement.
a. Includes furnishing, loading, hauling, scraping, stockpiling, placing where required, compacting, maintenance, temporary erosion control measures as
needed including temporary stockpile stabilization if necessary, and removing
accumulated water during construction. b. Requested payment quantities will be submitted by the Contractor with final
approval by the Engineer. If a dispute exists relative to payment quantities, the
Contractor, at his expense, will uncover any buried or covered material for re-evaluation.
c. The entire Operations Layer must meet the specified thickness requirements prior to payment. d. Any damage to the underlying geosynthetic liner system or stormwater and
leachate conveyance structures shall be repaired and re-tested in accordance with the Project Specifications at no additional cost to the Owner.
C. Fill Type S3, Topsoil or Vegetative Soil Cover
1. Basis of Measurement: By the cubic yard placed times the unit price for Fill Type S3 placement. 2. Basis of Payment: By the cubic yard placed times the unit price of Fill Type S3
placement. Payment quantities will be determined by the survey area for topsoil placement times an assumed 6 inch depth of topsoil placement.
a. Includes borrow excavation and/or furnishing, hauling, scraping, scarifying fill
material, placing, maintenance, temporary erosion control measures as needed including temporary stockpile stabilization if necessary.
b. Requested payment quantities will be submitted by the Contractor with final
approval by the Engineer. If a dispute exists relative to payment quantities, the Contractor, at his expense, will uncover any buried or covered material for re-
evaluation.
1.03 REFERENCES
A. American Society for Testing and Materials (ASTM) Standards
1. ASTM D422 – Standard Test Method for Particle-Size Analysis of Soils (Grain Size with Hydrometer).
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2. ASTM D698 – Standard Test Methods for Laboratory Compaction Characteristics of
Soil Using Standard Effort (12,400 ft-lbf/ft3)
3. ASTM D1556 – Standard Test Method for Density of Soil In Place by the Sand-Cone Method.
4. ASTM D1557 – Standard Test Methods for laboratory Compaction Characteristics of
Soil Using Modified Effort (56,000ft-lbf/ft3) 5. ASTM D2216 – Standard Test Method for Laboratory Determination of Water
(Moisture) Content of Soil and Rock by Mass. 6. ASTM D2922 – Standard Test Method for Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth).
7. ASTM D2487 – Standard Practices for Classification of Soil for Engineering Purposes (Unified Soil Classification System). 8. ASTM D2937 - Standard Test Method for Density of Soil in place by the Drive-
Cylinder Method. 9. ASTM D4318 – Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils.
1.04 SUBMITALS
A. N/A
PART 2 PRODUCTS
2.01 PRODUCTS
A. Fill Type S1, Structural Fill:
1. Structural fill is defined as compacted fill for perimeter berms, surface water control systems, roadways, general fill, cover system construction, or other systems not intended to function as a migration barrier.
2. Natural soil material from designated on-site borrow areas and/or stockpiles. 3. Structural fill shall be classified as SP, SM, SW, SC, CL, ML, or MH soils according to
the Unified Soil Classification System (ASTM D2487).
4. Free of topsoil, organic material, roots, stumps, brush, rocks larger than 4 inches, debris, vegetation, and other foreign matter.
5. Structural fill located within 1-foot of geosynthetics components shall be defined as
“prepared subgrade”; that is, having a maximum particle size of 3 inches; a smooth surface; and no protrusions greater than 1/2 inch. The material shall be screened by the
Earthwork Contractor, if necessary, to remove particle sizes greater than 3 inches in
diameter. No more than 155 percent of the material should be retained on the No. 4 sieve or as approved by the ENGINEER.
6. All material clods will be broken down with tillers and/or discs to provide a
homogeneous soil that is free of clods greater 4 inches in diameter with no more than 15% retained on the No. 4 sieve or as approved by the ENGINEER.
B. Fill Type S2-A, Protective Cover Soil and Final Cover Soil: 1. Excavated and reused soil material from designated on-site borrow area and/or stockpile and/or off-site stockpile area approved by the Owner.
2. Cover Soil shall be classified as SP, SM, SW, SC, CL, ML, or MH soils according to the Unified Soil Classification System (ASTM D2487).
3. Free of roots, stumps, brush, rocks larger than 3 inches, debris, vegetation, and other
foreign matter. For Protective Cover Soil and Final Cover Soil, the material shall be
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Revision 2 31 2323.13| Page 4 of 6 Backfill

screened by the Earthwork Contractor, if necessary, to remove particle sizes greater
than 3 inches in diameter.
4. Soil shall be free of frozen material, ice, snow, or excessive moisture.
C. Fill Type S2-B, Operational (Daily) Cover and Intermediate Cover:
1. Excavated and reused soil material from designated on-site borrow area and/or stockpile
and/or off-site stockpile area approved by the Owner. 2. Cover Soil shall be classified as SP, SM, SW, SC, CL, ML, or MH soils according to
the Unified Soil Classification System (ASTM D2487). 3. Free of roots, stumps, brush, debris, vegetation, and other foreign matter. 4. Soil shall be free of frozen material, ice, snow, or excessive moisture.
D. Fill Type S3, Topsoil and Vegetative Soil Cover: 1. Topsoil or Vegetative Soil Cover is defined as soil material layer for the final cover system of the closed landfill placed to support erosion-resisting vegetation.
2. Excavated and reused materials from designated on-site or off-site borrow areas and/or stockpiles. 3. Shall be classified as SP, SM, SW, SC, CL, ML, MH, or OL soils according to the
Unified Soil Classification System (ASTM D2487). 4. Free of roots, stumps, brush, rocks larger than 2 inches, subsoil, debris, vegetation, and
other foreign matter.
5. Topsoil or Vegetative Soil Cover material shall have nutrient content and pH capable of supporting vegetation.
6. Shall have a minimum organic content of 2% by weight or as approved by Owner or
Engineer. 7. All material clods will be broken down with tillers and/or discs to provide a
homogeneous soil that is free of clods greater than 2 inches in diameter with no more
than 15% retained on the No. 4 sieve.
PART 3 - EXECUTION
3.01 EXAMINTION
A. The Engineer will assist the Earthwork Contractor in the determination of Structural Fill and non-select material during excavation operations (see Section 31 2316). The Earthwork
Contractor will be responsible for excavating, transporting, stockpiling, placing and compacting all materials as needed.
3.02 PREPARARION
A. Proof roll subgrade to identify soft spots; fill and compact to density equal to or greater than requirements for subsequent fill material.
B. Cut out soft areas of subgrade not capable of compaction in place. Backfill with Type S1 fill (as specified by the Engineer) and compact to density equal to or greater than requirements for subsequent fill material.
C. Scarify subgrade surface to a depth of 6 inches for areas with overlying soil. Smooth drum roll subgrade surface for areas with overlying geosynthetics. D. For subgrades to receive overlying geomembranes, the prepared surface shall conform to the
following: free of rock having a maximum particle size of 3 inches; smooth surface; ad no protrusions greater than ½ inch. The upper 6 inches of the subgrade shall be screened by the
Earthwork Contractor if necessary, to remove particle sizes greater than 3 inches in diameter.
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Revision 2 31 2323.13| Page 5 of 6 Backfill

E. Grade subgrade to a tolerance of plus or minus 0.10 foot. All grade breaks must have a
minimum radius of 1 foot.
F. Begin backfilling after Engineer’s acceptance of the appropriate survey for the underlying surface.
3.03 BACKFILLING
A. Backfill areas to contours and elevations as shown on Drawings with unfrozen materials. B. Systematically backfill to allow maximum time for natural settlement. Do not backfill over
porous wet, frozen, or spongy subgrade surfaces. C. Fill Type S1: place and compact material in loose lifts not exceeding 8 inches in thickness ad not exceeding 6 inches compacted thickness. The first lift over geosynthetics shall be not less
than 12 inches in loose thickness. Refer to Specification Section 31 2316.13 – Trenching for backfill requirements for drop inlet and culverts.
D. Fill Type S2-A: Protective Cover Soil and Final Cover Soil shall be placed in lifts not more than
12 inches. Compaction of the Protective and Final Cover shall be performed by a minimum of 3 passes of a bulldozer or equivalent equipment. A pass is defined as one trip of the compacting
equipment over the lift and back to the starting point by a single drum roller or one trip across
the lift surface from one side to the other if the compacting equipment has front and back compacting rollers.
E. Fill Type S2-B: Operational (Daily) Cover and Intermediate Cover shall be placed in one lift
with backhoe or other equipment approved by Engineer. F. Fill Type S3: Scarify subgrade, place material in one lift and track in with backhoe or other
equipment approved by Engineer.
G. Employ placement method that does not disturb or damage other work. H. Backfill against supported structures. Do not backfill against unsupported structures. Backfill
simultaneously on each side of unsupported structures until supports are in place. I. Protect backfill from desiccation, crusting, or cracking. J. Make gradual grade changes. Blend slope into level areas.
K. Remove surplus backfill materials from site unless authorized by Owner to dispose of on-site in an Owner designated location.
L. Leave fill material stockpile areas free of excess fill materials.
M. Provide survey information before and after placement of structural fill.
3.04 TOLERANCES
A. Top Surface Type S1 Fill shall be plus or minus 1 inch from required elevations.
3.05 FIELD QUALITY ASSURANCE AND COMPACTION CRITERIA CONTROL
A. Laboratory material tTesting shall be performed in accordance with the standards and
frequencies identified in the CQA Plan.:
1. Perform laboratory material tests in accordance with ASTM D422, ASTM D698, ASTM D2216, and ASTM D4318.
2. Test at a frequency of: a. 10,000 cubic yards of type S1 placed; b. When material using for structural fill change; and/or
c. When directed by the Engineer.
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Revision 2 31 2323.13| Page 6 of 6 Backfill

B. In Place Compaction and moisture testing shall be performed in accordance with the standards
and frequencies identified in the CQA Plan. Natural Moisture Content Tests
1. Perform in place compaction tests in accordance with ASTM D1556, ASTM D2922, or ASTM D2937.
2. Perform in place moisture content test in accordance with ASTM D2216.
3. Frequency of compaction/natural moisture content test: a. General fill, landfill subgrade, surface water control systems, or other systems
no intended to function as o migration barrier, in place density and moisture:
Each lift at a minimum frequency of 1 per acre per lift, or as otherwise indicated in these Specifications.
b. Perimeter berms and roadways: Each lift at a minimum frequency of 1 per 10,000 sq. ft. c. Drop inlets and culvert: See Section 31 2316.13.
4.1. Compaction Criteria:
a. Type S1 fill shall be compacted to minimum 95 percent of its Standard Proctor (ASTM D698) maximum dry density.
b. Type S1 ill placed for roadways shall be compacted to a minimum 100 percent of its Standard Proctor (ASTM D698) maximum dry density.
c. Fill Type S2-A fill shall be compacted by a minimum of 3 passes of a bulldozer
or equivalent. A pass is defined as one trip of the compacting equipment over the lift and back to the starting point by a single drum roller or one trip across
the lift surface from one side to the other if the compacting equipment has front
and back compacting rollers. d. Fill Type S3 should be placed in one continuous loose lift and tracked in by
backhoe or other equipment approved by Engineer.
e. Compaction moisture content shall be within 3 percent of optimum moisture content for all fill placed, or as otherwise approved by the Engineer.
f. Drop inlets and culverts: see Section 31 2316.13.
C. When tests indicate Work does not meet specified requirements, remove Work, replace and retest.
3.06 PROTECTION OF WORK
A. Reshape and re-compact fills subject to vehicular traffic.
END OF SECTION

EXHIBIT C
Revised CQA Tables
Construction Quality Assurance Plan Prepared by: SCS Engineers, PC Great Oak Landfill Revised: August, 2017

TABLE 1 – High Density Polyethylene (HDPE) Geomembrane - Textured
Properties Test Method CQA Testing
Frequency
Thickness (min. ave.)
• Lowest individual for 8 out of 10 values
• Lowest individual for any of the 10 values

ASTM D5994

1 per 100,000 sf

Asperity Height
(min. ave.)(1)(2)

ASTM
D7466

1 per 100,000 sf

Sheet Density ASTM D792 or ASTM D1505

1 per 100,000 sf
Tensile Properties(3)
(min. ave.)
• Yield Strength
• Break Strength
• Yield Elongation
• Break Elongation
ASTM D6693
1 per 100,000 sf
Puncture Resistance
(min. ave.)

ASTM D4833 1 per 100,000 sf
Carbon Black Content

ASTM D1603 4

1 per 100,000 sf
Carbon Black Dispersion(5)
ASTM D5596

1 per 100,000 sf
(1) The lowest individual reading must be ≥ 17 mils. (2) Test each side of the textured geomembrane recording a measurement every lineal foot of textured roll width.
(3) Machine direction (MD) and cross machine direction (XMD) average values should be on the basis of 5 test specimens each direction.
• Yield elongation is calculated using a gage length of 1.3 inches.
• Break elongation is calculated using a gage length of 2.0 inches. (4) Other methods such as D 4218 (muffle furnace) or microwave methods are acceptable if an appropriate correlation
to D 1603 (tube furnace) can be established. (5) Carbon black dispersion (only near spherical agglomerates) for 10 different views:
• 9 in Categories 1 or 2, and
• 1 in Category 3. (6) Based on most recent revision of GRI GM13

Construction Quality Assurance Plan Prepared by: SCS Engineers, PC Great Oak Landfill Revised: August, 2017

TABLE 2 – Linear Low Density Polyethylene (LLDPE) Geomembrane - Textured

Properties Test Method CQA Testing Frequency
Thickness (min. ave.)
• Lowest individual for 8 out
of 10 values
• Lowest individual for any of the 10 values
ASTM
D5994

1 per 100,000 sf

Asperity Height
(min. ave.)(1)(2)

ASTM D7466

1 per 100,000 sf
Sheet Density

ASTM D792
or
ASTM D1505

1 per 100,000 sf
Tensile Properties(3) (min. ave.)
• Yield Strength
• Break Strength
• Yield Elongation
• Break Elongation

ASTM
D6693

1 per 100,000 sf
Puncture Resistance
(min. ave.)
ASTM D4833 1 per 100,000 sf
Carbon Black Content(4)\
(Range)
ASTM D1603
1 per 100,000 sf
Carbon Black Dispersion(5)

ASTM D5596 1 per 100,000 sf
(1) The lowest individual reading must be ≥ 17 mils. (2) Test each side of the textured geomembrane recording a measurement every lineal foot of textured roll width. (3) Machine direction (MD) and cross machine direction (XMD) average values should be on the basis of 5 test
specimens each direction.
• Yield elongation is calculated using a gage length of 1.3 inches.
• Break elongation is calculated using a gage length of 2.0 inches at 2in./min..
(4) Other methods such as D 4218 (muffle furnace) or microwave methods are acceptable if an appropriate correlation to D 1603 (tube furnace) can be established.
(5) Carbon black dispersion (only near spherical agglomerates) for 10 different views:
• 9 in Categories 1 or 2, and
• 1 in Category 3.
(6) Based on most recent revision of GRI GM17

Construction Quality Assurance Plan Prepared by: SCS Engineers, PC Great Oak Landfill Revised: August, 2017

TABLE 3 - Nonwoven Geotextile Conformance Testing Summary

Properties Test Method CQA Testing
Frequency Mass/Unit Area
(min. ave.) ASTM D5261 1 per 100,000 sf
Apparent Opening Size
(max.) ASTM D4751 1 per project(1)
Grab Strength (min. ave.) ASTM D4632 1 per 100,000 sf
Puncture Strength (min. ave.) ASTM D4833 1 per 100,000 sf
Permittivity
(min.)

ASTM D4491 1 per project(1)
Notes Table 3: (1) AOS and Permittivity shall on be tested for geotextiles used in filter applications.

Construction Quality Assurance Plan Prepared by: SCS Engineers, PC Great Oak Landfill Revised: August, 2017

TABLE 4 - Liner System Geonet Conformance Testing Summary

Properties Test Method CQA Testing
Frequency Thickness, (min. ave.) ASTM D5199 1 per 100,000 sf
Density ASTM D792 or ASTM D1505 1 per 100,000 sf
Carbon Black Content
(range.) ASTM D1603(3) 1 per 100,000 sf
Transmissivity(1,2)
(min. ave.)

ASTM D4716 1 per project(1)
Notes Table 4:
(1) Transmissivity shall be measured in a 12-inch x 12-inch box using the same boundary conditions, load, duration and gradient as those used by the manufacturer to establish the min. ave. for the required test value.
(2) Required value shall be taken from manufacturer’s standard material specification sheet for the selected geonet material. Geonet selection shall be based on the material’s ability to meet or exceed the transmissivity identified in the site’s design.
(3) Other methods such as D 4218 (muffle furnace) or microwave methods are acceptable if an appropriate correlation to D 1603 (tube furnace) can be established.

Construction Quality Assurance Plan Prepared by: SCS Engineers, PC Great Oak Landfill Revised: August, 2017

TABLE 5 – Geocomposite (Liner & Final Cover) Conformance Testing Summary
Geonet Component (2)

Properties Test Method CQA Testing
Frequency Thickness
(min. ave.) ASTM D5199 1 per 100,000 sf
Density
(min. ave.)
ASTM D792 or

1 per 100,000 sf Carbon Black
Content (range)

ASTM D1604(4) 1 per 100,000 sf

Finished Geocomposite Product

Properties Test Method CQA Testing
Frequency Peel Strength (min. ave.) ASTM D7005 1 per 100,000 sf
Transmissivity(1,3)
(min. ave.)
ASTM D4716 1 per project
Notes Table 5:
(1) Transmissivity shall be measured in a 12-inch x 12-inch box using the same boundary conditions, load, duration and gradient as those used by the manufacturer to establish the min. ave. for the required test value.
(2) Testing for the geonet component shall be performed in accordance with the upper portion of this table. The geotextile component shall meet the required test values from Table 3 and the manufacturer’s QC test
frequency requirements. Tracking of the frequency of Manufacturer QC testing and Conformance QA testing shall be based on the geocomposite roll numbers.
(3) Required value shall be taken from manufacturer’s standard material specification sheet for the selected geonet/geocomposite material. Geonet/geocomposite selection shall be based on the material’s ability to meet
or exceed the transmissivity identified in the site’s design.
(4) Other methods such as D 4218 (muffle furnace) or microwave methods are acceptable if an appropriate
correlation to D 1603 (tube furnace) can be established.

Construction Quality Assurance Plan Prepared by: SCS Engineers, PC Great Oak Landfill Revised: August, 2017

TABLE 6 - Liner System Geosynthetic Clay Liner (GCL)
Conformance Testing Summary

Properties Test Method CQA Testing
Frequency Bentonite
Mass/Unit Area(1) (min. ave.)

ASTM D5993 1 per 100,000 sf
Permeability(2)
(max.) ASTM D5887 1 per 100,000 sf
Peel Strength
(min. ave.)

ASTM D6496 1 per 100,000 sf
Notes Table 6:
(1) Bentonite mass per unit area to be reported at 0 % moisture content.
(2) Permeability testing to be performed with water @ 5 – 10 psi maximum effective confining stress and 2 psi
head.

EXHIBIT D
Revised Detail 9, Sheet D1