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Home My WebLink AboutOn Site Gas Venting Testing 2000I Dvi rka and 0 Bartilucci CONSULTING ENGINEERS 330 Crossways Park Drive, Woodbury, New York, 11797-2015 516-3649890 ■ 718-460-3634 ■ Fax: 516-364-9045 e-mail: db-eng@worldnet.att.net May 5, 2000 Anthony J. Cava, P.E., Regional Solid Waste Engineer NYSDEC — Region One Division of Solid & Hazardous Materials Building 40 — SUNY Stony Brook, NY 11790-2356 Re: Town of Southold Landfill Closure Construction D&B No. 1314 Dear Mr. Cava: The construction quality assurance and quality control (CQA/CQC) testing for the on-site gas venting layer and barrier protection layer soil to be used for closure of the Southold Landfill is complete.. A summary of the results of the testing is presented in Attachment A. Testing for particle size was performed by ASTM D422 (Standard Test Method for Particle -Size Analysis of Soils) and testing for permeability was performed by ASTM D2434 (Standard Test Method for Permeability of Granular Soils [Constant Head]). As you know, the material tested is stockpiled sand obtained from an off-site source and native sand located in the borrow area at the landfill. A drawing showing the locations of the samples is included in the test report in Attachment A. Provided in Attachment B is the final grading plan for the borrow area. According to the closure specifications approved by NYSDEC for both the gas venting layer and barrier protection layer, quality control testing for particle size is required at a frequency of one test for every 1,000 cubic yards and permeability testing is required at a frequency of one test for every 5,000 cubic yards. The estimated quantity of soil required to construct both layers is approximately 115,000 cubic yards (in-place volume). A total of 141 particle size tests and 28 permeability tests were completed to account for compaction of the material and contingency. As can be seen from the results in Attachment A, the coefficient of permeability exceeded the required minimum of 1x10-3 cm/s for all 28 samples tested. Additionally, with the exception of five (5) samples, the percent by weight passing the No. 200 sieve was less than the maximum of 10 specified for the gas venting layer. In four of the five samples with greater than 10% fines, the percent by weight passing the No. 200 sieve was less than the maximum of 15 specified for the barrier protection layer. As a result, the soils in these four areas will be restricted for use as A DIVISION OF WILLIAM F. COSULICH ASSOCIATES, P.C. DVIRKA AND BARTILUCCI Anthony J. Cava, P.E., Regional Solid Waste Engineer Page Two NYSDEC — Region One Division of Solid & Hazardous Materials May 5, 2000 barrier protection layer material. Sample G-4CD-1 (6 feet deep) was the only sample which exhibited a fines content of greater than 15% and, therefore, the use of the soil in -this part of the borrow area will be restricted to contour grading, general fill and daily cover. The specifications indicate that 100% of gas venting layer material will pass the 3/8 -inch sieve and 100% of barrier protection layer material will pass the 1 -inch sieve. Not all the material tested met this specification. However, of the 141 samples tested: for 135 samples, 90% or more of the sample passed the 1 -inch sieve; for 134 samples, 100% of the sample passed the 2 -inch sieve; and, for all samples, 100% of the material passed the 3 -inch. sieve. In addition, as stated in the geotechnical testing report in Attachment A, the larger size particles are described as rounded to subrounded. As a result, on behalf of the Town of Southold, we are requesting approval for revisions to the maximum particle size specifications to provide for the use of the borrow area sand for construction of the gas venting layer and barrier protection layer. The use of the borrow area material will result in a significant savings in the cost of closure construction. Proposed revised pages of the specifications. are enclosed (in Attachment Q. Use of the on-site- borrow n-siteborrow area soils is specified for construction of the gas venting layer and barrier protection layer. Additionally, removal of any visually observable angular particles protruding from the upper surface of the gas venting layer is required. The specifications already required inspection and certification by the geomembrane installer of the condition of the gas venting layer material prior to placement of the geomembrane. No further restrictions on use or additional testing is proposed for the gas venting layer material and barrier protection layer material from the borrow area. If you have any questions regarding this matter or require additional information, please do not hesitate to call me. Very truly yours, Thomas F. Maher, P.E. Vice President TFM/DSG/bl,kd cc/encl.: Jean W. Cochran, Supervisor, Town of Southold James Bunchuck, Solid Waste Coordinator, Town of Southold Igor C. Sikiric, Environmental Engineer, NYSDEC — Region One David Glass, D&B ♦ 1314/tfm001tr.doc(R03) ATTACHMENT A GEOTECHNICAL TEST REPORT ♦ 1314/P0503001.doc ENGINEERING TECTONIC CONSULTAN S P.C. P. O. Box 37, 70 Pleasant Hill Road Mountainville, New York 10953 i Dvirka & Bartilucci Consulting Engineers 330 Crossways Park Drive Woodbury, New York 11797-2015 Attention: Mr. David Glass, P.E. OFFICES: Albany, NY Cincinnati, OH Cornwall, NY Northborough. MA Mt. Vernon, NY Richmond, VA (800)829-6531 FAX: (914) 534-5999 www.tectonicengineering.com April 27, 2000 RE: W.O. 2561.01 — REVISION 2 FIELD SAMPLING AND LABORATORY TESTING SERVICES - , ON-SITE BORROW PIT AND STOCKPILE SOUTHOLD LANDFILL TOWN OF SOUTHOLD, NEW YORK Dear Mr. Glass: In accordance with your request, we have completed our field sampling and 'laboratory testing services relative to the on-site borrow pit and stockpiled soil materials at the Southold Landfill located within the Town of Southold, New York. The purpose of our study was to obtain appropriate samples within the on-site borrow pit and stockpile and provide laboratory prequalification testing on the soils for use within either the gas venting layer or barrier protection layer. The results of our laboratory testing are attached for your review. The corresponding test pit/boring locations used to obtain the soils samples are indicated on the previously provided Figure 1 — Soil Sample Location Plan. The attached laboratory test results have been revised to indicate the percent passing the 2 inch sieve for the soil materials tested. Please note that for all soil samples tested, 100 percent of the material passed the 3 inch sieve. Additionally, as requested, a general comment relative to the angularity of the gravel materials within the soil samples was added to the summary tables. The results of our subsurface investigation and laboratorytesting indicate that the ravel materials within the samples tested were 9 9 generally in a rounded to sub rounded condition. ENGINEERS • SURVEYORS • CONSTRUCTION MANAGERS - TECTONIC _ Mr. David Glass, P.E. Page 2 April 27, 2000 We appreciate the opportunity to be of service on this project. Please do not hesitate to call if you have any questions regarding the enclosed laboratory test results. Sincerely, TECTONIC ENGINEERING CONSULTANTS P.C. Mark A. Stier, P.E. Senior Geotechnical Engineer G\2561 testresults-rev2 Attachments: Summary of Laboratory Test Results cc. Lars Cooley — Tectonic Engineering W.O.#: 2561.01 TECTONIC ENGINEERING SUMMARY OF LABORATORY PROJECT. Southold Landfill CONSULTANTS P.C. TEST RESULTS FOR SOIL LOCATION: Long Island, N.Y. DATE: 05/03/2000 Sieve. Analysis Results (% Passing) Standard Proctor Sample Date Depth Sample Coefficient of No. Sampled (Feet) Source Soil DescriptionMax. 2" 1" 3/8" #40 # 200 D.D. Opt o Permeability W.C. (/o) Sieve Sieve Sieve Sieve Sieve (PCF) GC Stockpile - G -1C-1 1/11/00 5' Level I Dk Bwn c -f SAND, little f Gravel, trace Silt 100.0 100 91.3 26.3 5.6 GC Stockpile - G -2B-3 02/29/2000 24' - 26' Level III Lt Bwn m -f SAND, little c -f Gravel, trace Silt 100.0 92.4 87.4 35.2 8.8 GC Stockpile - G -2B-4 02/29/2000 32'- 34' Level IV Lt Bwn m -f SAND, trace c -f Gravel, trace Silt 100.0 98.4 97.0 26.6 3.7 GC Stockpile - G -2C-1 01/05/2000 4' Level I Lt Bwn m -f SAND, little c -f Gravel, trace Silt 100.0 96.81 88.4 25.2 1.3 GC Stockpile - G -2C-2 01/05/2000 16' Level 11 Lt Bwn m -f SAND, little c -f Gravel, trace Silt 100.0 95.5 87.6 30.0 2.0 GC Stockpile- G-2CD-1 01/11/2000 5.5' Level I Bwn c -f SAND, trace c -f Gravel, trace Silt 100.0 100.0 92.6 31.3 3.0 GC Stockpile - G -313-2 01/11/2000 12' Level II Bwn c -f SAND, trace c -f Gravel, trace Silt 100.0 99.0 94.9 19.3 2.0 GC Stockpile - G -3B-3 02/29/2000 20'- 30' Level III Lt Bwn c -f SAND, trace c -f Gravel, trace Silt 100.01 96.3 91.2 31 2.6 9.30E-03 GC Stockpile - G -313-4A 02/29/2000 30'- 34' Level IV Lt Bwn m -f SAND, little c -f Gravel, trace Silt 100.0 100.0 88.6 31.8 2.2 GC Stockpile - G -3C-1 01/05/2000 5.5' Level I Lt Bwn m -f SAND, some c -f Gravel, trace Silt 100.0 100.0 83.4 24.8 1.1 GC Stockpile - G -3C-2 01/05/2000 12' Level II Lt Bwn c -f SAND, little c -f Gravel, trace Silt 95.5 93.8 88.3 28.0 1.5 GC Stockpile - G -3C-3 02/29/2000 24'- 26' Level III Lt Bwn m -f SAND, little c -f Gravel, trace Silt 100.0 93.1 85.5 28.9 2.0 GC Stockpile - G -3C-4 02/29/2000 32'- 34' Level IV Lt Bwn m -f SAND, little c -f Gravel, trace Silt 1"00.0 96.7_ 88.7 32.1 3.5 GC Stockpile- G-3CD-1 01/11/2000 5.5' Level I Lt Bwn c -f SAND, trace f Gravel, trace Silt 100.0 100.0 100.0 34.2 0.7 GC Stockpile- G-3CD-2 01/11/2000 14' Level II Bwn m -f SAND, little c -f Gravel, trace Silt 100.0 91.3 88.7 31.5 1.8 GC Stockpile - G -3D-1 01/05/2000 4.5' Level I Lt Bwn m -f SAND, trace f Gravel, trace Silt 100.0 100.0 99.5 33.9 1.0 GC Stockpile - G -3D-3 02/29/2000 24'- 26' Level III Lt Bwn m -f SAND, little c -f Gravel, trace Silt 100.0 92.8 86.5 28.3 2.3 GC Stockpile - G -3D-4 02/29/2000 32'- 34' Levelly Lt Bwn m -f SAND, little c -f Gravel, trace Silt 100.0 97.2 89.5 29.1 2.9 GC Stockpile - G -4A-1 01/11/2000 6' Level I I Bwn m -f SAND, trace c -f Gravel, trace Silt 100.0 100.0 98.8 32.4 0.5 GC Stockpile - G -4A-3 03/01/2000 20'- 30' Level III Lt Bwn m -f SAND, trace f Gravel, trace Silt 100.0 100.0 99.4 35.3 1.5 GC Stockpile - G -4A-4 03/01/2000 30'- 34' Level IV Lt Bwn m -f SAND, trace f Gravel, trace Silt 100.0 100.0 96.9 31.0 1.5 2.30E-02 GC Stockpile - G -4B-1 01/07/2000 6' Level I Lt Bwn m -f SAND, trace f Gravel, trace Silt 100.0 100.0 100.0 33.8 0.7 GC Stockpile - G -46-2 N / A 13' Level II Lt Bwn m -f SAND, trace c -f Gravel, trace Silt 100.0 100.0 99.9 33.7 0.8 108.0 12.5 2.41 E-02 GC Stockpile - G -4B-3 03/02/2000 24'- 26 Level III Lt Bwn m -f SAND, trace c -f Gravel,'trace Silt 100.01 100.01 97.7 31.4 1.4 GC Stockpile - G -4B-4 03/02/2000 34' - 36' Level IV Lt Bwn m -f SAND,'little c -f Gravel, trace Silt 1 100.0 100.0 92.2 30.2 2.4 Page 1 of 6 W.O.#: 2561.01 TECTONIC ENGINEERING SUMMARY OF LABORATORY PROJECT. Southold Landfill CONSULTANTS PC. TEST RESULTS FOR SOIL LOCATION: Long Island, N.Y. DATE: 05/03/2000 Sieve Analysis Results (% Passing) j I Standard Proctor Sample Date Depth Sample Coefficient Coefficient of Max. No. Sampled (Feet) Source Soil Description 2" 1" 3/8" #40 # 200 D.D. Opt. Permeability W.C. (/o) Sieve Sieve Sieve Sieve Sieve (PCF) GC Stockpile- G-4BC-1 01/07/2000 6.5' Level I Lt Bwn m -f SAND, trace Silt, trace f Gravel 100.0 100.0 100.0 32.5 0.8 GC Stockpile - G -413C-2 01/07/2000 12.5' 1 Level 11 Lt Bwn m -f SAND, trace f Gravel, trace Silt 100.0 100.0 97.21 33.1 0.8 GC Stockpile - G -4C-1 01/05/2000 5.5' Level I Lt Bwn m -f SAND, trace f Gravel, trace Silt 100.0 100.0 95.5 31.0 1.8 GC Stockpile - G -4C-2 01/06/2000 14' Level II Lt Bwn m -f SAND, trace f Gravel, trace Silt 100.0 100.0 99.8 34.6 1.0 GC Stockpile - G -4C-3 03/02/2000 24'- 26' Level III Lt Bwn m -f SAND, little c -f Gravel, trace Silt 100.0 96.8 90.5 31.9 1.9 GC Stockpile - G -4C-4 03/02/2000 1 30'- 38' Level IV Lt Bwn m -f SAND, trace c -f Gravel, trace Silt 100.0 98.8 95.9 32.0 2.01 1.29E-02 GC Slockpile- G-4CD-1 01/06/2000 6' Level I Dk Bwn c -f SAND and Silty Clay, trace c -f Gravel 100.0 100.0 94.9 63.5 37.2 GC Stockpile- G-4CD-2 01/06/2000 12' Level II Lt Bwn m -f SAND, trace f Gravel, trace Silt 100.0 100.0 99.5 35.0 1.9 GC Slockpile- G-4D-1 01/05/2000 4' Level I Lt Bwn m -f SAND, trace f Gravel, trace Silt 100.0 100.0 100.0 30.3 1.5 108.5 13.5 2.56E-02 GC Stockpile - G -4D-2 N / A N / A Level II Lt Bwn m -f SAND, trace f Gravel, trace Silt 100.0 100.0 97.9 34.0 2.0 GC Slockpile- G-4D-3 03/02/2000 20'- 28' Level III Lt Bwn m -f SAND, trace f Gravel, trace Silt 100.0 100.0 100.0 33.4 1.0 1.21 E-02 GC Slockpile- G-4D-4 03/02/2000 34'- 36' Level IV Lt Bwn m -f SAND, trace f Gravel, trace Silt 100.0 100.01 100.0 34.4 1.0 GC Stockpile - G -4E-1 01/05/2000 4' Level I Lt Bwn m -f SAND, trace f Gravel, trace Silt 100.0 100.0 98.4 32.5 1.9 GC Stockpile - G -4E-2 01/05/2000 12' Level II Lt Bwn m -f SAND, trace Silt, trace c -f Gravel 100.0 100.0 100.0 31.8 2.3 GC Stockpile - G -4E-3 03/02/2000 24'- 26' Level III Lt Bwn m -f SAND, trace f Gravel, trace Silt 100.0 100.0 99.6 34.2 1.2 GC Stockpile - G -4E-4 03/02/2000 34'- 36' Level IV Lt Bwn m -f SAND, trace f Gravel, trace Silt 100.0 100.01 99.7 33.7 1.2 GC Stockpile - G -5A-1 01/06/2000 5' Level I Lt Bwn m -f SAND, trace f Gravel, trace Silt 100.0 100.0 99.1 36.9 0.8 108.0 14.5 2.90E-02 GC Slockpile- G-5A-2 N / A 12.5' Level II Lt Bwn m -f SAND, trace f Gravel, trace Silt 100.0 100.0 100.0 32.9 0.9 GC Stockpile - G -5A-3 03/01/2000 24'- 26' Level III Lt Bwn m -f AND, trace Silt, trace f Gravel 100.0 100.0 99.2 36.3 2.8 GC Stockpile - G -5A-4 03/01/2000 32'- 34' Level IV Lt Bwn m -f SAND, trace f Gravel, trace Silt 100.0 100.01 97.0 34.6 2.7 GC Slockpile- G-513-1 01/07/2000 6.5' Level I Lt Bwn m -f SAND, trace f Gravel, trace Silt 100.0 100.0 100.0 32.5 0.9 GC Slockpile- G-5B-2 01/07/2000 13' Level It Lt Bwn m -f SAND, trace f Gravel, trace Silt 100.0 100.0 100.0 32.8 1.1 GC Stockpile - G -58-3 03/02/2000 24'- 26' Level III Lt Bwn m -f SAND, trace f Gravel, trace Silt 100.0 100.0 98.9 33.7 2.3 GC Stockpile - .G -5B-4 03/02/2000 30'- 38' Level IV Lt Bwn m -f SAND, trace f Gravel, trace Silt 10b.01 100.01 100.0 34.7 1.8 1.59E-02 GC Stockpile- G-5BC-2 01/07/2000 15.5' Level II Lt Bwn m -f SAND, trace f Gravel, trace Silt 1 100.0 100.0 98.8 32.0 1.1 Page 2 of 6 W.O.#: 2561.01 TECTONIC ENGINEERING SUMMARY OF LABORATORY PROJECT. Southold Landfill CONSULTANTS P.C. TEST RESULTS FOR SOIL LOCATION: Long Island, N.Y. DATE: 05/03/2000 Sieve Analysis Results (% Passing) Standard Proctor Sample Date Depth Sample Coefficient of Max. Opt. No. Sampled (Feet) Source Soil Description . 2" 1" I 3/8" # 40 I # 200 D.D. Permeability W C (%) Sieve Sieve Sieve Sieve Sieve (PCF) GC Slockpile- G-5C-1 01/06/2000 5' Level I Lt Bwn m -f SAND, trace f Gravel, trace Silt 100.0 100.0 98.6 32.9 1.3 GC Stockpile - G -5C-2 01/06/2000 13' Level ll Lt Bwn m -f SAND, trace f Gravel, trace Silt 100.0 100.0 99.11 33.1 1.1 108.5 14.5 3.42E-02 GC Stockpile - G -5C-3 03/02/2000 24'- 26' Level III Lt Bwn m -f SAND, trace f Gravel, trace Silt 100.0 100.0 98.9 34.0 1.4 GC Stockpile - G -5C-4 03/02/2000 30'- 38' Level IV Lt Bwn m -f SAND, trace f Gravel, trace Silt 100.0 98.7 97.5 32.9 1.1 2.33E-02 GC Stockpile - G -5D-3 03/02/2000 24'- 26' Level III Lt Bwn M4 SAND, trace f Gravel, trace Silt 100.0 100.01 99.4 34.9 1.2 GC Stockpile - G -5D-4 03/02/2000 32'- 34' Level IV Lt Bwn m -f SAND, trace f Gravel, trace Silt 100.0 100.0 99.7 33.5 2.6 GC Slockpile- G-5E-1 01/05/2000 4' Level I Lt Bwn m -f SAND, trace c -f Gravel, trace Silt 100.0 99.8 98.8 31.8 1.3 2.30E-02 GC Stockpile - G -5E-2 01/05/2000 13' Level II Lt Bwn m -f SAND, trace c -f Gravel, trace Silt 100.0 99.6 99.2 32.1 0.9 2.01E-02 GC Stockpile - G -5E-3 03/01/2000 22'- 24' Level III Lt Bwn m -f SAND, trace f Gravel, trace Silt 100.0 100.01 98.2 32.2 2.1 GC Stockpile - G -5E-4 03/01/2000 30'- 38' Level IV Lt Bwn m -f SAND, trace f Gravel, trace Silt 100.0 100.0 97.8 32.2 2.9 9.71E-03 GC Stockpile - G -5F-3 03/01/2000 24'- 26' Level III Lt Bwn m -f SAND, trace f Gravel, trace Silt 100.0 100.0 100.0 31.6 1.4 GC Stockpile - G -51F-4 03/01/2000 34'- 36' Level IV Lt Bwn m -f SAND, trace f Gravel, trace Silt 100.0 100.0 100.0 33.1 1.9 GC Stockpile - G -6A-1 01/06/2000 6' Level I Bwn m -f SAND, trace f Gravel, trace Silt 100.0 100.01 97.9 35.1 0.5 GC Stockpile - G -6A-2 01/06/2000 13' Level II Bwn m -f SAND, trace f Gravel, trace Silt 100.0 100.0 100.0 32.3 2.0 GC Stockpile - G -613-3 03/01/2000 24'- 26' Level III Lt Bwn m -f SAND, trace f Gravel, trace Silt 100.0 100.0 99.4 3.2.9 1.8 GC Stockpile - G -6B-4 03/01/2000 34'- 36' Level IV Lt Bwn m -f SAND, trace f Gravel, trace Silt 100.0 100.0 99.5 32.7 1.7 GC Stockpile - G -6C-1 01/06/2000 4.5' Level I Lt Bwn m -f SAND,' trace c -f Gravel, trace Silt 100.0 98.4 97.4 33.8 0.8 GC Stockpile - G -6C-2 01/06/2000 13' Level II Lt Bwn m -f SAND, trace f Gravel, trace Silt 100.0 100.0 100.0 35.0 0.7 GC Stockpile - G -6C-3 03/01/2000 24'- 26' Level III Lt Bwn m -f SAND, trace f Gravel, trace Silt 100.0 100.0 99.4 32.9 1.8 GC Stockpile - G -6C-4 03/01/2000 34'- 36' Level IV Lt Bwn m4 SAND, trace f Gravel, trace Silt 100.0 100.0 99.5 32.7 1.7 GC Stockpile - G -6D-2 01/06/2000 12' Level II Lt Bwn m -f SAND, trace c -f Gravel, trace Silt 98.8 97.6 95.8 31.4 3.4 110.5 11.0 1.74E-02 GC Stockpile - G -6E-1 01/05/2000 4' ' Level I Lt Bwn m -f SAND, trace f Gravel, trace Silt 100.0 100.0 98.3 34.5 2.2 GC Stockpile- ' G -6F-3 03/01/2000 24'- 26' Level III Lt Bwn m -f SAND, trace c -f Gravel, trace Silt 100.0 95.71 94.1 32.8 3.4 GC Stockpile - G -6F-4 03/01/2000 34'- 36' Level IV Lt Bwn m -f SAND, trace f Gravel, trace Silt 100.0 100.0 99.5 36.1 3.2 GC Stockpile - G -7A-1 01/07/2000 6.5' Level I Lt Bwn m -f SAND, trace c -f Gravel, trace Silt 100.0 99.2 97.21 32.8 0.7 Page 3 of 6 ENGINEERING TECTONI C CONsl/ TANS P.C. Sample Date Depth Sample No. Sampled (Feet) Source 100.0 GC Stockpile G -7A-2 01/07/2000 14' Level II 2.61 E-02 GC Stockpile G -7A-3 03/03/2000 20'- 30' Level III GC Stockpile G -7A -4A 03/03/2000 30' - 34' Level IV 0.9 108.0 12.0 GC Stockpile G -7B-1 01/07/2000 7' Level 35.3 1.1 GC Stockpile G -7B-2 01/07/2000 14' Level 11 98.2 34.6 1.2 GC Stockpile G -7B-3 03/01/2000 24'- 26' Level III 100.0 99.0 35.2 GC Stockpile G -7B-4 03/01/2000 32'- 34" Level IV 100.0 99.9 98.8 GC Stockpile G -7D-1 01/05/2000 3.5' Level 100.0 100.01 GC Stockpile G -7D-2 01/05/2000 13' Level 11 100.0 GC Stockpile G -7D-3 03/01/2000 22'- 28' Level III 1.17E-02 GC Stockpile G -7D-4 03/01/2000 34'- 36' Level IV Borrow Pit P -B21-1. 01/13/2000 5' Level 0.8 Borrow Pit P -C1-1 01/12/2000 6.5' Level 34.0 1.7 Borrow Pit P -C1-2 01/12/2000 12.5' Level 11 92.0 18.4 0.5 Borrow Pit P -C2-1 01/12/2000 7' Level 95.5 76.1 14.4 Borrow Pit P -C2-2 01/12/2000 12' Level 11 100.0 100.0 96.1 Borrow Pit P -C2-3 03/03/2000 21'- 23' Level III 100.0 93.41 Borrow Pit P -C2-4 03/03/2000 31- - 33' Level IV 100.0 Borrow Pit P -C21-2 01/13/2000 13' Level 11 6.15E-03 Borrow Pit P -D2-1 01/12/2000 6' Level Borrow Pit P-1312-2 01/12/2000 14' Level 11 0.2 Borrow Pit P -D5-1 01/12/2000 5' Level 22.1 0.41 111.5 Borrow Pit P-1315-2 01/12/2000 13' Level 11 96.8 13.2 0.3 Borrow Pit P -D5-3 03/03/2000 25'-27' Level III 97.0 93.51 33.5 Borrow Pit .P -D5-4 03/03/2000 32'- 34' Level Iv W.O.#: 2561.01 SUMMARY OF LABORATORY PROJECT: Southold Landfill TEST RESULTS FOR SOIL LOCATION: Long Island, N.Y. DATE. 05/03/2000 Sieve Analysis Results (% Passing) Standard Proctor Soil DescriptionMax. Opt Coefficient of 2" 1" 3/8" #40 # 200 D.D. W.C. (%) Permeability Sieve Sieve Sieve Sieve Sieve (PCF) Lt Bwn m -f SAND, trace f Gravel, trace Silt Lt Bwn m -f SAND, little c -f Gravel, trace Silt Lt Bwn m -f SAND, little c -f Gravel, trace Silt Lt Bwn m -f SAND, trace f Gravel, trace Silt Lt Bwn m -f SAND, trace f Gravel, trace Silt Lt Bwn m -f SAND, trace f Gravel, trace Silt Lt Bwn m -f SAND, trace f Gravel, trace Silt Lt Bwn m -f SAND, trace c -f Gravel, trace Silt Lt Bwn m -f SAND, trace f Gravel, trace Silt Lt Bwn m -f SAND, trace f Gravel, trace Silt Lt Bwn m -f SAND, trace f Gravel, trace Silt Bwn c -f SAND, trace c -f Gravel, trace Silt Dk Bwn m -f SAND, little f Gravel, trace Silt Lt Bwn c -f SAND, little c -f Gravel, trace Silt Lt Bwn c -f SAND, some c -f Gravel, trace Silt Lt Bwn c -f SAND, trace f Gravel, trace Silt Lt Bwn c -f SAND, some c -f Gravel, trace Silt Lt Bwn c -f SAND, some c -f Gravel, trace Silt Lt Bwn m -f SAND, trace f Gravel Lt Bwn c -f SAND, some c -f Gravel, trace Silt Lt Bwn c -f SAND, little c -f Gravel, trace Silt Lt Bwn c -f SAND, some c -f Gravel, trace Silt Lt Bwn c -f SAND, little c -f Gravel, trace Silt Lt Bwn c -f SAND and c -f Gravel, trace Silt Lt Bwn m -f SAND, little c -f Gravel, little Silt Page 4 of 6 100.0 100.0 95.9 31.4 0.7 100.0 98.1 89.4 30.0 1:8 1 2.61 E-02 100.0 96.1 90.2 36.1 1.4 100.0 99.6 98.9 35.0 0.9 108.0 12.0 239E-02 100.0 100.01 100.0 35.3 1.1 100.0 100.0 98.2 34.6 1.2 100.0 100.0 99.0 35.2 2.0 100.0 99.9 98.8 34.8 1.4 2.16E-02 100.0 100.01 99.2 32.5 2.4 100.0 100.0 100.0 34.3 2 1.17E-02 100.0 100.0 97.8 35.7 2.7 100.0 100.0 84.1 16.1 0.8 100.0 100.01 95.6 34.0 1.7 100.0 100.0 92.0 18.4 0.5 100.0 95.5 76.1 14.4 0.3 100.0 100.0 96.1 20.2 0.3 100.0 93.41 84.0 22.7 4.5 100.0 95.8 84.9 34.7 3.0 6.15E-03 100.0 100.0 97.4 15.7 0.0 100.0 93.6 82.7 15.8 0.2 100.0 98.1 94.7 22.1 0.41 111.5 10.0 3.00E-02 100.0 100.0 96.8 13.2 0.3 100.0 97.0 93.51 33.5 0.5 100.0 87.71 74.4 19.1 3.9 100.0 97.6 88.5 40.3 13.7 Page 4 of 6 W.O.#: 2561.01 TECTONICSUMMARY OF LABORATORY. PROJECT: Southold, Landfill CONSULTANTS �/ P.C. TEST RESULTS FOR SOIL LOCATION: Long Island, N.Y. , DATE: 05/03/2000 Sieve Analysis Results (% Passing) Standard Proctor Sample Date Depth Sample Coefficient of Max. No. Sampled (Feet) Source Soil Description 2" 1" 3/8"I.# 3/8"() #40 40 # 200 Opt. Permeability Sieve Sieve Sieve Sieve Sieve (PCF) W'C' (%) Borrow Pit P -D6-1 01/11/2000 6' Level I Lt Bwn c -f SAND, some c -f Gravel, trace Silt 100.0 97.7 88.0 15.6 0.3 Borrow Pit P -D6-2 01/11/2000 14.5' Level II Lt Bwn c -f SAND, some c -f Gravel, trace Silt 100.0 97.71 84.4 17.31 0.4 Borrow Pit P -D6-3 03/03/2000 24'- 26' Level III Lt Bwn c -f SAND, little c -f Gravel, trace Silt 100.0 97.6 89.9 31.9 8.6 1.72E-03 Borrow Pit P -D6-4 03/03/2000 32'- 34' Level IV Lt Bwn m -f SAND, little c -f Gravel, little Silt 100.0 95.1 88.5 39.8 12.4 Borrow Pit P -D7-1 01/11/2000 7.5' Level I Lt Bwn c -f SAND, little c -f Gravel, trace Silt 96.1 96.1 91.4 15.7 0.1 Borrow Pit P -D7-2 01/11/2000 16' Level II Bwn m -f SAND, little c -f Gravel, trace Silt 100.0 98.8 91.0 22.1 0.9 Borrow Pit P -D22-2 N/A 14' Level II Lt Bwn c -f SAND, some c -f Gravel, trace Silt 100.0 97.1 85.0 12.4 0.2 Borrow Pit P -D23-1 01/13/2000 7' Level I Lt Bwn c -f SAND, little f Gravel, trace Silt 100.0 100.0 87.1 24.3 0.4 Borrow Pit P-DE5/6-3 03/03/2000 25'-26- Level III Lt Bwn c -f SAND, little c -f Gravel, trace Silt 100.0 97.3 83.7 23.4 4.7 Borrow Pit P-DE5/6-4 03/03/2000 33'- 35' Level IV Lt Bwn c -f SAND, little c -f Gravel, little Silt 100.0 90.9 87.5 37.2 13.6 Borrow Pit P -E2-2 N/A N / A Level II Lt Bwn c -f SAND, some c -f Gravel, trace Silt 100.0 94.8 79.5 23.1 0.3 Borrow Pit P -E4-1 01/11/2000 5.5' Level I Lt Bwn c -f SAND, little c -f Gravel, trace Silt 100.0 95.5 89.0 16.8 0.3 Borrow Pit P -E4-2 01/11/2000 14' Level II Lt Bwn m -f SAND, little c -f Gravel, trace Silt 100.0 96.9 91.4 27.4 0.4 Borrow Pit P -E4-3 03/03/2000 22'- 24' Level III Lt Bwn c -f SAND, some c -f Gravel, trace Silt 100.0 93.4 82.8 20.5 2.3 Borrow Pit P -E5-2 01/11/2000 . 8' Level 11 Lt Bwn c -f SAND, some c -f Gravel, trace Silt 94.7 87.2 71.9 8.5 0.1 Borrow Pit P -E5-3 01/11/2000 14' Level III Lt Bwn c -f SAND, some c -f Gravel, trace Silt 100.0 93.9 81.74 20.89 0.85 Borrow Pit P -E5-3 03/03/2000 24'- 26' Level III Lt Bwn c -f SAND, some c -f Gravel, little Silt 100.0 96.6 90.0 34.6 11.5 Borrow Pit P -E5 -4A 03/03/2000 30'- 36' Level IV Lt Bwn m -f SAND, trace c -f Gravel, trace Silt 100.0 97.9 94.4 36.0 6.5 6.07E-03 Borrow Pit P -E6-1 01/12/2000 5' Level I Bwn m -f SAND, trace c -f Gravel, trace Silt 100.0 99.0 98.0 34.9 0.5 Borrow Pit P -E6-2 01/12/2000 12' Level II Lt Bwn c -f SAND, some c -f Gravel, trace Silt, 100.0 97.8 84.7 19.4 0.8 Borrow Pit P -E6-3, 03/03/2000 24'- 26' Level III Lt Bwn c -f SAND, little f Gravel, trace Silt 100.0 100.0 88.8 26.9 5.1 Borrow Pit P -E7-1 01/12/2000 5' Level I Lt Bwn c -f SAND, little c -f Gravel, trace Silt 100.0 99.0 93.3 24.8 0.3 Borrow Pit P -F3-1 01/12/2000 6' Levet I Dk Bwn c -f Gravel and c -f Sand, trace Silt 92.6 78.1 59.7 7.5 1.4 Borrow Pit P -F4-1 01/12/2000 6' Level I Bwn c -f SAND, little f Gravel, trace Silt 100.0 100.0 91.1 13.0 0.2 Borrow Pit P -F4-2 01/12/2000 13' Level II Lt Bwn m -f SAND, trace c -f Gravel, trace Silt 100.0 99.3 95.5 25.3 0.5 109.5 10.5 4.13E-02 Page 5 of 6 W.O.#: 2561.01 TECTONIC ENGINEERING SUMMARY OF LABORATORY PROJECT- Southold Landfill CONSULTANTS P.C. TEST RESULTS FOR SOIL LOCATION: Long Island, N.Y. DATE: 05/03/2000 Sieve Analysis Results (% Passing) Standard Proctor Sample No. Date Sampled Depth (Feet) Sample Source Soil Description Coefficient of Permeability 2" Sieve 1" Sieve 3/8" Sieve # 40 Sieve # 200 Sieve Max. D.D. (PCF) pt. W.C. (/o) Borrow Pit P -F5-1 01/13/2000 5' Level I Lt Bwn c -f GRAVEL, some c -f Sand, trace Silt 92.7 67.8 41.4 7.6 0:9 130.5 6.51 1.72E-02 Borrow Pit P -F5-2 01/13/2000 12' Level II Lt Bwn c -f SAND, some f Gravel, trace Silt 100.0 100.0 89.4 22.6 0.5 Borrow Pit , P -F5-3 03/03/2000 30'- 36' Level III Lt Bwn m -f SAND, little c -f Gravel, trace Silt 100.0 94.0 89.4 32.8 5.3 Borrow Pit P -F5 -4A , 03/03/2000 23'- 25' Level IV Lt Bwn c -f SAND, little c -f Gravel, trace Silt 100.0 96.11 91.2 29.1 4.1 1.09E-02 Borrow Pit P -F6-1 01/13/2000 6.5' Level I Bwn m -f SAND, some c -f Gravel, trace Silt 100.0 100.0 86.0 22.9 0.4 Borrow Pit P-176-2 01/13/2000 12.5' Level II Lt Bwn c -f SAND, little c -f Gravel, trace Silt 100.0 99.5 89.3 26.7 3.8 Borrow Pit P -F6 -3A 03/03/2000 20'- 26' Level III Lt Bwn c -f SAND, little c -f Gravel, trace Silt 100.0 97.6 90.2 30.4 2.7 9.86E-03 Borrow Pit P -F7-1 01/13/2000 5' Level I Bwn m -f SAND, trace f Gravel, trace Silt 100.0 100.0 98.41 35.5 0.3 Borrow Pit P-FG5/6-3 03/03/2000 25'- 27' Level III Lt Bwn m -f SAND, trace f Gravel, trace Silt 100.0 100.0 96.0 37.5 1.7 Borrow Pit P -G4-1 01/12/2000 5' Level I Dk Bwn c -f SAND and c -f Gravel, trace Silt 100.0 92.5 64.2 11.7 0.3 Borrow Pit P-135-1 01/13/2000 5.5' Level I Bwn c -f GRAVEL and c -f Sand, trace Silt 100.0 75.5 51.6 5.8 0.4 Borrow Pit P -G5-2 01/13/2000 12.5' Level 11 Lt Bwn c -f SAND, little c -f Gravel, trace Silt 100.0 96.0 90.6 22.0 0.3 110.0 10.0 1.98E-02 Borrow Pit P -G6-1 01/13/2000 5.5' Level I Lt Bwn c -f SAND, some c -f Gravel, trace Silt 95.4 87.0 75.3 11.3 0.1 121.5 9.5 2.91 E-02 Borrow Pit P -G6-2 01/13/2000 12.5' Level II Lt Bwn c -f SAND, little c -f Gravel, trace Silt 100.0 100.0 88.9 35.8 0.6 Borrow Pit P -H5-1 01/12/2000 6' Level I Lt Bwn c -f SAND, little f Gravel, trace Silt 100.0 100.01 93.0 21.4 0.3 Borrow Pit P-1-16-1 01/12/2000 5' Level I Dk Bwn c -f SAND, some f Gravel, trace Silt 100.0 100.0 88.9 44.7 1.4 NOTE: The typical an ularit of all bulky grains can be described as rounded to subrounded. 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Box. 37, 70 Pl*asant Hill Road 11. I . Mountainville- NY 10953 t: SOIL SAMPLE LO CAT_ ' .!,---,% . �- . • �� - , - - ATTACHMENT B BORROW AND RECLAMATION AREA GRADING PLAN ♦ 1314/P0503001.doc r I �\ \ I 56 \ \ \ I \ FP \ SO \ 40 I 2 - 2 � 2 6 L I ' ..F J 1 I �8 20 N 22 L ro N N I • O • 00 Nt O to 1-4- NNN I r 24 GUIDERAIL(TYP.) (SEE DETAIL ON DWG. NO. 20) CONCRETE CURB LIMIT OF CAP (SEE DETAIL ON - - 24 DWG. NO. 18) - - - -_---I 28 306 0000 44 42 40 - �...., 48 _ DIR 1314/GEN-CONST FILE: 1314OC27 DATE: JEZ/3-23-00 NO DATE . (U REVISION INT UNAUTHORIZED ALTERATION OR ADDITION TO THIS DOCUMENT IS A VIOLATION OF SECTION 7209 OF THE NEW YORK STATE EDUCATION LAW. PROJECT ENGINEER T.F.M. DESIGNED BY: C.F.V. DRAWN BY. J.E.Z. CHECKED BY: E.W.P./D.S.G. I , , - 7V � 60 r� � - 30 28 - - •. •. ,, I r , , � J 26 4 �2 22 20 •, '• f•" ,fir ~~• '` _ - 20 18 \- - ;\ `\\. ' ' h I'• r 1 `\ 1, \ - + J \ Lo .} NNW p N r O _ ' 00 ` O CD o Fo I + + ,54 X> ILW I I 20 2422 " �83 6 0 00 DVIRKA AND BARTILUCCI CONSULTING ENGINEERS A DIVISION OF WILLIAM F. COSULICH ASSOCIATES, P.C. TOWN OF SOUTHOLD SUFFOLK COUNTY, NEW YORK SOUTHOLD LANDFILL CLOSURE GENERAL CONSTRUCTION BORROW AND RECLAMATION AREA GRADING PLAN 0 40' 80' 120' SCALE: 1"=40' PROJECT N0. DRAWING NO. 1314 DATE: SCALE: MARCH 2000 27 I 1"=40' I ATTACHMENT C REVISED PAGES OF SPECIFICATIONS E. Materials 1. The Gas Venting Layer shall be constructed from soil in the on-site borrow area which based on the testing report in .Appendix A is soil with a minimum coefficient of permeability of thefa-teLaial€er he Gas Venting EayeiF shall 1 x 10-3 cm/sec Z«aiE�ei-ia= e ei=erstTef sel-ee t , eleoma— inert, well: graded g-r�i-ialar maierial freffi-p3= equalled en site st-eek piles. iPTre selee t g s terial shall be free -e er�rre mateicial, reets, stc�s ehi nks e€-eai=th er elm shale—ere they s eft, �e er- di rabilit-y par -t i el es, eenstrtietren and demelitien debris, repreeessed er 3:eeyeled-sem-eenerete er ether fere- and based-dpen p�Fegdali€reatien testing -having less than, ten (10) percent efte mer a -l -by weight fines which pass the No. 200 sieve ai:id a l l*owe= Faate_ri al shall passes the 3,18 ineh-mle��. Any material in the borrow area which does not comply with the specified maximum fines percentage based on the testing presented in Appendix A shall not be acceptable for use in construction of the gas venting layer. ane- RIni:-eeeffie-lent-ef eebd:!itzy-ef the matei=lal fei= the Gas�VingE,ye:e shall 4: iE 4:9-3 emlee-a-s--detze±T-ftiTedby-ASTH D2434 = resp. fer Pe±T-fteabii4a-y—ef—Gi=anlaL= Seils (Genstant Head) as etelcfainedby preegfxa3if iea-tien testing. 2-3. The Gas Venting Layer soil shall be free of any organic material, roots, stumps, chunks of earth or clay, shale or other soft, poor durability particles, construction and demolition debris, reprocessed or recycled soils, concrete or other foreign materialT-he er mss. ♦1314\F0504002.DOC 4 .2 -3 F. Execution 1. The Contractor shall utilize the prequalifie specified on-site borrow area soil for construction of the Gas Venting Layer fi az. 2. The Gas Venting Layer material shall not be placed or compacted in a frozen condition or upon frozen or saturated surfaces, nor shall mud, snow, ice or frozen earth be incorporated in the material. 3. Unless otherwise specified or directed by the Engineer, the material shall be placed in one compacted lift, and spread in a manner assuring uniform lift thickness after placing. Unless otherwise directed by the Engineer, the minimum compacted lift thickness shall be no less than 12 inches in uniform thickness and comply with the lines and grades as shown on the Drawings. 4. The Contractor shall exercise extreme care in placing and spreading the Gas Venting Layer - material in order not to damage or displace the underlying geotextile or prepared subgrade, as appropriate. 5. Heavy equipment used for placing and spreading the Gas Venting Layer material shall be of the low ground pressure type. No construction equipment shall be permitted to travel directly on the underlying geosynthetics or prepared subgrade after acceptance. The placement equipment shall operate only over previously placed Gas Venting Layer soil. 6. The maximum ground pressure of the equipment used to place the Gas Venting Layer material shall be 4.7 psi. A minimum thickness of 1 foot of Gas Venting Layer material above the geotextile is required in order to allow operation of the low ground pressure equipment over the geotextile or prepared subgrade, as appropriate. 7. The Gas Venting Layer material must be pushed up the side slopes, never down. The Contractor's operation shall be conducted in such manner to prevent undue stress from being imposed on the geotextile. ♦1314\F0504002.DOC 4 .2 -4 25. The rate of placement of the Gas Venting Layer shall coincide with the placement of the underlying geotextile in order to ensure that the geotextile is not exposed to the elements for more than 14 days after placement. 26. The Contractor shall repair any damage to the Gas Venting material between the time of testing and acceptance. The Contractor shall in the presence of the Engineer visually inspect the upper surface of the Gas Venting Layer for angular particles protruding from the surface and remove any such particles and repair the surface to comply with the requirements of the specifications. The Contractor shall protect the Gas Venting Layer from blowing litter, dust, debris or other contamination and shall repair, or remove and replace any contaminated material as directed by the Engineer, all at no additional cost to the Owner. 27. In the event that the de ;_eLne ,rte placed material is perceived to differ from the approved material based ori visual examination, the Engineer shall sample the subject material for analysis. Testing of the material shall be in accordance with the specified testing protocols. If the test results for the subject material are not in conformance with the Specifications, the subject material will be rejected and any of the subject material which has been placed will be removed,, from the Project Site and replaced at no additional cost to the Owner. If the subject material is in conformance with the Specifications, the new laboratory test results shall be utilized for the determination of in-place density and moisture content. 28. The thickness of the in-place Gas Venting Layer will be checked after the completion of the work on a 100 - foot by 100 -foot grid pattern and by digging test holes, by hand, with a shovel to the geotextile surface or prepared subgrade surface, as appropriate. The size of the test hole shall not exceed one -foot in diameter. The Contractor shall be responsible for digging holes in the Gas Venting Layer to allow for the measurements to be taken by the Engineer. The thickness of the lift shall be measured at three equally spaced locations in the excavated hole up to the grade surface. A straightedge or board should be used to span the hole to reference the grade surface. ♦ 1314\F0504002 . DOC 4 .2 -8. condition suitable for installation of geomembrane, including any repair or rework as required by the Engineer or the Geomembrane Installer. b. Prior to each day's liner deployment, the geosynthetic 'installer shall certify in writing that the surface on which the geomembrane will be installed is free of angular stones and protruding objects that can damage the geomembrane, and is free from frozen ground, frost, standing water, surface saturation, or which has been subjected to desiccation cracking. This certification of acceptance shall be given to the Engineer prior to commencement of geomembrane installation in the area under consideration. C. Prior to the placement of geomembrane, the Contractor/Geomembrane Installer shall verify: • The Contractor's surveyor has verified all lines and grades in areas of placement. • The soil layer beneath the geomembrane meets the specification requirements, including compaction. d. Special care should be taken to maintain the prepared soil surface. e. Any damage to subgrade caused by installation activities shall be promptly repaired at the Contractor's expense. f. No loose soil shall be allowed beneath the geomembrane. g. The anchor trench shall be excavated' prior to geomembrane placement, to the lines and grades shown on the Drawings. The trench shall have a configuration as shown on the Drawings. h. Slightly rounded corners shall be provided in the trench where the geomembrane enters the trench so as to avoid sharp bends in the geomembrane. ♦ 131.4\F0504002 . DOC 4.3-18 C. Submittals Prior to start of work, the Contractor shall submit a written description of manpower, equipment and procedures to be used for placement and compaction of materials. D. Delivery, Storage and Handling 1. Barrier Protection Layer material from approved ones€ -site sources only shall be demo=er-ed to the see— n stockpiled (if necessary) in an area selected by the Contractor and approved by the Engineer. The material shall be stockpiled on top of plastic sheeting so as not to contaminate the material with the underlying soils. 2. All Barrier Protection Layer material shall be adequately protected to preserve the fitness and the quality of the material. 3. The Barrier Protection Layer material shall be transported to the site and to the liner area in clean equipment, E. Materials 1. The Barrier Protection Layer shall be constructed from soil in the on-site borrow area which based on the testing report in Appendix A is a soil with a minimum coefficient of permeability of 1 x 10-3 cm/sec having less than 15 percent by weight fines which pass the No. 200 sieve. Any material in the borrow area which 'does not comply with the specified maximum fines percentage based on the testing presented in Appendix A shall not be acceptable for use in construction of the barrier protection layer. Faat=errial. ficemLe=o=ed—eff site bbrrew area shall be vii -gin, s^crcet=-, e-lenir inert, well graded—gram la ffat—erial—rrzc�z grant mei- i a shall b. _ faFee f—_,ny material,fireet, stumps,ehunks--et earth e3 elay, shale —ems ether s e €t�eerdi:irab i l -i ty p acre l es, e ensti=ue t i e n and deme l i -t -rear -debris , r-ep re ees s ed—ems ♦ 1314\F0504002 . DOC 4 .5 -5 refeyeled sells, eenerete erether fereign i:ftater-!- and eenferm te the fellewinggr-adatien. Ne. 299 04: =5 2. The Barrier Protection Layer soil shall be free of any organic material, roots, stumps, chunks of earth or clay, shale or other soft, poor durability particles, construction and demolition debris, reprocessed or recycled soils, concrete or other foreign material. 4-3. All material shall be subject to inspection by the Engineer. Material not meeting the above specifications shall not be accepted. ♦ 1314\F0504002 . DOC 4 .5 -6 la. LUZ- - ♦ 1314\F0504002 . DOC 4 .5 -6 F. Execution 1. The Contractor shall utilize the specified p3=eqidalified on-site borrow area soil for construction of the Barrier Protection Layer fftateL-ial and then as eentingene ', the ""ate' al f-refr-the of f site berme=oot-s ewe a a-di=eet ed by E 2. The Barrier Protection Layer material shall not be .placed or compacted in a frozen condition or upon frozen or saturated surfaces, nor shall mud, snow, ice or frozen earth be incorporated in the material. 3. Unless otherwise specified or directed by the Engineer, the material shall be placed and spread in a manner assuring uniform lift thickness after placing. Unless otherwise directed by the Engineer, the minimum compacted lift thickness shall be no less than 12 inches and comply with the lines, grades and details shown on the plans. 4. The Contractor shall exercise extreme care in placing and spreading the Barrier Protection Layer material in order not to damage or displace the underlying geomembrane or geocomposite. 5. The Contractor and the Engineer shall examine the surface of the geomembrane or geocomposite prior to the placement of the Barrier Protection Layer. Any damage or defects, in the geomembrane or geocomposite shall be repaired, tested and documented prior to the placement of the Barrier Protection Layer. In addition, any litter, debris, sharp objects, or other contaminants or deleterious materials shall be removed from the surface of the geomembrane or geocomposite prior to the placement of the Barrier Protection Layer. ♦ 131.4\F0504002 . DOC 4. 5 -7