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Golder Associates Inc. 2430 North Forest Road, Suite 100

Getzville, NY 14068 USA Tel: (716) 204-5880 Fax: (716) 204-5878 www.golder.com

Golder Associates: Operations in Africa, Asia, Australasia, Europe, North America and South America

February 13, 2012 113-89266 Ms. Rebecca Zayatz Waste Management of New York, LLC 10860 Olean Road Chaffee, New York 14030

RE: CURRENT CONDITIONS - EAST BORROW AREA LETTER REPORT CHAFFEE LANDFILL, CHAFFEE, ERIE COUNTY, NEW YORK

Dear Ms. Zayatz:

Golder Associates Inc. (Golder) has prepared this letter report summarizing the activities performed in the

East Borrow Area at the Chaffee Landfill in Erie County, New York (Site) from the initial construction of

the stormwater ponds in May 2011 to the current condition as of December 31, 2011. The location of the

East Borrow Area on the Site is shown on Figure 1.

PROJECT PARTICIPANTS Golder was retained by WMNY as the construction quality assurance (CQA) Consultant to provide part-

time, independent, monitoring of all activities related to the construction of the East Borrow Area. These

activities included clearing and grubbing, earthworks, sedimentation basin construction, outlet structure

installation, and other applicable appurtenances associated with the East Borrow Area.

McMahon & Mann Consulting Engineers, P.C. (MMCE) is the Design Engineer and prepared the

Operational and Reclamation Plans (Sheet Nos. 1 to 7), dated March 2009 (referred to hereinafter as the

“Construction Drawings”) used for permitting and construction of the East Borrow Area. Engineers from

MMCE were consulted throughout construction of the sedimentation basin. One slight modification was

made to preserve the southern limit tree line which resulted in a reduction of material to be removed such

that the final grades of the pond are well within the permitted limits.

EnSol Inc. of Niagara Falls, New York provided construction management on behalf of WMNY over all of

the various construction contractors on the project. Ryan Central Inc. (Ryan) of Jamesville, Wisconsin

was the earthworks contractor for construction activities within the East Borrow Area. Zoladz

Construction Co., Inc. (Zoladz) of Alden, New York was the clearing and grubbing contractor. Southern

Tier Consulting, Inc. of West Clarksville, New York was the aquatic plantings contractor.

Ms. Rebecca Zayatz February 13, 2012 WMNY 2 113-89266


Clearing/Stripping Activities Zoladz performed the clearing and grubbing operations in the sedimentation basin area beginning in May

2011 and completed in June 2011 totaling approximately 7 acres which includes the roadway into the

borrow area, a material stockpile location, and the sedimentation basin. Ryan began the stripping and

hauling of topsoil material from the sedimentation basin area on June 29, 2011 and completed stripping

and hauling operations on July 13, 2011 for approximately 7 acres. The topsoil was stripped using a

Caterpillar D6 bulldozer to an approximate depth of one foot. The material was stripped, pushed into

stockpiles, and hauled by Ryan to designated stockpiles located in the East and West Borrow Areas.

Ryan utilized a John Deere 450 or a Caterpillar 345D excavator to load material and up to three (3) 40-ton

Volvo end dumps to haul material to the designated stockpiles.

SEDIMENTATION BASIN CONSTRUCTION

Subgrade Ryan began construction of the East Borrow Area sedimentation basin subgrade on July 14, 2011 and

completed subgrade activities on September 12, 2011, focusing efforts initially on the permanent pool and

then the forebay. The entire area within the sedimentation basin required cut. The area that required cut

was excavated using a Caterpillar 345D excavator and the soil was used as embankment fill material in

future Cell 2 to achieve subgrade elevations. Three (3) 40-ton Volvo end dumps were used to haul

material to Cell 2. The final subgrade elevations in the sedimentation basin were field verified using

grade stakes placed by Ryan.

Low Permeability Soil

The entire base of the permanent pool and the forebay consisted of a low permeable gray clay material.

The low permeability soil was spread by bulldozer and compacted with a Caterpillar 563 smooth drum

vibratory compactor. Lift thickness was field verified by Golder. Final compacted lift thickness was no

less than nine inches as field measured by Golder.

Golder provided part-time CQA monitoring during construction of the low permeability soil liner to

document lift thickness, compaction procedures, field moisture/density, and final grading. Golder

obtained two soil samples from the east borrow area to perform laboratory pre-construction testing. The

results are provided in Attachment 1. Compaction of the low permeability soil liner was monitored by field

testing performed by Golder using a Troxler 3440 nuclear moisture/density gauge in accordance with

ASTM Methods D6938. Field nuclear moisture/density tests were taken on a regular basis throughout

construction at a minimum frequency of nine per acre per lift. The results of all field moisture/density tests

taken in the permanent pool and forebay are provided in Attachment 1.



A field sketch which shows the approximate locations of all field moisture/density performed in the

sedimentation basin is provided in Attachment 1. The estimated area of the permanent pool and the

forebay is approximately 1.8 acres. A total of 18 tests were taken, resulting in a frequency of 10 per acre

per lift which exceeds the minimum requirement. All tests achieved a minimum of 90 percent of the

modified Proctor maximum dry density.

Golder performed thickness measurements in the field to verify a minimum of nine inches of low

permeability soil material was placed throughout the permanent pool and the forebay. Completed

sections of the low permeability soil liner were surveyed by Wendel Duchscherer (Wendel) at

predetermined locations on a 50-foot square grid, at the toes and crests of the perimeter berm, and at all

grade breaks. The tolerance used for the top of the low permeability soil liner was -0.0 to +2.0 inches. A

topographic plan of the low permeability soil liner based on the field survey is shown on Drawing No. 1

entitled, “East Borrow Area” provided in Attachment 2.

Topsoil

Topsoil was placed to a nominal depth of 4 to 6 inches over the entire forebay and permanent pool. Topsoil

was obtained from an on-site stockpile that was created during the clearing operations for the East Borrow

Area sedimentation basin construction.

Topsoil thickness is specified as 6 inches on Detail 4 of Construction Drawing No. 5. During construction,

topsoil was placed to a nominal depth of 4 to 6 inches and was verbally approved by the Design Engineer.

Topsoil was spread and graded by a Caterpillar D6 bulldozer.

Seeding Seeding of the forebay and permanent pool side slopes was performed by D&H Excavation (D&H) of Arcade,

New York, as a subcontractor to Ryan, using a mix of seed, fertilizer, and straw mulch. Documentation on

the grass seed blend, as provided by D&H, is included in Attachment 3. The premium seed mix used by

D&H consisted of a blend of Tall Fescue, Annual Rye, Perennial Rye, and Common White Clover. A copy of

the seed mixture label is provided in Attachment 3.

Aquatic Plantings The aquatic benches and bottom of the forebay and permanent pool consisted of plantings of pond weed,

water celery, common hornwort (coontail), spatterdock, rice cut grass, swamp smartweed, water smartweed,

yellow water lily, and watershield. Plantings inside the permanent pool and the forebay were performed by

Southern Tier Consulting, Inc. (STCI) of West Clarksville, New York in the fall of 2011. The aquatic planting

submittal from STCI is provided in Attachment 4.



Forebay An emergency spillway was constructed in the berm between the forebay and the permanent pool which

consisted of a 20-foot wide channel approximately 1 foot below the top of the permanent pool crest in

accordance with the Construction Drawings. An erosion control mat was placed in the 20-foot wide

channel across the berm. The erosion control mat consisted of material left over from previous

construction activities at the Site and consisted of a North American Green product but the specific type

was unknown. The erosion control mat was installed using staples provided by the manufacturer.

Sufficient staples were installed to meet the general manufacturer installation requirements for erosion

control matting.

Permanent Pool Ryan installed a 12-inch diameter Standard Dimensional Ratio No. 17 (SDR-17) high density polyethylene

(HDPE) drain pipe with a 12-inch poly-vinyl chloride (PVC) gate valve from the permanent pool to the

emergency spillway to drain stormwater. The SDR-17 HDPE drain pipe was considered an upgrade to

the corrugated polyethylene pipe called out in Stormwater Drainage Note No. 1 on Construction Drawing

No. 7. In addition, the gate valve was also considered an upgrade to the valve specified in Stormwater

Drainage Note No. 6 on Construction Drawing No. 7. The cut sheet on the gate valve is provided in

Attachment 5. Ryan installed a 36-inch diameter HDPE perforated riser section at the inlet of the drain

pipe in accordance with Detail 2 on Construction Drawing No. 7. The inlet structure was equipped with a

removable grate as identified on Detail 3 of Construction Drawing No. 7. A cut sheet on the riser section

and removable grate is provided in Attachment 5.

An emergency spillway was constructed of riprap material from 1-foot below the top of the permanent

pool berm into the 100-foot wetland buffer area in accordance with Detail 1 on Construction Drawing No.

7. Ryan removed existing soil materials within the emergency spillway to allow the placement and proper

grading of the riprap material. Once the subgrade was graded, Ryan installed a 6 ounce per square yard

non-woven separation geotextile followed by approximately 30 inches of medium to heavy riprap as

required by Detail 2 on Construction Drawing No. 6.

Following completion of fine grading, the locations and elevations of all surface water features were surveyed

by Wendel. Survey information is shown on Drawing No. 1 entitled “East Borrow Area” provided in

Attachment 2.



GROUNDWATER MONITORING WELLS

Decommissioning

One (1) existing 2-inch diameter PVC monitoring well (SB4-08) located inside the footprint of the current

East Borrow Area was successfully decommissioned on August 10, 2011. Monitoring well

decommissioning was performed by Earth Dimensions, Inc. (EDI) and decommissioning activities were

overseen by a Golder geologist. EDI used 4.25-inch ID HSAs to overdrill the borehole past the total depth

of the well completion. The well decommissioning procedures used were consistent with the well

decommissioning protocols described in Appendix C of the Environmental Monitoring Plan (EMP) for

Chaffee (McMahon & Mann, February 2005). Golder previously prepared a separate report “East Borrow

Area Groundwater Monitoring Well SB4-08 Decommissioning and Gas Probe GP-28 Installation” dated

September 30, 2011 for the decommissioning activities, a copy of which is provided in Attachment 6.

CONCLUSION

Approximately 7 acres of the East Borrow Area has been cleared and grubbed to date. Only the

sedimentation basin area has been excavated to final grades and received permanent reclamation.

Photographs of the East Borrow Area construction in 2011 are provided in Attachment 7.

We trust that this letter report and attachments are satisfactory. If you have any questions, please do not

hesitate to call Mike Bracci at (716) 204-5880.

Very truly yours

GOLDER ASSOCIATES INC.

Michael L. Bracci Francis T. Adams, P.E. Senior Engineer and Associate Practice Leader and Associate MLB/FTA:dml Attachments cc: Ms. Rebecca Zayatz, WMNY

Mr. Tom Lewis, WMNY

DPawlik

Text Box

Not an original copy.

ATTACHMENT 1

LABORATORY PRE-CONSTRUCTION TESTING RESULTS

AND FIELD MOSITURE/DENSITY TESTING










December-2011 113-89266-02

TABLE 1

FIELD MOISTURE/DENSITY TEST SUMMARY

WMNY/EAST BORROW AREA CONSTRUCTION CQA/NY

SECONDARY CLAY LINER

DEPTH DRY MOISTURE PROCTOR CURVE PERCENT

DATE TEST TESTED LIFT DENSITY CONTENT CURVE MAX D.D. OPT. M.C. MODIFIED PASS/ RETEST

NO. (in.) NO. (pcf) (%) NO. (pcf) (%) PROCTOR FAIL** NO.

09/12/11 EBA-01 12 FOREBAY 124.9 11.8 EF-16 & 17 132.2 9.0 94.5 PASS










09/12/11 EBA-11 6 POND 119.6 13.1 EF-16 & 17 132.2 9.0 90.5 PASS

09/12/11 EBA-12 6 POND 120.2 13.7 EF-16 & 17 132.2 9.0 90.9 PASS

09/12/11 EBA-13 6 POND 124.8 12.5 EF-16 & 17 132.2 9.0 94.4 PASS

09/12/11 EBA-14 6 POND 124.2 12.4 EF-16 & 17 132.2 9.0 93.9 PASS

09/12/11 EBA-15 6 POND 124.7 12.5 EF-16 & 17 132.2 9.0 94.3 PASS

09/12/11 EBA-16 6 POND 122.5 11.8 EF-16 & 17 132.2 9.0 92.7 PASS

09/12/11 EBA-17 6 POND 119.4 13.5 EF-16 & 17 132.2 9.0 90.3 PASS

09/12/11 EBA-18 6 POND 121.2 12.5 EF-16 & 17 132.2 9.0 91.7 PASS

NOTES:

** Plot of moisture content and dry density falls within appropriate acceptance compaction window (ACW).

F/N: EBA Secondary Clay Summary.xls Golder Associates Page 1 of 1


ATTACHMENT 2

RECORD DRAWINGS


ATTACHMENT 3

GRASS SEED MIXTURE


1

Marchese, Russell

From: Bracci, MikeSent: Monday, December 05, 2011 3:28 PMTo: Marchese, RussellSubject: FW: Seed mixes

Old email sent to D&H for seed mixes.

From: Bracci, Mike

Sent: Wednesday, September 07, 2011 12:09 PM

To: '[email protected]'

Subject: Seed mixes

East and West Borrow area – approx 5 acres

Cells 4,5,6 new landfill slopes – approx 6 acres

Seed Mix:

Common white clover 8 lbs/acre

Tall fescue 20 lbs/acre

Perennial Ryegrass 10 lbs/acre

*Additional ryegrass as needed

OLD Landfill – approx 7 acres

Seed Mix:

Perennial Ryegrass 10 lbs/acre

Kentucky Bluegrass 20 lbs/acre

Strong Creeping Red Fescue 20 lbs/acre

Chewings Fescue 20 lbs/acre

Hard Fescue 20 lbs/acre

White Clover 10 lbs/acre

*additional ryegrass as needed

ATTACHMENT 4

AQUATIC PLANTING SUBMITTAL


ATTACHMENT 5

RISER SECTION AND REMOVABLE GRATE








ATTACHMENT 6

MONITORING WELL SB4-08 DECOMMISSIONING REPORT

g:\projects\2011 buffalo projects\113-89266 wmny cell 3 cqa\gp-28 & eba well decom\gp-28-eba well letter.docx

Golder Associates Inc. 2430 N. Forest Road, Suite 100

Getzville, NY 14068 USA Tel: (716) 204-5880 Fax: (716) 204-5878 www.golder.com

Golder Associates: Operations in Africa, Asia, Australasia, Europe, North America and South America

Golder, Golder Associates and the GA globe design are trademarks of Golder Associates Corporation

September 30, 2011 113-89266

Ms. Mary McIntosh New York State Department of Environmental Conservation Division of Solid and Hazardous Materials – Region 9 270 Michigan Avenue Buffalo, New York 14203-2999 RE: LETTER REPORT ON THE EAST BORROW AREA GROUNDWATER MONITORING WELL

SB4-08 DECOMMISSIONING AND GAS PROBE GP-28 INSTALLATION - CHAFFEE LANDFILL, CHAFFEE, ERIE COUNTY, NEW YORK

Dear Ms. McIntosh: On behalf of Waste Management of New York L.L.C. (WMNY), Golder Associates Inc. (Golder) has prepared this letter report to the New York State Department of Environmental Conservation (NYSDEC) documenting the decommissioning of existing groundwater monitoring well SB4-08 in the East Borrow Area of the Chaffee Landfill in Chaffee, Erie County, New York. In addition, this letter also addresses the installation of new gas monitoring probe GP-28 installed south of Cell 3 at the Chaffee facility, as described below.

1.0 MONITORING WELL SB4-08 DECOMMISSIONING

Pursuant to Title 6 of the Official Compilation of Codes, Rules and Regulations of the State of New York (6NYCRR), Part 360-2.11 of the New York State Solid Waste Regulations, WMNY requested that Golder decommission existing groundwater monitoring well SB4-08 located on the east side of the current footprint of the East Borrow Area at the Chaffee Landfill. The 2-inch diameter PVC well located inside the footprint of the current East Borrow Area (SB4-08) was successfully decommissioned on August 10, 2011. The well was previously installed into the underlying outwash sand and gravel unit using 4.25-inch inside diameter (ID) hollow stem augers (HSAs) on August 18, 2008. Monitoring well decommissioning was performed by Earth Dimensions, Inc. (EDI) and decommissioning activities were overseen by a Golder geologist. EDI used 4.25-inch ID HSAs to overdrill the borehole past the total depth of the well completion. The well decommissioning procedures used were consistent with the well decommissioning protocols described in Appendix C of the Environmental Monitoring Plan (EMP) for Chaffee (McMahon & Mann, February 2005).

In general, well SB4-08 was overdrilled to approximately 1.5 feet below the total depth of the original soil boring as shown on the soil boring logs as follows:

Golder and EDI personnel arrived at the well site and prepared the well for decommissioning;

Well SB4-08 was overdrilled using 4.25-inch ID HSAs;

The well assembly was pulled from the borehole;

The borehole was backfilled from the bottom of the borehole with grout placed using tremie methods to near ground surface (see Golder decommissioning log presented in Attachment A).

Ms. Mary McIntosh September 30, 2011 New York State Dept of Env Conservation 2 113-89266


An exception to the original well decommissioning plan was made at the well location. During removal of the well assembly (following initial overdrilling to original borehole depth of 51.5 ft.), the well screen portion of the well assembly inside monitoring well SB4-08 was broken during removal, and the lower 8-feet of the well screen could not initially be retrieved. To resolve this issue, EDI pulled out the augers approximately 6-feeet and re-advanced the augers an additional 1.5 feet (to a total overdrill depth of approximately 53 ft. below ground surface), to grind down the remaining well screen portion. Decommissioning then continued as indicated above. Cuttings (flushed up from depth at the well location) and well materials were removed from the well location by EDI and disposed of in the current operating landfill.

A monitoring well decommissioning field log and marked-up copy of the monitoring well installation diagram were prepared for the well. The forms summarize the materials used to decommission the well, the length of the well overdrilled, and the date the well was decommissioned. The monitoring well decommissioning field log and the marked-up copy of the monitoring well installation log are presented with this letter as Attachment A. Decontamination procedures are discussed at the end of section 2.0 of this report

2.0 GAS PROBE GP-28 INSTALLATION

As part of this drilling program, one gas monitoring probe (probe), designated as GP-28, was installed to monitor potential landfill gas migration around the footprint of newly constructed Cell 3 of the Western Expansion. The gas monitoring probe installation procedures followed for the installation of probe GP-28 are specified in the EMP for the Western Expansion, Appendix A of the EMP. The gas probe location and depth were provided by McMahon & Mann Consulting Engineers, PC (MMCE). It should be noted that the location of gas probe GP-28 was modified in the field by Golder and MMCE since the original location of the probe at the southeast corner berm road of Cell 3 was not yet constructed to design grade. The new gas probe location for GP-28 was approved by the NYSDEC prior to commencement of drilling and installation activities and the probe location is presented on the attached Figure provided by MMCE entitled “Chaffee Facility -Environmental Monitoring Plan Monitoring Well And Gas Probe Locations”, presented as Attachment B. In addition, the location of proposed probe GP-29 (south of Future Cell 1) was also modified to ensure approximately 400-ft. of distance between probes.

Consistent with depths for previously installed gas probes for the Western Expansion, MMCE recommended that gas probe GP-28 be installed to an installation depth of 5-ft below the Cell 3 sump elevation as the clay till groundwater elevation was expected to be deeper at this location. The installed well screen interval was approved by the on-site NYSDEC personnel prior to construction. (Historical e-mail correspondence on probe depths is provided in Attachment A.) Wendel Duchscherer Architects & Engineers surveyed the preliminary location, staked the modified probe location, and Golder collected the installed elevation and location information using survey equipment provided by the construction contractor.

EDI installed the probe, with Golder providing field oversight of the drilling and gas probe installation activities. A NYSDEC representative was on site throughout the drilling and installation activities for GP-28. Drilling activities for probe GP-28 installation took place on August 11, 2011 and the following discussion provides an overview of the methods that were utilized to install probe GP-28 at the Chaffee Landfill:

1. All drilling equipment (i.e., drill rig, all tools and tool boxes, and all drill rods, plugs, water tank and augers) was decontaminated at a temporary decontamination pad set up at the south side of existing Cell 4 landfill upon arrival on site. Decontamination procedures are discussed at the end of this section of this report.

2. The drillers and Golder’s oversight geologist arrived at the modified staked gas probe location and prepared the rig for drilling. The modified probe location was surveyed and staked by Wendel in accordance with locations provided by McMahon & Mann, as part of the approved EMP.



3. Drilling was completed with 3¼-inch inside diameter (I.D.) hollow stem augers (HSAs).

4. Standard sampling was performed in areas of fill, while continuous split spoon sampling was performed past the fill depth into native, undisturbed soils using American Society for Testing and Materials (ASTM) D 1586-99, Method for Penetration Test and Split-Barrel Sampling of Soils from ground surface through the total depth of the probe. Table 1 presents a revised summary of the sampling locations and approximate sampling depths for each gas probe location installed to date in the western Expansion area, included as Attachment C.

5. Blow counts were recorded on sample jars and the boring log. Soil samples were then described by a qualified geologist using the Unified Soil Classification Systems (USCS).

6. Samples were subsequently placed in glass observation jars for stratigraphic record and archived at the site.

7. Depth to groundwater, if present, in native overburden sediments was noted for the probe location.

8. Approximately 0.5 foot of clean, inert, nominal 3/8-inch diameter pea gravel was tremied to the bottom of the borehole.

9. The probe screen and riser, being cleaned, wrapped, and heat sealed at the factory, were not steam cleaned prior to installation.

10. The probes were constructed of one-inch inside diameter (ID) schedule 40 polyvinyl chloride (PVC) riser and a fifteen-foot continuous wrapped PVC wire screen with a slot opening of 0.010-inches (10 slot). Screen and riser pipe sections were threaded together to construct the probe. Factory installed Viton "O" rings on the male ends of the screens and risers were removed prior to threading together the pipe sections. The probe was installed in such a way that the top of the probe generally had a minimum 30-inch stickup above ground surface. The screen and riser pipe sections were placed into the borehole with a bottom end cap in place, while a 1-inch long PVC sample port, complete with a brass hose barb connection and valve, was affixed to the top of the riser after probe installation.

11. 3/8-inch dia. pea gravel was dropped from the surface or tremied to the bottom of the borehole through the annulus of the HSAs while slowly retrieving the augers from the borehole with frequent measurement of the gravel filter pack thickness. The filter pack, when complete, was extended a minimum of 2 feet above the probe screen within the borehole. The augers were again moved up the borehole to a position slightly above the gravel pack, and the top of the gravel pack was measured and recorded.

12. A choker-sand (#0 Morie coarse) was dropped from the surface or tremied on top of the gravel pack to complete the screen and gravel pack interval of the probe.

13. A layer of dry bentonite chips approximately one foot thick was added above the filter pack. The chips were allowed to hydrate for approximately 30 minutes and the depth to the top of the bentonite seal was measured and recorded. Approximately six inches of choker sand (#00 Morie fine) was placed on top of the bentonite seal prior to placement of the bentonite-cement grout.

14. Grout slurry composed of bentonite, cement, and water was mixed in accordance with the EMP specifications. Bentonite and water were premixed prior to adding cement. The ratio of the grout mixture were as follows:



1.5% to 3.0% weight - Dry Bentonite 40% to 60% weight - Cement (Portland Type I) 35% to 55% weight - Potable Water

The grout slurry was tremied into the borehole up to within one foot of the ground surface and allowed to set for over 24 hours.

15. The area for the probe surface seal was excavated around the probe and a 12-inch diameter “sono tube” was placed into the excavation to a depth of up to 36 inches. The area around the sono tube was backfilled with excavated soil. The sono tube was then filled with cement and shaped at the surface to prevent surface water from ponding and entering the probe protective casing.

16. A 4-inch diameter steel protective casing with locking cap was pushed into the cement surface seal so that the top of the protective casing was from 0.5 foot to 1.0 foot above the top of the riser pipe. Dry 3/8-inch dia. pea gravel was placed on top of the cement grout inside of the protective casing. Drain holes were drilled into the protective casing at approximately the bentonite/sand interface, and vent holes were drilled through the riser top cap.

17. Locks were subsequently placed on the well protective casings.

Material quantities for the probe were recorded including the amount of pea gravel, bentonite chips, grout, length of well screen and riser pipe footage. A detailed soil boring log and gas probe installation log prepared by Golder are provided in Attachment D.

Drilling equipment (i.e. drill rig, tools, drill rods, plugs, and augers) used during the drilling program was decontaminated prior to all drilling activities and at the completion of the project. Decontamination was performed at a temporary decontamination pad set up at the south side of Cell 4. Decontamination was performed using a high-pressure washer using water from a water supply well from the former “greenhouse”. Equipment was thoroughly washed and where appropriate, a wire brush was used to remove visible soils adhering to the equipment. The equipment was allowed to air dry prior to transport to the next boring location.

3.0 CONCLUSION

One groundwater monitoring well located on the east side of the current footprint of the East Borrow Area at the Chaffee Landfill was successfully decommissioned in accordance with the Environmental Monitoring Plan for the Western Expansion and 6NYCRR, Part 360-2.11 of the New York State Solid Waste Regulations. In addition, one gas monitoring probe was installed for the Western Expansion at the Chaffee Landfill on August 11, 2011. The probe was installed at a modified location from the original design location to maintain a distance of approximately 400 feet between gas probes along the crest of the perimeter berms, as the berm road south of Cell 3 was not yet constructed to design grade. Gas probe construction



activities as summarized within this report were completed in accordance with the Environmental Monitoring Plan for the Western Expansion and 6NYCRR, Part 360-2.11 of the New York State Solid Waste Regulations. Very truly yours, GOLDER ASSOCIATES INC.

Russell J. Marchese Michael L. Bracci Senior Project Geologist Senior Engineer and Associate cc: Ms Rebecca Zayatz, WMNY Mr. Tom Lewis, WMNY

Attachments: Attachment A: NYSDEC and MMCE Correspondence Attachment B: Monitoring Well Decommissioning Field Form and Mark-Up Well Installation

Log Attachment C: Gas Probe Location Map Attachment D: Revised Gas Probe Construction Summary Attachment E: Soil Boring and Gas Probe Installation Logs

RJM/MLB:dml

ATTACHMENT A

NYSDEC AND MMCE CORRESPONDENCE

Caption Text





1

Marchese, Russell

From: Zayatz, Rebecca [[email protected]]Sent: Tuesday, September 27, 2011 10:54 AMTo: Marchese, RussellSubject: FW: Chaffee Info

Rebecca P. Zayatz Market Area Engineer Waste Management of New York 1550 Balmer Road, P.O. Box 200 Model City, NY 14107 716-286-0279 Phone 716-286-0224 Fax 716-316-6986 Mobile

Waste Management's renewable energy projects create enough energy to power over 1 million homes. Think

Green.

From: Andrew Nichols [mailto:[email protected]] Sent: Tuesday, September 27, 2011 10:49 AM

To: Zayatz, Rebecca

Subject: Fw: Chaffee Info

Becky Below are the emails I sent to Mike. The coordinates listed in this email were subsequently revised since it would have conflicted with the haul roads. The 25' listed in this email is based on a top elevation of 1486 and a bottom of 1461, which would have been 5' below the cell 3 sump.

Andrew J. Nichols, P.E.

McMahon & Mann Consulting Engineers, P.C.

ph 716-834-8932

fax 716-834-8934

----- Original Message ----- From: Andrew Nichols To: Bracci, Mike Sent: Wednesday, August 03, 2011 1:43 PM Subject: Fw: Chaffee Info

Mike Here is the info on GP-28 and the well abandonment.

Andrew J. Nichols, P.E.

McMahon & Mann Consulting Engineers, P.C.

ph 716-834-8932

fax 716-834-8934

2

----- Original Message ----- From: Andrew Nichols To: Bracci, Mike Sent: Monday, May 09, 2011 2:30 PM Subject: Chaffee Info

Mike Attached is the boring log for SB4-08 (well) located in the East Borrow Area. Gas Probe GP-28 is located at: N 939885.86, E 1170059.26 (400 feet east of GP-27), GP-27 was 25 feet deep, which is based on getting below the base of the adjacent cell subgrade, so I would say go 25 feet deep for this one too. Let me know of anything else. Thanks Andrew

Andrew J. Nichols, P.E. McMahon & Mann Consulting Engineers, P.C. ph 716-834-8932 fax 716-834-8934

Waste Management recycles enough paper every year to save 41 million trees. Please recycle

any printed emails.

ATTACHMENT B

MONITORING WELL DECOMMISSIONING FIELD FORM AND MARK-UP WELL INSTALLATION LOG

Caption Text

WELL DECOMMISSIONING FORM

WELL NO. SB4-08

WELL INFORMATION

WELL INSTALLED BY Earth Dimensions Inc. DATE INSTALLED 8/18/2008

DESIGN WELL DEPTH 51.5 Ft. bgd MEASURED DEPTH 51.5 Ft. bgs

DEPTH TO WATER N/A WELL CASING TYPE Sch. 40 PVC

INSIDE CASING DIA. 2-inch INSIDE CASING DEPTH 41.0 ft.

SCREEN TYPE Sch. 40 PVC, 0.01-slot SCREEN LENGTH 10-ft.

SURFACE CASING TYPE N/A SURFACE CASING DIA. N/A

BOREHOLE DIA. 8-inch (KNOWN OR ASSUMED) KNOWN

DECOMMISSIONING INFORMATION

DECOMMISSIONING SUPERVISED BY R. Marchese DATE

SURFACE CASING REMOVED? Not installed

WELL CASING REMOVED? Yes (PULLED OUT-DRILLED OUT)

OVERDRILLING METHOD 4 1/4"

HSAs DRILL RIG Dietrich D-50

OVERDRILL DEPTH OVERDRILL DIA. 4 1/4"

HSAs

GROUT TYPE Type I Portland/Bentonite GROUT MIX RATIO 6-bags Portland

CALCULATED VOLUME REQUIRED ~ 100-gallons ~1/4-bag Bentonite

VOLUME TAKEN ~90-gallons

COMMENTS Began overdrilling well on 8/10/11; inserted AW-rods through total depth of well

assembly. Overdrilled with 4 1/4"

I.D. HSAs; reached depth of approximately 51.5-ft. bgs. Most of well

assemly was removed. However, portion of screen (approx. 8-ft.) snapped off in borehole during removal

of well assembly. Drillers re-insert drill plug to bottom and advance augers to approx. 53-ft. bgs.

Remaining portion of screen section came up with drill cuttings. Remove augers before grouting.

Grouted 8-inch diamter borehole on 8/10/2011 with approx. 90-gallons cement/bentonite grout. PVC well

assembly and soil cuttings transported by EDI to active landfill portion of site for disposal.

Upper 3-4 feet of borehole infilled with soil cuttings.

JOB NUMBER: 113-89266 MADE BY: R. Marchese

PROJECT: WMNY/CELL 3 CQA/NY DATE: 8/11/2011

8/10/2011

53-ft. bgs.

Golder Associates

DECOMISSIO

NED

AUGUST 2

011

DECOMISSIO

NED

AUGUST 2

011

DECOMISSIO

NED

AUGUST 2

011

ATTACHMENT C

GAS PROBE LOCATION MAP

REV 5

REV 4

REV 3

REV 2

REV 1

2495 MAIN STREET, SUITE 432Consulting Engineers, P.C.

McMahon & MannBUFFALO, NY 14214

ERIE COUNTY

FAX: (716) 834-8934(716) 834-8932

M.J.M.

1" = 200'

00016-505

DRAWN BY:

DECEMBER 2009

4

NEW YORKDWG. NO.

FIGURE

JOB NO.

DATE:

SCALE:

00-016

CHECKED BY:

A.J.N / C.R.G.

1REVISION NUMBER -

NOTE:UNAUTHORIZED ALTERATION OR ADDITIONTO ANY SURVEY, DRAWING, DESIGN,SPECIFICATION, PLAN, OR REPORT IS AVIOLATION OF SECTION 7209 PROVISION 2 OFTHE NEW YORK STATE EDUCATION LAW.SCALE: 1" = 200'

0 100 200200

8.15.11 - Updated sitetopography,added as-builtlocation of GP-28 and revisedproposed location of GP-29. CHAFFEE FACILITY -

ENVIRONMENTAL MONITORING PLANMONITORING WELL AND GAS PROBE

LOCATIONS

ATTACHMENT D

REVISED GAS PROBE CONSTRUCTION SUMMARY

113-89266

TABLE 1

REVISED GAS PROBE CONSTRUCTION SUMMARY

WESTERN EXPANSION

WASTE MANAGEMENT OF NEW YORK, L.L.C.

CHAFFEE, NEW YORK

Top of

Location Original Concrete Top of Protective Borehole Bottom Sand-

Installation Zone Ground Pad Riser Casing Fill Total Well Top of of Pack Seal

Probe # Date (1) Northing Easting Elev (2) Elev (3) Elev. (3) Elev. (3) Depth (4) Depth (5) Materials (6) Screen Screen Length Length

GP-18 10/5/2007 BF/CT 9841.94 6268.07 1486.40 1488.46 1490.57 1490.86 11.0 26.0 PVC 1476.46 1461.46 17.5 5.0

GP-19 10/5/2007 BF/CT 9842.80 5988.72 1485.86 1487.30 1489.43 1489.58 24.2 28.5 PVC 1477.86 1457.86 22.5 3.0

GP-20 10/5/2007 BF/CT 9843.07 5584.70 1485.00 1485.40 1487.63 1487.82 22.8 38.0 PVC 1468.00 1448.00 23.0 1.0

GP-21 10/1/2007 BF/CT 9846.25 5187.36 1486.10 1487.39 1489.62 1489.81 23.4 36.5 PVC 1470.10 1450.10 22.5 1.0

GP-22 9/27/2007 BF/CT 9636.29 4889.61 1484.70 1487.03 1489.28 1489.43 23.5 29.5 PVC 1475.70 1455.70 22.5 1.0

GP-23 9/26/2007 BF/CT 9236.17 4890.75 1484.80 1487.18 1489.40 1489.57 11.4 18.5 PVC 1476.80 1466.80 12.5 1.0

GP-24 9/26/2007 BF/CT 8834.42 4890.72 1485.00 1486.94 1489.25 1489.57 15.5 16.5 PVC 1479.00 1469.00 12.5 2.0

GP-25 9/28/2007 BF 8435.05 4891.53 1485.00 1487.14 1489.29 1489.48 25.0 25.0 PVC 1476.00 1461.00 17.5 1.0

GP-26 9/28/2007 BF 8129.03 5149.34 1485.00 1485.48 1487.56 1487.78 16.5 16.5 PVC 1479.00 1469.00 12.5 2.0

GP-27 10/1/2007 BF 8134.00 5547.15 1485.00 1487.57 1489.85 1490.01 25.0 25.0 PVC 1476.00 1461.00 17.5 4.0

GP-28 8/11/2011 BF/CT 9876.38* 9930.27* 1485.00 1487.69 1490.57 1491.00 25.0 28.0 PVC 1475.19 1460.19 18.0 1.0

NOTES: (1) BF = Berm Fill. CT = Clay till.

(2) Elevation of ground surface at time of drilling (Surveyed by Wendel-Duchscherer on September 25, 2007)

(3) Survey information collected upon installation of protective casing and concrete seal (Surveyed by Wendel-Duchscherer on October 8, 2007)

* Survey location information for GP-28 (State Plane coordinate system) collected by Golder using contractors' survey equipment upon installation

of protective casing and concrete seal on August 12, 2011.

(4) Gas probe sample depth through maximum extent of berm fill material and into underlying native soil at time of probe installation.

(5) Ground Surface to Bottom of Boring (auger depth or split spoon sample depth, whichever was greater) at time of probe installation.

(6) PVC = Polyvinyl chloride

(7) Well details are as logged by Golder Associates in the field at time of boring and well installation.

Table By: RJM

Checked By: MLB

Date: 8/16/2011

September 2011

FN: C:\Users\rmarchese\Documents\PROJECTS\WMNY\113-89266 (WMNY Cell 3 CQA)\GP-28 & EBA Well Decom\TABLE1.XLS\CONSUMGolder Associates Page 1 of 1

ATTACHMENT E

SOIL BORING AND GAS PROBE INSTALLATION LOGS



ATTACHMENT 7

MISCELLANEOUS CONSTRUCTION PHOTOGRAPHS

January 2012 113-89266 East Borrow Area - Sedimentation Pond Construction Chaffee Landfill, Chaffee, New York

Golder Associates Inc.

Photo No. 1 – Grinding the trees removed from the proposed East Borrow Area sedimentation pond.

Photo No. 2 – Ryan cutting subgrade material at the forebay area of sedimentation pond.



Photo No. 3 – Ryan grading subgrade material at the sedimentation pond area.

Photo No. 4 – Ryan positioning emergency spillway piping at permanent pond.



Photo No. 5 – Installation of outlet structure and piping at permanent pond emergency spillway.

Photo No. 6 – Topsoil placed at forebay and permanent pool.



Photo No. 7 – Ryan placing backfill around gate valve at emergency spillway.

Photo No. 8 – Riprap placed in emergency spillway at the permanent pool.



Photo No. 9 –Rip rap placed at outlet pipe at emergency spillway.

Photo No. 10 –Completed pond and forebay with established vegetation.