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22SITE5 Phase2 Grading Modification 091622
John U. Faulise, Jr., L.S. Demian A. Sorrentino, AICP, C.S.S. David C. McKay, P.E. Gerald J. Stefon, L.S. (1952-2021) Jacob S. Faulise, E.I.T. Boundaries LLC 179 Pachaug River Drive P.O. Box 184 Griswold, CT 06351 T 860.376.2006 | F 860.376.5899 www.boundariesllc.net TRANSMITTAL September 16, 2022 To: Ms. Liz Burdick Town Planner 310 Norwich-New London Turnpike Uncasville, CT 06382 RE: Proposed Grading and Stormwater Modifications to Phase 2 Project Area Application: 22 SITE 5 Location: 125 Depot Rd (M/B/L 071-007-000), Uncasville, CT Applicant: Gateway Montville, LLC Boundaries LLC Job I.D. No. 22-3140 Dear Ms. Burdick; Since receipt of the Planning and Zoning Commission’s approval of the Site Development Plans for 125, 131 and 133 Depot Road an extensive geotechnical evaluation of the properties has been completed by Clarence Welti Associates, Inc. and Welti Geotechnical, P.C. of Glastonbury, Connecticut. A series of soil borings were advanced throughout the property to characterize the underlying soils in detail due to the unknown nature of the historical development and uses of the site. A layer of unsuitable organic soils was encountered underlying a majority of the 125 Depot Road property, the location of Phase 2 of the proposed development. This portion of the development originally included filling the area above the flood plain (elevation 11) to accommodate the construction of rail sidings and the stockpiling of materials in transit from rail to barge, and vice versa, above the 100-year flood elevation. Due to the presence of the underlying organic soils, the proposed grading has been modified to greatly reduce the amount of fill to be placed for the construction of the rail sidings, in order to maintain adequate bearing capacity of the site for loaded rail cars, understanding that this portion of the site would not be accessible during extreme flood events. Due to the reduction in fill the proposed stormwater management system was required to be modified from the approved plans in order to continue to capture all runoff from the development area and treat it prior to discharge from the site at the existing stormwater discharge locations. The proposed interior stormwater collection systems and swales have been relocated to the perimeters of the Phase 2 area and the previously proposed above ground RCP drainage system has been replaced with an HDPE collection drain buried in a berm that will ensure all runoff is treated prior to discharge. Page 2 Also, as a result of the reduction in fill required in the Phase 2 area there will be excess fill generated during Phase 1 that currently does not have a use on the site. An area for stockpiling excess material has been designated immediately to the south of the Phase 1 area. The proposed stockpile area would have a 2H:1V slope and be seeded with rye grass and provided with a downgradient compost filter tube for sedimentation and erosion control. A similar stockpile area has also been designated in the Phase 2A area between Tracks 3 and 4. It is anticipated that future contemplated uses on the property will require geotechnical improvements to the underlying materials in order to support the fill necessary to raise any future structures above the flood plain elevation. At the time that future users/uses of the property are identified the owner and applicant will submit Site Development Plans for the Commission’s review and approval incorporating the required geotechnical improvements to support those future uses. Currently, the only proposed use for the property is the rail sidings and material transfers as previously described to the Planning and Zoning Commission. This use can be accommodated by increasing the available amount of soil bearing capacity by reducing the proposed grades in the area of the rail sidings, while still capturing all stormwater runoff from the property for treatment prior to discharge. Enclosed with this letter please find the following documents for your consideration: • Attachment A - Geotechnical Study for Development of Site for Gateway Montville, LLC at 125 & 133 Depot Road, Uncasville, CT. • Attachment B – Manning’s flow rate calculations, headwater depth calculations and water quality flow calculations for modified Phase 2 stormwater management system. • Attachment C – Post-Development Conditions Watersheds Map revised in accordance with the narrative above. • Attachment D – Phase 2 Grading and Stormwater Management Plan sheets revised in accordance with narrative above. After you have had time to review and consider the proposed modifications to the Phase 2 grading and stormwater management design we would like to schedule a meeting to discuss the proposed modifications. If you have any questions regarding this correspondence or the attached documents, please contact me at your convenience. Sincerely, David C. McKay, P.E. Boundaries LLC Attachment A Geotechnical Study for Development of Site for Gateway Montville, LLC at 125 & 133 Depot Road, Uncasville, CT WELTI GEOTECHNICAL, P.C. 227 Williams Street @ P.O. Box 397 Glastonbury, CT 06033-0397 (860) 633-4623 / FAX (860) 657-2514 August 18, 2022 Mr. John Reece Enstructure Sr. Director Engineering and Development 529 Terminal Avenue New Castle, DE 19720 Re: Geotechnical Study for Development of Site for Gateway Montville, LLC at 125 & 133 Depot Road, Uncasville, CT Dear John: 1.0 Herewith are the test boring data pertaining to the above. An initial three borings (B-1,B-2 & B- 6) were drilled to a maximum depth of 91.5 feet below the existing grades. The boring locations are shown on the attached plan. A geologic cross section was developed from those borings on which global stability analyses were performed using strength data on the organic silt stratum from prior studies at the US Sub Base. The results of those analyses indicated limitations on site filling and limitations on the location of railroad sidings. With these data and data from a 1997 study for a Co- Generation Plant an additional thirteen borings were drilled in order to define the boundaries of areas of potential concern, as well as defining areas, which appeared suitable for future usage. Undisturbed samples of the deep organic silt stratum were taken to establish a strength envelope for this material. The borings were drilled by Clarence Welti Associates, Inc. and sampling was conducted by this firm solely to obtain indications of subsurface conditions as part of a geotechnical exploration program. No services were performed to evaluate subsurface environmental conditions. 1.1 Laboratory testing included one three point unconsolidated undrained triaxial test, one unconfined compression test and one consolidation test. Additional test data on the marine organic silt was available, as noted above from a considerable testing program at the US Submarine Base, including data from drained triaxial testing. The strength envelope from the testing at the Sub Base is shown on the triaxial shear envelope from Geo-testing. We have tried a combination of values of cohesion with values of internal friction within this envelope. The results indicate that the value of C=150 psf and Phi= 8E appears to be a reasonable shear envelope. 2.0 The Subject Project pertains to the potential maximum usage of the former Co-Generation Plant site as (1) Salt Storage to the west for the existing Central Vermont RR main line, (2) Construction of Rail Sidings to receive product from the existing pier area and (3) Development of potential areas for material storage in proximity to the proposed Rail Sidings. 1 2.1 Historically -pre 1900- the edge of the river extended in an arc almost to the toe of the RR right of way embankment. The organic silt deposit extended to within 100 feet of the RR right of way with a bottom at about Elev.-15. The bottom of the organic silt sloped eastward into the river on about a 2H:1V slope for about 200 feet with the bottom at Elev.-70. Fill - possibly some pumped fill - was placed to the east of the RR right of way up to the existing site grades at about Elev.+5. This fill extended to about 300 feet east of the RR right of way. At the south end of the property in 1900 there appears to have been a pier or dock or groin, which extended about 250+ feet into the river. This construction was an extension of Dock Road. From photo mapping in 1941 the Stone Container Building structure abutting the RR, which was still in existence in 1995, is first evident. In 1995 to 2000 the large pier was constructed about 130 to 200 feet east of the existing water front to receive fuel for the Co-Generation Plant at the north end of the site and the plant building was located at the north end of the site. 3.0 Geologically the soils on the west side of RR are glacial lake origin and consist generally of stratified sands and gravel with trace to little silt. These deposits also underlay the organic silt deposits in the river. 3.1 The soils cross section in the area presently filled over the organic silt is generally as follows: From Existing Elev.+5 to Elev.+9.0 FILL; Rubble Fill (Concrete, Bricks, Gravel, Cobbles and fine to coarse SAND, little Silt) in prior building footprint area to 2.5 to 4.5 feet, compact Locally; Concrete Slab to about 12" below Rubble FILL FILL; fine to coarse SAND, trace to little Silt and Gravel, trace Cinders, Ashes and Wood to about Elev. -5, loose to medium compact FILL; fine to coarse SAND, trace to little Silt and Gravel to Elev.-4 to Elev.-16, loose Marine Organic SILT varies in depth from bottom of fill to 21 to 78+ feet (Elev.-70±), Soft 3.1.1 Regarding water levels mean low water is at Elev. 0.0 (NAV D88). The mean high water is at Elev +1.28 (NAVD88). The FEMA (Zone AE) flood level is at Elev. +11. 3.2 Properties of the above constituents are estimated1 as follows: 1 Values were taken from extensive laboratory testing at the Nautilus Museum at the US Submarine Facility 2 Stratum Unit Weight (pcf) Submerged Unit Weight (pcf) Angle of internal Friction ö Cohesion (psf) Vertical Subgrade Modulus (pci) Rubble Fill 125 63 34E 0 250 pci FILL; fine o coarse SAND, trace to little Silt & Gravel 115 53 28E 0 100 pci Marine Organic SILT 90 28 8E 150 20 pci 4.0 Existing conditions: The proposed salt storage has an overall area about 200,000 sf. The area presently has slopes of 3H±:1V from Depot Street on the north side. The west side the area has 100+ feet buffer from Comstock Cemetery. A 40+ wide bituminous concrete pavement extend around the west and south sides of the area with 3H:1V slopes or flatter sloping from Elev+50 to about Elev. 30. The grade drops to about Elev. 20 over a length of about 400 feet to the RR right of way. On the east side of the railroad right of way the prior facility with concrete slab (from Stone Container) has been broken up. There are localized areas with an existing 12" thick concrete slab at about Elev.+ 4. The fill above the slab to about Elev.+7 is mix of broken concrete, bricks and sand and gravel. The south 700± feet of water frontage is about 300 feet wide with an existing grade from about Elev. +4 up the about Elev.+7 at the toe of slope for the RR embankment. At the water edge there is dumped granular fill or possible pumped fill above the naturally deposited sand and gravel to Elev.- 10 to Elev-15 overlying the marine organic silt, which extends in depth to about Elev- 60. The terrain north of the above area between the RR east to the shore line is somewhat wider than the area to the south, which would indicate the original shore line in this area was somewhat further east than the area to the south. Four Geologic Cross Sections are included in Appendix 2. 4.1 Global Stability Analyses: The initial analysis was made on a section taken thru the south end of the site, which included the data from borings B-1,B-2 and B-6, using the strength data on the organic silt stratum from a prior nearby project. The factor of safety on that section with the existing topography was 1.76. A second trial was made on section at the same location with the proposed topography indicated on the preliminary grading, which had a grade of Elev.+12± within 50 feet of the existing shoreline. The calculated factor of safety for that section was 1.28. With the assigned strength data (as cited in the table in section 3.2) this was considered to be too low. The recommended minimum factor of safety in 1.40. A third trial was made on (Section No.1) which extended the future grade at Elev.+20 to about 140 feet from the RR right of way, then dropped on a 3H:1V slope to Elev.+8 and extending the Elev.+8 to within 20 feet of wall at the shore line. This section indicated a factor safety of 1.45. A forth trial was made on (Section No.2) which extended the future grade at Elev.+20 to about 140 feet from the RR right of way, then dropped on a 3H:1V slope to Elev.+8 and extending the Elev.+8 to within 20 feet of wall at the shore line. This section indicated a factor safety of 1.42. A fifth trial was made on (Section No.3) which extended the future grade at Elev.+20 to about 140 feet from the RR right of way, then dropped on a 3H:1V slope to Elev.+8 and extending the Elev.+8 to within 20 feet of wall at the shore line. This section indicated a factor safety of 1.41. Based on the proposal for filling in the aerial photo send with your 3 email of July 28, 2022 a fifth trial was made on (Section No.1) with a triangular fill loading with peak at about Elev.+47, raising the grade to Elev.+12 for 30 feet of the fill area and assumed rail siding abutting the fill atop the Elev.+12 grade with an applied 400 psf strip over a 10 feet width. The grade to the east would be raised to Elev.+8 (or left at existing grade with allowance for equivalent weight of storage.) The stability analysis of this section indicated a factor of safety of 1.44. 4.2 The above loading areas are based on the undrained shear strength. The factors of safety would increase with drained strengths. 5.0 Usage of Specific Areas on the Site: Area 1 the proposed salt storage area west of the Railroad is underlain by sand and gravel deposit. The only limits on grading would be limiting cut slopes at the edges to 2H:1V slopes and maintaining the existing width of undisturbed terrain abutting the cemetery. Area 2 is immediately to the east of the RR right of way. This area is generally free of the depths of underlying soft organic silt, which would impact global stability. At the south 650±feet the width of this area would be about 140 feet, which would be filled as noted in the analyzed Sections No.1 and No.2. The grade to the east of this section (Area 3) could be left at the existing grade and with allowable a superimposed loading of 400 psf or alternatively filled to Elev.+8 without additional loading. Localized areas up to 100 feet in width (N-S dimension) within Area 3 could be filled up 600 psf but average loading must be kept under 400 psf. The configuration and loading at Area 2 to north of this section near cross section three is somewhat wider. The estimated easterly limits of Area 2 are shown on the site plan. Based on borings at the north end of the site the boundary of Area 2 ends close to the toe of the slope for RR embankment in that area. Area 4 is the site of the former Co-Generation Plant. This area with the heavy foundation still in place has deep layer of marine organic silt beneath prior plant. The foundation was presumably on piles. The existing grades on the concrete pad are Elev. 11±. Based on the prior usage of the slab, a superimposed loading of 300 psf would seem reasonable. 6.0 Earthwork Preparation: At Area 2 the embankment, which would support at least two RR tracks, will require an initial preparation including crushing much of the rubble from the prior Stone Container building. The rubble, which should be initially excavated, should be crushed down to 3" minus. The excavation should be filled with gravel excavated at Area 1 (Salt Storage) . The recycled rubble could be placed as part of the embankment. The embankment must be filled and compacted with either the recycled rubble or gravel. The material should be compacted in layers less than 10" to at least 95% of modified optimum density to the underside of the RR track ballast. At Area 3 (existing grade) it presumed that the surface area would be prepared sufficiently to allow all weather movements of trucks and other vehicle. The area should receive at least 8" of compacted processed stone base CTDOT specification 818, Section M.05.01. The surface, if unpaved, should include at least 3" of 3/4" minus processed stone base to allow travel on the surface. 4 6.1 The Slope between Area 2 and Area 3 should be at a maximum 3H:1V. 7.0 Regarding Earthwork, this will be in soils which are defined as OSHA Type C. This will require sloping excavations, which are not shored and exceed 5 feet in height, to be cut back to slopes less than 34E from horizontal (1.5H:1V. 8.0 This report has been prepared for specific application to the subject project in accordance with generally accepted soil and foundation engineering practices. No other warranty, express or implied, is made. All recommendations herein must be considered tentative, pending information on column loading and spacing. In the event that any changes in the assumed nature, design and location of structures are planned, the conclusions and recommendations contained in this report should not be considered valid unless the changes are reviewed and conclusions of this report modified or verified in writing. The analyses and recommendations submitted in this report are based in part upon data obtained from referenced explorations. The extent of variations between explorations may not become evident until construction. If variations then appear evident, it will be necessary to re-evaluate the recommendations of this report. Welti Geotechnical, P.C., should perform a general review of the final design and specifications in order that geotechnical design recommendations may be properly interpreted and implemented as they were intended. If you have any questions, please call me. Very truly yours, Max Welti, P. E. Clarence Welti, PhD, P.E. President, Welti Geotechnical, P. C. Vice President 5 APPENDIX 1 Boring Location Plan + Summary of Boring Data + Test Boring Logs ~~~~~~ ~ ~ ~~~~ GRAPHIC SCALE TEST BORING LOCATIONS B-1 THRU B-16 CLARENCE WELTI ASSOCIATES, INC. 7/18/22 B-10 B-8 B-3 B-1 B-6 B-9 B-2 B-11 B-4 B-12 B-13 B-14 B-16 B-5 B-15 B-7 0 5 10 15 20 25 30 35 5 0 -5 -10 -15 -20 -25 1 2 3 4 5 6 7 8 9 10 11 8-8-60 1-3-5-5 3-2-7-4 1-2-1-2 1-1-1-2 0-0-3-2 4-4-4-5 8-12-12 1-1-2-2 2-1-3-6 6-8-9 0.0'-1.3' 5.0'-7.0' 7.0'-9.0' 10.0'-12.0' 12.0'-14.0' 15.0'-17.0' 17.0'-19.0' 20.0'-22.0' 25.0'-27.0' 27.0'-29.0' 30.0'-31.5' CONCRETE, BRICKS, FINE-CRS.SAND, SOME GRAVEL, LITTLE SILT - FILL CONCRETE SLAB BR.FINE-CRS.SAND, SOME GRAVEL, LITTLE SILT - FILL GREY FINE-CRS.SAND, TRACE TO LITTLE SILT & FINE GRAVEL - FILL DARK GREY ORGANIC SILT LIGHT GREY FINE SAND, LITTLE TO SOME SILT 2.5 3.5 8.5 23.0 28.0 CLIENT GATEWAY MONTVILE, LLC PROJECT NAMEPROPOSED DEVELOPMENT OF FORMER ROCK- TENN SITECLARENCE WELTI ASSOC., INC. P.O. BOX 397 LOCATION 125 & 133 DEPOT ROAD, UNCASVILLE, CT GLASTONBURY, CONN 06033 AUGER CASING SAMPLER CORE BAR. OFFSET SURFACE ELEV. 7.0 HOLE NO.B-1 TYPE HSA SS LINE & STA.GROUND WATER OBSERVATIONS START DATE 5/25/22SIZE I.D.3.75"1.375"N. COORDINATE AT 5.5 FT. AFTER 0 HOURS HAMMER WT.140lbs FINISH DATE 5/25/22E. COORDINATE AT FT. AFTER HOURS HAMMER FALL 30" LEGEND: COL. A:DRILLER:J. BREWER SAMPLE TYPE:D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR: SHEET 1 OF HOLE NO.B-1PROPORTIONS USED:TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% DEPTH NO. SAMPLE BLOWS/6" DEPTH A STRATUM DESCRIPTION + REMARKS ELEV. 2 40 45 50 55 60 65 70 75 -30 -35 -40 -45 -50 -55 -60 -65 12 13 14 15 8-15-30 14-15-25 12-16-21 12-13-17 35.0'-36.5' 40.0'-41.5' 45.0'-46.5' 50.0'-51.5' GREY/BR.FINE-CRS.SAND, SOME GRAVEL, LITTLE SILT BOTTOM OF BORING @ 51.5' 37.5 51.5 CLIENT GATEWAY MONTVILE, LLC PROJECT NAMEPROPOSED DEVELOPMENT OF FORMER ROCK- TENN SITECLARENCE WELTI ASSOC., INC. P.O. BOX 397 LOCATION 125 & 133 DEPOT ROAD, UNCASVILLE, CT GLASTONBURY, CONN 06033 LEGEND: COL. A:DRILLER:J. BREWER SAMPLE TYPE:D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR: SHEET 2 OF HOLE NO.B-1PROPORTIONS USED:TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% DEPTH NO. SAMPLE BLOWS/6" DEPTH A STRATUM DESCRIPTION + REMARKS ELEV. 2 0 5 10 15 20 25 30 35 5 0 -5 -10 -15 -20 -25 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 4-10-7-11 10-8-8-6 9-6-9-9-20 10-11-12-9 5-4-3-4 3-3-5-3 3-3-2-2 1-1-2-1 1-1-10-35 1-1-0-1 1-1-1-1 2-1-1-2 1-0-1-1 1-1-1-1 1-1-1-1 1-0-1-1 2-1-1-2 1.0'-3.0' 3.0'-5.0' 5.0'-7.0' 7.0'-9.0' 9.0'-11.0' 11.0'-13.0' 13.0'-15.0' 15.0'-17.0' 17.0'-19.0' 19.0'-21.0' 21.0'-23.0' 23.0'-25.0' 25.0'-27.0' 27.0'-29.0' 29.0'-31.0' 31.0'-33.0' 33.0'-35.0' ASPHALT BR.FINE-CRS.SAND, SOME GRAVEL & COBBLES, TRACE SILT - FILL BLACK FINE-CRS.SAND, LITTLE COAL - FILL BLACK FINE-CRS.SAND, TRACE SILT & GRAVEL - FILL BR.FINE-MED.SAND, LITTLE SILT - FILL DARK GREY ORGANIC SILT, TRACE SHELLS WOOD - FILL DARK GREY ORGANIC SILT, TRACE SHELLS 0.17 6.0 8.0 16.0 17.0 18.0 20.0 CLIENT GATEWAY MONTVILE, LLC PROJECT NAMEPROPOSED DEVELOPMENT OF FORMER ROCK- TENN SITECLARENCE WELTI ASSOC., INC. P.O. BOX 397 LOCATION 125 & 133 DEPOT ROAD, UNCASVILLE, CT GLASTONBURY, CONN 06033 AUGER CASING SAMPLER CORE BAR. OFFSET SURFACE ELEV. 6.0 HOLE NO.B-2 TYPE HSA SS LINE & STA.GROUND WATER OBSERVATIONS START DATE 5/24/22SIZE I.D.3.75"1.375"N. COORDINATE AT 8.0 FT. AFTER 0 HOURS HAMMER WT.140lbs FINISH DATE 5/25/22E. COORDINATE AT FT. AFTER HOURS HAMMER FALL 30" LEGEND: COL. A:DRILLER:K. CHRISTIANA SAMPLE TYPE:D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR: SHEET 1 OF HOLE NO.B-2PROPORTIONS USED:TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% DEPTH NO. SAMPLE BLOWS/6" DEPTH A STRATUM DESCRIPTION + REMARKS ELEV. 3 40 45 50 55 60 65 70 75 -30 -35 -40 -45 -50 -55 -60 -65 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 1-0-0-1 1-1-1-1 0-0-1-1 2-2-0-2 1-1-1-1 0-0-1-1 1-0-1-1 0-1-1-1 0-1-1-1 0-2-2-2 0-0-1-1 0-0-0-1 UP TUBE 1-0-1-0 2-2-2-2 1-0-0-1 1-0-0-1 1-1-0-0 7-14-17-24 35.0'-37.0' 37.0'-39.0' 39.0'-41.0' 41.0'-43.0' 43.0'-45.0' 45.0'-47.0' 47.0'-49.0' 49.0'-51.0' 51.0'-53.0' 53.0'-55.0' 55.0'-57.0' 57.0'-59.0' 59.0'-61.0' 61.0'-63.0' 63.0'-65.0' 65.0'-67.0' 70.0'-72.0' 72.0'-74.0' 74.0'-76.0' GREY FINE-MED.SAND, SOME SILT DARK GREY SILT, LITTLE ORGANICS GREY FINE-CRS.SAND, LITTLE GRAVEL, TRACE SILT 64.0 70.0 74.0 CLIENT GATEWAY MONTVILE, LLC PROJECT NAMEPROPOSED DEVELOPMENT OF FORMER ROCK- TENN SITECLARENCE WELTI ASSOC., INC. P.O. BOX 397 LOCATION 125 & 133 DEPOT ROAD, UNCASVILLE, CT GLASTONBURY, CONN 06033 LEGEND: COL. A:DRILLER:K. CHRISTIANA SAMPLE TYPE:D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR: SHEET 2 OF HOLE NO.B-2PROPORTIONS USED:TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% DEPTH NO. SAMPLE BLOWS/6" DEPTH A STRATUM DESCRIPTION + REMARKS ELEV. 3 80 85 90 95 100 105 110 115 -70 -75 -80 -85 -90 -95 -100 -105 37 38 39 8-10-24 21-14-12 17-18-20 80.0'-81.5' 85.0'-86.5' 90.0'-91.5' BR.FINE-CRS.SAND, LITTLE GRAVEL, TRACE TO LITTLE SILT BOTTOM OF BORING @ 91.5' 80.0 91.5 CLIENT GATEWAY MONTVILE, LLC PROJECT NAMEPROPOSED DEVELOPMENT OF FORMER ROCK- TENN SITECLARENCE WELTI ASSOC., INC. P.O. BOX 397 LOCATION 125 & 133 DEPOT ROAD, UNCASVILLE, CT GLASTONBURY, CONN 06033 LEGEND: COL. A:DRILLER:K. CHRISTIANA SAMPLE TYPE:D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR: SHEET 3 OF HOLE NO.B-2PROPORTIONS USED:TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% DEPTH NO. SAMPLE BLOWS/6"DEPTH A STRATUM DESCRIPTION + REMARKS ELEV. 3 0 5 10 15 20 25 30 35 5 0 -5 -10 -15 -20 -25 1 2 3 4 5 5-2-3 27-23-12-11 22-17-21 9-7-8 6-7-9 5.5'-7.0' 10.0'-12.0' 15.0'-16.5' 20.0'-21.5' 25.0'-26.5' CONCRETE, BRICKS, FINE-CRS.SAND, SOME GRAVEL, LITTLE SILT - FILL CONCRETE SLAB BR.FINE-CRS.SAND, SOME GRAVEL, LITTLE SILT - FILL DARK BR.FINE-MED.SAND, SOME SILT, TRACE GRAVEL - FILL GREY/BR.FINE-CRS.SAND, TRACE SILT & GRAVEL GREY FINE SAND, SOME SILT BOTTOM OF BORING @ 26.5' 4.5 5.5 11.5 14.0 21.0 26.5 CLIENT GATEWAY MONTVILE, LLC PROJECT NAMEPROPOSED DEVELOPMENT OF FORMER ROCK- TENN SITECLARENCE WELTI ASSOC., INC. P.O. BOX 397 LOCATION 125 & 133 DEPOT ROAD, UNCASVILLE, CT GLASTONBURY, CONN 06033 AUGER CASING SAMPLER CORE BAR.OFFSET SURFACE ELEV. 8.0 HOLE NO.B-3 TYPE HSA SS LINE & STA.GROUND WATER OBSERVATIONS START DATE 6/16/22SIZE I.D.3.75"1.375"N. COORDINATE AT 7.0 FT. AFTER 0 HOURS HAMMER WT.140lbs FINISH DATE 6/16/22E. COORDINATE AT FT. AFTER HOURS HAMMER FALL 30" LEGEND: COL. A:DRILLER:J. BREWER SAMPLE TYPE:D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR: SHEET 1 OF HOLE NO.B-3PROPORTIONS USED:TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% DEPTH NO. SAMPLE BLOWS/6"DEPTH A STRATUM DESCRIPTION + REMARKS ELEV. 1 0 5 10 15 20 25 30 35 5 0 -5 -10 -15 -20 -25 1 2 3 4 5 6 3-10-17-15 5-3-2-2 3-4-4-4 2-4-3-5 5-6-6-8 5-5-9-9 5.0'-7.0' 10.0'-12.0' 15.0'-17.0' 20.0'-22.0' 25.0'-27.0' 30.0'-32.0' BR.FINE-CRS.SAND, LITTLE SILT & GRAVEL, TRACE CONCRETE - FILL DARK BR.FINE-CRS.SAND, LITTLE SILT & GRAVEL - FILL GREY FINE SAND, TRACE SILT GREY/BR. SILT 4.0 10.0 15.0 CLIENT GATEWAY MONTVILE, LLC PROJECT NAMEPROPOSED DEVELOPMENT OF FORMER ROCK- TENN SITECLARENCE WELTI ASSOC., INC. P.O. BOX 397 LOCATION 125 & 133 DEPOT ROAD, UNCASVILLE, CT GLASTONBURY, CONN 06033 AUGER CASING SAMPLER CORE BAR.OFFSET SURFACE ELEV. 9.0 HOLE NO.B-4 TYPE HSA SS LINE & STA.GROUND WATER OBSERVATIONS START DATE 6/16/22SIZE I.D.3.75"1.375"N. COORDINATE AT 4.0 FT. AFTER 0 HOURS HAMMER WT.140lbs FINISH DATE 6/16/22E. COORDINATE AT FT. AFTER HOURS HAMMER FALL 30" LEGEND: COL. A:DRILLER:K. CHRISTIANA SAMPLE TYPE:D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR: SHEET 1 OF HOLE NO.B-4PROPORTIONS USED:TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% DEPTH NO. SAMPLE BLOWS/6"DEPTH A STRATUM DESCRIPTION + REMARKS ELEV. 2 40 45 50 55 60 65 70 75 -30 -35 -40 -45 -50 -55 -60 -65 7 8 3-4-5-5 2-3-3-3 35.0'-37.0' 40.0'-42.0' BOTTOM OF BORING @ 42.0'42.0 CLIENT GATEWAY MONTVILE, LLC PROJECT NAMEPROPOSED DEVELOPMENT OF FORMER ROCK- TENN SITECLARENCE WELTI ASSOC., INC. P.O. BOX 397 LOCATION 125 & 133 DEPOT ROAD, UNCASVILLE, CT GLASTONBURY, CONN 06033 LEGEND: COL. A:DRILLER:K. CHRISTIANA SAMPLE TYPE:D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR: SHEET 2 OF HOLE NO.B-4PROPORTIONS USED:TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% DEPTH NO. SAMPLE BLOWS/6"DEPTH A STRATUM DESCRIPTION + REMARKS ELEV. 2 0 5 10 15 20 25 30 35 5 0 -5 -10 -15 -20 -25 1 2 3 4 UP#1 5 4-5-6-6 13-9-7-7 1-2-2-2 1-0-0-1 0-0-1-0 5.0'-7.0' 10.0'-12.0' 15.0'-17.0' 20.0'-22.0' 25.0'-27.0' 30.0'-32.0' ASPHALT BR.FINE-CRS.SAND, LITTLE SILT & GRAVEL, FEW COBBLES - FILL TRACE CONCRETE - FILL LIGHT BR.FINE-MED.SAND, TRACE TO LITTLE SILT & GRAVEL - FILL BLACK FINE-CRS.SAND, SOME SILT, LITTLE WOOD DARK GREY ORGANIC SILT, TRACE SHELLS GREY/BR.FINE-CRS.SAND, LITTLE GRAVEL, TRACE SILT 0.33 8.0 13.0 18.0 34.0 CLIENT GATEWAY MONTVILE, LLC PROJECT NAMEPROPOSED DEVELOPMENT OF FORMER ROCK- TENN SITECLARENCE WELTI ASSOC., INC. P.O. BOX 397 LOCATION 125 & 133 DEPOT ROAD, UNCASVILLE, CT GLASTONBURY, CONN 06033 AUGER CASING SAMPLER CORE BAR. OFFSET SURFACE ELEV. 8.0 HOLE NO.B-5 TYPE HSA SS LINE & STA.GROUND WATER OBSERVATIONS START DATE 6/16/22SIZE I.D.3.75"1.375"N. COORDINATE AT 6.0 FT. AFTER 0 HOURS HAMMER WT.140lbs FINISH DATE 6/16/22E. COORDINATE AT FT. AFTER HOURS HAMMER FALL 30" LEGEND: COL. A:DRILLER:K. CHRISTIANA SAMPLE TYPE:D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR: SHEET 1 OF HOLE NO.B-5PROPORTIONS USED:TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% DEPTH NO. SAMPLE BLOWS/6" DEPTH A STRATUM DESCRIPTION + REMARKS ELEV. 2 40 45 50 55 60 65 70 75 -30 -35 -40 -45 -50 -55 -60 -65 6 8 9 7-8-20-16 6-8-11-11 5-7-10-12 35.0'-37.0' 40.0'-42.0' 45.0'-47.0' GREY/BR.SILT, LITTLE FINE SAND GREY FINE-MED.SAND, TRACE SILT BOTTOM OF BORING @ 47.0' 40.0 43.0 47.0 CLIENT GATEWAY MONTVILE, LLC PROJECT NAMEPROPOSED DEVELOPMENT OF FORMER ROCK- TENN SITECLARENCE WELTI ASSOC., INC. P.O. BOX 397 LOCATION 125 & 133 DEPOT ROAD, UNCASVILLE, CT GLASTONBURY, CONN 06033 LEGEND: COL. A:DRILLER:K. CHRISTIANA SAMPLE TYPE:D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR: SHEET 2 OF HOLE NO.B-5PROPORTIONS USED:TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% DEPTH NO. SAMPLE BLOWS/6" DEPTH A STRATUM DESCRIPTION + REMARKS ELEV. 2 0 5 10 15 20 25 30 35 5 0 -5 -10 -15 -20 -25 1 2 3 4 5 6 7 8 9 12-14-17-22 11-9-8-18 10-12-35-25 10-11-12-9 1-2-2-2 1-1-2-1 1-2-2-2 1-1-2-1 1-0-1-1 0.0'-2.0' 2.0'-4.0' 5.0'-7.0' 7.0'-9.0' 10.0'-12.0' 15.0'-17.0' 20.0'-22.0' 25.0'-27.0' 30.0'-32.0' BR.FINE-CRS.SAND, SOME GRAVEL, TRACE SILT - FILL BLACK FINE-CRS.SAND, LITTLE GRAVEL, CINDERS AND ASHES - FILL BLACK FINE-CRS.SAND AND GRAVEL, TRACE SILT, CINDERS & ASHES - FILL NOTE: STRONG FUEL ODOR DARK GREY ORGANIC SILT 4.0 8.5 22.0 CLIENT GATEWAY MONTVILE, LLC PROJECT NAMEPROPOSED DEVELOPMENT OF FORMER ROCK- TENN SITECLARENCE WELTI ASSOC., INC. P.O. BOX 397 LOCATION 125 & 133 DEPOT ROAD, UNCASVILLE, CT GLASTONBURY, CONN 06033 AUGER CASING SAMPLER CORE BAR.OFFSET SURFACE ELEV. 5.5 HOLE NO.B-6 TYPE HSA SS LINE & STA.GROUND WATER OBSERVATIONS START DATE 5/25/22SIZE I.D.3.75"1.375"N. COORDINATE AT 6.0 FT. AFTER 0 HOURS HAMMER WT.140lbs FINISH DATE 5/25/22E. COORDINATE AT FT. AFTER HOURS HAMMER FALL 30" LEGEND: COL. A:DRILLER:J. BREWER SAMPLE TYPE:D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR: SHEET 1 OF HOLE NO.B-6PROPORTIONS USED:TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% DEPTH NO. SAMPLE BLOWS/6"DEPTH A STRATUM DESCRIPTION + REMARKS ELEV. 2 40 45 50 55 60 65 70 75 -30 -35 -40 -45 -50 -55 -60 -65 10 11 12 13 14 15 1-1-1-1 1-1-2-1 1-1-2-2 2-2-2-2 1-1-2-1 8-8-9-16 35.0'-37.0' 40.0'-42.0' 45.0'-47.0' 50.0'-52.0' 55.0'-57.0' 57.0'-59.0' DARK GREY SILT, LITTLE FINE SAND, LITTLE ORGANICS BR.FINE-CRS.SAND, SOME GRAVEL, TRACE SILT BOTTOM OF BORING @ 59.0' 47.0 57.0 59.0 CLIENT GATEWAY MONTVILE, LLC PROJECT NAMEPROPOSED DEVELOPMENT OF FORMER ROCK- TENN SITECLARENCE WELTI ASSOC., INC. P.O. BOX 397 LOCATION 125 & 133 DEPOT ROAD, UNCASVILLE, CT GLASTONBURY, CONN 06033 LEGEND: COL. A:DRILLER:J. BREWER SAMPLE TYPE:D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR: SHEET 2 OF HOLE NO.B-6PROPORTIONS USED:TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% DEPTH NO. SAMPLE BLOWS/6"DEPTH A STRATUM DESCRIPTION + REMARKS ELEV. 2 0 5 10 15 20 25 30 35 55 50 45 40 35 30 25 1 2 3 4 5 6 7 8 5-7-5-3 2-2-2-3 5-17-17-18 24-60 11-11-11 5-6-6 5-6-6 3-6-7 1.0'-3.0' 3.0'-5.0' 5.0'-7.0' 10.0'-11.0' 15.0'-16.5' 20.0'-21.5' 25.0'-26.5' 30.0'-31.5' ASPHALT BR.FINE-CRS.SAND, LITTLE SILT & GRAVEL - FILL BR.FINE SAND, SOME SILT - FILL LIGHT BR.FINE-CRS.SAND, SOME GRAVEL, TRACE SILT, FEW COBBLES LIGHT BR.FINE-CRS.SAND, TRACE SILT & GRAVEL 0.25 1.0 5.5 15.0 CLIENT GATEWAY MONTVILE, LLC PROJECT NAMEPROPOSED DEVELOPMENT OF FORMER ROCK- TENN SITECLARENCE WELTI ASSOC., INC. P.O. BOX 397 LOCATION 125 & 133 DEPOT ROAD, UNCASVILLE, CT GLASTONBURY, CONN 06033 AUGER CASING SAMPLER CORE BAR.OFFSET SURFACE ELEV. 56.0 HOLE NO.B-7 TYPE HSA SS LINE & STA.GROUND WATER OBSERVATIONS START DATE 6/17/22SIZE I.D.3.75"1.375"N. COORDINATE AT none FT. AFTER 0 HOURS HAMMER WT.140lbs FINISH DATE 6/17/22E. COORDINATE AT FT. AFTER HOURS HAMMER FALL 30" LEGEND: COL. A:DRILLER:K. CHRISTIANA SAMPLE TYPE:D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR: SHEET 1 OF HOLE NO.B-7PROPORTIONS USED:TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% DEPTH NO. SAMPLE BLOWS/6"DEPTH A STRATUM DESCRIPTION + REMARKS ELEV. 2 40 45 50 55 60 65 70 75 20 15 10 5 0 -5 -10 -15 9 5-7-11 35.0'-36.5' BOTTOM OF BORING @ 36.5'36.5 CLIENT GATEWAY MONTVILE, LLC PROJECT NAMEPROPOSED DEVELOPMENT OF FORMER ROCK- TENN SITECLARENCE WELTI ASSOC., INC. P.O. BOX 397 LOCATION 125 & 133 DEPOT ROAD, UNCASVILLE, CT GLASTONBURY, CONN 06033 LEGEND: COL. A:DRILLER:K. CHRISTIANA SAMPLE TYPE:D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR: SHEET 2 OF HOLE NO.B-7PROPORTIONS USED:TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% DEPTH NO. SAMPLE BLOWS/6"DEPTH A STRATUM DESCRIPTION + REMARKS ELEV. 2 0 5 10 15 20 25 30 35 5 0 -5 -10 -15 -20 -25 1 2 3 4 5 6 1-1-4-6 4-60 1-0-1-2 1-0-1-3 2-13-16-20 35-34-36 5.0'-7.0' 10.0'-11.0' 15.0'-17.0' 20.0'-22.0' 25.0'-27.0' 30.0'-31.5' CONCRETE, BRICKS, METALS, RUBBLE - FILL BR.FINE-CRS.SAND, LITTLE SILT & WOOD - FILL DARK GREY/BR.ORGANIC SILT, LITTLE SHELLS BR.FINE-CRS.SAND, SOME GRAVEL, TRACE SILT GREY FINE SAND AND SILT 4.0 13.0 25.5 34.0 CLIENT GATEWAY MONTVILE, LLC PROJECT NAMEPROPOSED DEVELOPMENT OF FORMER ROCK- TENN SITECLARENCE WELTI ASSOC., INC. P.O. BOX 397 LOCATION 125 & 133 DEPOT ROAD, UNCASVILLE, CT GLASTONBURY, CONN 06033 AUGER CASING SAMPLER CORE BAR. OFFSET SURFACE ELEV. 5.5 HOLE NO.B-8 TYPE HSA SS LINE & STA.GROUND WATER OBSERVATIONS START DATE 6/16/22SIZE I.D.3.75"1.375"N. COORDINATE AT 5.5 FT. AFTER 0 HOURS HAMMER WT.140lbs FINISH DATE 6/16/22E. COORDINATE AT FT. AFTER HOURS HAMMER FALL 30" LEGEND: COL. A:DRILLER:J. BREWER SAMPLE TYPE:D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR: SHEET 1 OF HOLE NO.B-8PROPORTIONS USED:TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% DEPTH NO. SAMPLE BLOWS/6" DEPTH A STRATUM DESCRIPTION + REMARKS ELEV. 2 40 45 50 55 60 65 70 75 -30 -35 -40 -45 -50 -55 -60 -65 7 18-23-26 35.0'-36.5' BOTTOM OF BORING @ 36.5'36.5 CLIENT GATEWAY MONTVILE, LLC PROJECT NAMEPROPOSED DEVELOPMENT OF FORMER ROCK- TENN SITECLARENCE WELTI ASSOC., INC. P.O. BOX 397 LOCATION 125 & 133 DEPOT ROAD, UNCASVILLE, CT GLASTONBURY, CONN 06033 LEGEND: COL. A:DRILLER:J. BREWER SAMPLE TYPE:D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR: SHEET 2 OF HOLE NO.B-8PROPORTIONS USED:TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% DEPTH NO. SAMPLE BLOWS/6" DEPTH A STRATUM DESCRIPTION + REMARKS ELEV. 2 0 5 10 15 20 25 30 35 5 0 -5 -10 -15 -20 -25 UP#1 UP#2 UP#3 20.0'-22.0' 25.0'-27.0' 27.0'-29.0' BLACK FINE-CRS.SAND, LITTLE SILT, GRAVEL & CONCRETE - FILL LT BR.FINE-CRS.SAND, LITTLE SILT & GRAVEL - FILL BLACK FINE-MED.SAND AND SILT, LITTLE GRAVEL & COBBLES - FILL BR.FINE-CRS.SAND, LITTLE SILT & GRAVEL DARK BR.ORGANIC SILT, TRACE SHELLS BOTTOM OF BORING @ 29.0' 1.0 4.0 10.0 20.0 29.0 CLIENT GATEWAY MONTVILE, LLC PROJECT NAMEPROPOSED DEVELOPMENT OF FORMER ROCK- TENN SITECLARENCE WELTI ASSOC., INC. P.O. BOX 397 LOCATION 125 & 133 DEPOT ROAD, UNCASVILLE, CT GLASTONBURY, CONN 06033 AUGER CASING SAMPLER CORE BAR.OFFSET SURFACE ELEV. 6.5 HOLE NO.B-9 TYPE HSA SS LINE & STA.GROUND WATER OBSERVATIONS START DATE 6/17/22SIZE I.D.3.75"1.375"N. COORDINATE AT 4.0 FT. AFTER 0 HOURS HAMMER WT.140lbs FINISH DATE 6/17/22E. COORDINATE AT FT. AFTER HOURS HAMMER FALL 30" LEGEND: COL. A:DRILLER:K. CHRISTIANA SAMPLE TYPE:D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR: SHEET 1 OF HOLE NO.B-9PROPORTIONS USED:TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% DEPTH NO. SAMPLE BLOWS/6"DEPTH A STRATUM DESCRIPTION + REMARKS ELEV. 1 0 5 10 15 20 25 30 35 5 0 -5 -10 -15 -20 -25 1 2 3 4 5 6 10-11-9 4-6-11 8-8-10 7-7-8 8-5-9 7-8-10 5.0'-6.5' 10.0'-11.5' 15.0'-16.5' 20.0'-21.5' 25.0'-26.5' 30.0'-31.5' CONCRETE, BRICKS AND STEEL - FILL BR.FINE-CRS.SAND, SOME GRAVEL, TRACE SILT - FILL BR.FINE-MED.SAND, LITTLE SILT GREY FINE SAND, SOME SILT BOTTOM OF BORING @ 31.5' 2.0 5.0 13.0 31.5 CLIENT GATEWAY MONTVILE, LLC PROJECT NAMEPROPOSED DEVELOPMENT OF FORMER ROCK- TENN SITECLARENCE WELTI ASSOC., INC. P.O. BOX 397 LOCATION 125 & 133 DEPOT ROAD, UNCASVILLE, CT GLASTONBURY, CONN 06033 AUGER CASING SAMPLER CORE BAR.OFFSET SURFACE ELEV. 7.0 HOLE NO.B-10 TYPE HSA SS LINE & STA.GROUND WATER OBSERVATIONS START DATE 7/15/22SIZE I.D.3.75"1.375"N. COORDINATE AT 5.0 FT. AFTER 0 HOURS HAMMER WT.140lbs FINISH DATE 7/15/22E. COORDINATE AT FT. AFTER HOURS HAMMER FALL 30" LEGEND: COL. A:DRILLER:J. BREWER SAMPLE TYPE:D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR: SHEET 1 OF HOLE NO.B-10PROPORTIONS USED:TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% DEPTH NO. SAMPLE BLOWS/6"DEPTH A STRATUM DESCRIPTION + REMARKS ELEV. 1 0 5 10 15 20 25 30 35 5 0 -5 -10 -15 -20 -25 1 2 3 4 5 6 7-6-6-7 13-15-16-15 2-8-8-12 12-12-15 3-7-11 7-8-7 5.0'-7.0' 10.0'-12.0' 15.0'-17.0' 20.0'-21.5' 25.0'-26.5' 30.0'-31.5' BR.FINE-CRS.SAND, LITTLE SILT, LITTLE TO SOME CONCRETE, STEEL,WIRE & CLOTH, FEW COBBLES - FILL GREY/BR.FINE-CRS.SAND, SOME SILT, LITTLE GRAVEL - FILL BR.FINE-CRS.SAND, LITTLE TO SOME GRAVEL, LITTLE SILT BOTTOM OF BORING @ 31.5' 3.0 8.0 31.5 CLIENT GATEWAY MONTVILE, LLC PROJECT NAMEPROPOSED DEVELOPMENT OF FORMER ROCK- TENN SITECLARENCE WELTI ASSOC., INC. P.O. BOX 397 LOCATION 125 & 133 DEPOT ROAD, UNCASVILLE, CT GLASTONBURY, CONN 06033 AUGER CASING SAMPLER CORE BAR.OFFSET SURFACE ELEV. 7.0 HOLE NO.B-11 TYPE HSA SS LINE & STA.GROUND WATER OBSERVATIONS START DATE 7/13/22SIZE I.D.3.75"1.375"N. COORDINATE AT 2.8 FT. AFTER 0 HOURS HAMMER WT.140lbs FINISH DATE 7/13/22E. COORDINATE AT FT. AFTER HOURS HAMMER FALL 30" LEGEND: COL. A:DRILLER:J. BREWER SAMPLE TYPE:D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR: SHEET 1 OF HOLE NO.B-11PROPORTIONS USED:TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% DEPTH NO. SAMPLE BLOWS/6"DEPTH A STRATUM DESCRIPTION + REMARKS ELEV. 1 0 5 10 15 20 25 30 35 5 0 -5 -10 -15 -20 -25 BR.FINE-CRS.SAND, LITTLE SILT & GRAVEL - FILL CONCRETE BOTTOM OF BORING @ 8.0' NOTE: DRILLED THRU CONCRETE FROM 5 TO 8 FEET. MOVED 15 FEET AND MADE 2ND ATTEMPT WITH AUGER REFUSAL ON CONCRETE AT 4.5 FEET. MOVED 9 FEET AND MADE 3RD ATTEMPT WITH AUGER REFUSAL ON CONCRETE AT 4.5 FEET. ESAU 5.0 8.0 CLIENT GATEWAY MONTVILE, LLC PROJECT NAMEPROPOSED DEVELOPMENT OF FORMER ROCK- TENN SITECLARENCE WELTI ASSOC., INC. P.O. BOX 397 LOCATION 125 & 133 DEPOT ROAD, UNCASVILLE, CT GLASTONBURY, CONN 06033 AUGER CASING SAMPLER CORE BAR.OFFSET SURFACE ELEV. 8.5 HOLE NO.B-12 TYPE HSA SS LINE & STA.GROUND WATER OBSERVATIONS START DATE 7/13/22SIZE I.D.3.75"1.375"N. COORDINATE AT FT. AFTER HOURS HAMMER WT.140lbs FINISH DATE 7/13/22E. COORDINATE AT FT. AFTER HOURS HAMMER FALL 30" LEGEND: COL. A:DRILLER:J. BREWER SAMPLE TYPE:D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR: SHEET 1 OF HOLE NO.B-12PROPORTIONS USED:TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% DEPTH NO. SAMPLE BLOWS/6"DEPTH A STRATUM DESCRIPTION + REMARKS ELEV. 1 0 5 10 15 20 25 30 35 5 0 -5 -10 -15 -20 -25 1 2 3 4 5 6 17-11-10-7 3-2-2-3 WOH 1-4-7-10 12-15-19 7-16-26 5.0'-7.0' 10.0'-12.0' 15.0'-17.0' 20.0'-22.0' 25.0'-26.5' 30.0'-31.5' BR.FINE-CRS.SAND, SOME GRAVEL, LITTLE TO SOME CONCRETE, BRICKS & WOOD, LITTLE SILT - FILL CONCRETE SLAB DARK BR.FINE-CRS.SAND, SOME GRAVEL, LITTLE SILT - FILL DARK BR.FINE-CRS.SAND, LITTLE SILT & GRAVEL - FILL GREY ORGANIC SILT, TRACE SHELLS GREY FINE-CRS.SAND, SOME GRAVEL, LITTLE SILT BOTTOM OF BORING @ 31.5' 4.5 5.5 7.0 13.0 21.0 31.5 CLIENT GATEWAY MONTVILE, LLC PROJECT NAMEPROPOSED DEVELOPMENT OF FORMER ROCK- TENN SITECLARENCE WELTI ASSOC., INC. P.O. BOX 397 LOCATION 125 & 133 DEPOT ROAD, UNCASVILLE, CT GLASTONBURY, CONN 06033 AUGER CASING SAMPLER CORE BAR.OFFSET SURFACE ELEV. 9.0 HOLE NO.B-13 TYPE HSA SS LINE & STA.GROUND WATER OBSERVATIONS START DATE 7/12/22SIZE I.D.3.75"1.375"N. COORDINATE AT 7.3 FT. AFTER 0 HOURS HAMMER WT.140lbs FINISH DATE 7/12/22E. COORDINATE AT FT. AFTER HOURS HAMMER FALL 30" LEGEND: COL. A:DRILLER:J. BREWER SAMPLE TYPE:D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR: SHEET 1 OF HOLE NO.B-13PROPORTIONS USED:TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% DEPTH NO. SAMPLE BLOWS/6"DEPTH A STRATUM DESCRIPTION + REMARKS ELEV. 1 0 5 10 15 20 25 30 35 5 0 -5 -10 -15 -20 -25 1 2 3 4 5 5 7-5-4-4 4-3-2-3 3-4-5-4 2-2-3-2 0-0-1-1 0-1-1-1 5.0'-7.0' 10.0'-12.0' 15.0'-17.0' 20.0'-22.0' 25.0'-27.0' 30.0'-32.0' BR.FINE-CRS.SAND, LITTLE SILT, GRAVEL & CONCRETE, FEW COBBLES - FILL BR.FINE-CRS.SAND, TRACE SILT - FILL BR.FINE SAND, SILT WITH PEAT, TRACE WIRE & WOOD - FILL DARK GREY ORGANIC SILT, TRACE SHELLS 4.0 13.0 23.0 CLIENT GATEWAY MONTVILE, LLC PROJECT NAMEPROPOSED DEVELOPMENT OF FORMER ROCK- TENN SITECLARENCE WELTI ASSOC., INC. P.O. BOX 397 LOCATION 125 & 133 DEPOT ROAD, UNCASVILLE, CT GLASTONBURY, CONN 06033 AUGER CASING SAMPLER CORE BAR.OFFSET SURFACE ELEV. 9.0 HOLE NO.B-14 TYPE HSA SS LINE & STA.GROUND WATER OBSERVATIONS START DATE 7/14/22SIZE I.D.3.75"1.375"N. COORDINATE AT 9.5 FT. AFTER 0 HOURS HAMMER WT.140lbs FINISH DATE 7/14/22E. COORDINATE AT FT. AFTER HOURS HAMMER FALL 30" LEGEND: COL. A:DRILLER:J. BREWER SAMPLE TYPE:D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR: SHEET 1 OF HOLE NO.B-14PROPORTIONS USED:TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% DEPTH NO. SAMPLE BLOWS/6"DEPTH A STRATUM DESCRIPTION + REMARKS ELEV. 3 40 45 50 55 60 65 70 75 -30 -35 -40 -45 -50 -55 -60 -65 6 8 9 10 0-0-1-2 0-0-1-2 0-0-0-2 0-1-2-1 35.0'-37.0' 40.0'-42.0' 50.0'-52.0' 55.0'-57.0' CLIENT GATEWAY MONTVILE, LLC PROJECT NAMEPROPOSED DEVELOPMENT OF FORMER ROCK- TENN SITECLARENCE WELTI ASSOC., INC. P.O. BOX 397 LOCATION 125 & 133 DEPOT ROAD, UNCASVILLE, CT GLASTONBURY, CONN 06033 LEGEND: COL. A:DRILLER:J. BREWER SAMPLE TYPE:D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR: SHEET 2 OF HOLE NO.B-14PROPORTIONS USED:TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% DEPTH NO. SAMPLE BLOWS/6"DEPTH A STRATUM DESCRIPTION + REMARKS ELEV. 3 80 85 90 95 100 105 110 115 -70 -75 -80 -85 -90 -95 -100 -105 BOTTOM OF BORING @ 78.0' NOTE: PUSHED RODS THRU SOFT ORGANIC SILT TO 78 FEET PUSCHE 78.0 CLIENT GATEWAY MONTVILE, LLC PROJECT NAMEPROPOSED DEVELOPMENT OF FORMER ROCK- TENN SITECLARENCE WELTI ASSOC., INC. P.O. BOX 397 LOCATION 125 & 133 DEPOT ROAD, UNCASVILLE, CT GLASTONBURY, CONN 06033 LEGEND: COL. A:DRILLER:J. BREWER SAMPLE TYPE:D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR: SHEET 3 OF HOLE NO.B-14PROPORTIONS USED:TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% DEPTH NO. SAMPLE BLOWS/6"DEPTH A STRATUM DESCRIPTION + REMARKS ELEV. 3 0 5 10 15 20 25 30 35 5 0 -5 -10 -15 -20 -25 1 2 3 4 UP#1 UP#2 26-60 4-5-5-7 2-0-1-1 3-2-2-1 5.0'-5.8' 10.0'-12.0' 15.0'-17.0' 20.0'-22.0' 25.0'-27.0' 30.0'-32.0' GREY FINE-CRS.SAND, SOME GRAVEL, TRACE SILT - FILL BR.FINE-CRS.SAND, LITTLE SILT & GRAVEL - FILL BR.FINE-MED.SAND, SOME GRAVEL, TRACE SILT - FILL DARK BR.PEAT AND WOOD DARK GREY ORGANIC SILT, TRACE SHELLS 2.0 11.0 17.5 21.0 CLIENT GATEWAY MONTVILE, LLC PROJECT NAMEPROPOSED DEVELOPMENT OF FORMER ROCK- TENN SITECLARENCE WELTI ASSOC., INC. P.O. BOX 397 LOCATION 125 & 133 DEPOT ROAD, UNCASVILLE, CT GLASTONBURY, CONN 06033 AUGER CASING SAMPLER CORE BAR. OFFSET SURFACE ELEV. 9.0 HOLE NO.B-15 TYPE HSA SS LINE & STA.GROUND WATER OBSERVATIONS START DATE 7/14/22SIZE I.D.3.75"1.375"N. COORDINATE AT 5.0 FT. AFTER 0 HOURS HAMMER WT.140lbs FINISH DATE 7/14/22E. COORDINATE AT FT. AFTER HOURS HAMMER FALL 30" LEGEND: COL. A:DRILLER:J. BREWER SAMPLE TYPE:D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR: SHEET 1 OF HOLE NO.B-15PROPORTIONS USED:TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% DEPTH NO. SAMPLE BLOWS/6" DEPTH A STRATUM DESCRIPTION + REMARKS ELEV. 2 40 45 50 55 60 65 70 75 -30 -35 -40 -45 -50 -55 -60 -65 UP#3 UP#4 35.0'-37.0' 40.0'-42.0' BOTTOM OF BORING @ 42.0'42.0 CLIENT GATEWAY MONTVILE, LLC PROJECT NAMEPROPOSED DEVELOPMENT OF FORMER ROCK- TENN SITECLARENCE WELTI ASSOC., INC. P.O. BOX 397 LOCATION 125 & 133 DEPOT ROAD, UNCASVILLE, CT GLASTONBURY, CONN 06033 LEGEND: COL. A:DRILLER:J. BREWER SAMPLE TYPE:D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR: SHEET 2 OF HOLE NO.B-15PROPORTIONS USED:TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% DEPTH NO. SAMPLE BLOWS/6" DEPTH A STRATUM DESCRIPTION + REMARKS ELEV. 2 0 5 10 15 20 25 30 35 5 0 -5 -10 -15 -20 -25 1 2 3 4 5 6 38-22-35-30 1-1-1-2 1-2-2-4 1-0-1-0 1-1-1-1 0-0-1-1 5.0'-7.0' 10.0'-12.0' 15.0'-17.0' 20.0'-22.0' 25.0'-27.0' 30.0'-32.0' GREY FINE-CRS.SAND, LITTLE SILT - FILL BR.FINE-CRS.SAND, LITTLE SILT & GRAVEL - FILL BR.SILT, LITTLE WOOD, CLOTH & GRAVEL - FILL DARK GREY ORGANIC SILT BOTTOM OF BORING @ 32.0' 1.0 8.0 18.0 32.0 CLIENT GATEWAY MONTVILE, LLC PROJECT NAMEPROPOSED DEVELOPMENT OF FORMER ROCK- TENN SITECLARENCE WELTI ASSOC., INC. P.O. BOX 397 LOCATION 125 & 133 DEPOT ROAD, UNCASVILLE, CT GLASTONBURY, CONN 06033 AUGER CASING SAMPLER CORE BAR.OFFSET SURFACE ELEV. 8.0 HOLE NO.B-16 TYPE HSA SS LINE & STA.GROUND WATER OBSERVATIONS START DATE 7/15/22SIZE I.D.3.75"1.375"N. COORDINATE AT 4.0 FT. AFTER 0 HOURS HAMMER WT.140lbs FINISH DATE 7/15/22E. COORDINATE AT FT. AFTER HOURS HAMMER FALL 30" LEGEND: COL. A:DRILLER:J. BREWER SAMPLE TYPE:D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR: SHEET 1 OF HOLE NO.B-16PROPORTIONS USED:TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% DEPTH NO. SAMPLE BLOWS/6"DEPTH A STRATUM DESCRIPTION + REMARKS ELEV. 1 APPENDIX 2 Plan with Boring Locations, Soil Cross Section Locations and Delineated Areas (Area 1 thru Area 4)with Proposed Fill Elevations (or Equivalent Materials Storage Weight) + Geologic Cross Sections 1 thru 4 + Global Stability Analyses Plan with boring locations, soil cross section locations and delineated areas (Area 1 thru Area 4) with proposed fill elevations (or equivalent materials storage weight) SECTION 1SECTION 2 S E C T I O N 3 S E C T I O N 4 AREA 1AREA 2AREA 3AREA 4125 & 133 DEPOT ROAD, MONTVILLE, CTSITE OPERATION/REDEVELOPMENTGEOLOGIC SECTION LOCATION PLAN Soils Cross Sections 1 thru 4, with grading used in slope stability highlighted SECTION 1: EAST-WEST SECTION 1: EAST-WEST B-10B-8MATCH LINE A MATCH LINE A 125 & 133 DEPOT ROAD, MONTVILLE, CTSITE OPERATION/REDEVELOPMENTSCHEMATIC GEOLOGIC PROFILES SECTION 2: EAST-WEST SECTION 2: EAST-WEST B-1B-2B-6MATCH LINE B MATCH LINE B 125 & 133 DEPOT ROAD, MONTVILLE, CTSITE OPERATION/REDEVELOPMENTSCHEMATIC GEOLOGIC PROFILES SECTION 3: EAST-WEST SECTION 3: EAST-WEST B-11B-2B-9MATCH LINE C MATCH LINE C 125 & 133 DEPOT ROAD, MONTVILLE, CTSITE OPERATION/REDEVELOPMENTSCHEMATIC GEOLOGIC PROFILES SECTION 4: EAST-WEST SECTION 4: EAST-WEST B-15B-14B-16MATCH LINE D MATCH LINE D 125 & 133 DEPOT ROAD, MONTVILLE, CTSITE OPERATION/REDEVELOPMENTSCHEMATIC GEOLOGIC PROFILES Initial Global Stability Analyses Geologic Cross Section in the area of borings B-1, B,2 & B-6 1. With existing grades; FS=1.76 2. With proposed grading as shown on grading plans dated 5/22; FS=1.28 3. With proposed grading and additional 20 feet of soil; FS=0.89 .--... w 120 100 80 60 40 Sandy Fill 120 pcf O psf 32 ° Pumped Sandy Fill 115 pcf O psf 28 ° Organic SILT, trace Clay 90 pcf 150 psf 8 ° Sand, Gravel, tr Silt 125 pcf O psf 32 ° Controlled FILL 125 pcf O psf 34 ° With Proposed New Grading and 20 feet of FILL 37 B-6 B-2 ·�,, 0� r· �I � ontrolled Fill •!-i \ •- f sl ....._ -20 -40 -60 SAND, some Gravel, trace Silt 24 4 -80 -10691 0 100 200 300 Distance (ft) 0.89 .- Gateway Montville; 125-133 Depot Rd Initial Global Slope Stability Existing Section #1 By: Welti Geotechnical Date: 5/27/22 t ' t t t I ' (tii 3 Organic SILT, trace Clay 400 23 28 500 Global Stability Analyses on Sections 1 thru 3, with proposed grading 1234567891011121314151617181920212223242526272829303132333435363738123451.45Organic SILT, trace Clay SAND, some Gravel, trace Silt 115'Pumped SAND FillB-8 B-6B-10Gateway Montville; 125-133 Depot RdGlobal Slope Stability with proposed grading Section 1By: Welti GeotechnicalDate: 7/20/22with proposed grading up to Elev.20 Existing FILLProposed Maximum Elev.20+/-Proposed Maximum Elev.8+/-Controlled FillFILL - SAND, little to some Silt, Gravel, Concrete, Bricks, Cinders & Ashes 120 pcf 0 psf 32 ° Pumped Sandy Fill 115 pcf 0 psf 28 ° Organic SILT, trace Clay 90 pcf 150 psf 8 ° Sand, Gravel, tr Silt 125 pcf 0 psf 32 ° Controlled FILL 125 pcf 0 psf 34 ° Distance (ft)0 100 200 300 400 500Elevation (ft)-100-80-60-40-20020406080100120 12345678910111213141516171819202122232425262728293031323334353637383940123451.42Organic SILT, trace Clay SAND, some Gravel, trace Silt Proposed Maximum Elev.20+/-Pumped SAND FillB-1 B-6B-3Gateway Montville; 125-133 Depot RdGlobal Slope Stability with proposed grading Section 2By: Welti GeotechnicalDate: 7/20/22Existing FILLProposed Maximum Elev.8+-115'Controlled FillFILL - SAND, little to some Silt, Gravel, Concrete, Bricks, Cinders & Ashes 120 pcf 0 psf 32 ° Pumped Sandy Fill 115 pcf 0 psf 28 ° Organic SILT, trace Clay 90 pcf 150 psf 8 ° Sand, Gravel, tr Silt 125 pcf 0 psf 32 ° Controlled FILL 125 pcf 0 psf 34 ° Distance (ft)0 100 200 300 400 500Elevation (ft)-100-80-60-40-20020406080100120 123456789101112131415161718192021222324252627282930313233343536373839123451.41Organic SILT, trace Clay SAND, little to some Gravel, little Silt; orStratified SAND and SILT B-2Pumped SAND Fill130'B-6 & B-9B-11Gateway Montville; 125-133 Depot RdGlobal Slope Stability with proposed grading Section 3By: Welti GeotechnicalDate: 7/20/22Existing FILL Controlled FillFILL - SAND, little to some Silt, Gravel, Concrete, Bricks, Cinders & Ashes 120 pcf 0 psf 32 ° Pumped Sandy Fill 115 pcf 0 psf 28 ° Organic SILT, trace Clay 90 pcf 150 psf 8 ° Sand little Silt & Gravel 125 pcf 0 psf 32 ° Controlled FILL 125 pcf 0 psf 34 ° Proposed Elev.20+/-Proposed Elev.8+/-Distance (ft)0 100 200 300 400 500Elevation (ft)-100-80-60-40-20020406080100120 123456789101112131415161718192021222324252627282930313233343536373839123451.44Organic SILT, trace Clay SAND, some Gravel, trace Silt 115'Pumped SAND FillB-8 B-6B-10Gateway Montville; 125-133 Depot RdGlobal Slope Stability with proposed grading Section 1By: Welti GeotechnicalDate: 7/20/22with proposed grading up to Elev.20 Existing FILLProposed Maximum Elev.47+/-Proposed Maximum Elev.8+/-Controlled FillFILL - SAND, little to some Silt, Gravel, Concrete, Bricks, Cinders & Ashes 120 pcf 0 psf 32 ° Pumped Sandy Fill 115 pcf 0 psf 28 ° Organic SILT, trace Clay 90 pcf 150 psf 8 ° Sand, Gravel, tr Silt 125 pcf 0 psf 32 ° Controlled FILL 125 pcf 0 psf 34 ° surcharge equivalent to weight of loaded Rail Cars (approx. 100 Tons over 10' x 60' base) Distance (ft)0 100 200 300 400 500Elevation (ft)-100-80-60-40-20020406080100120 APPENDIX 3 Laboratory Test Reports 8/09/22 8/09/22 8/09/22 Client: Clarence Welti Associates, Inc. Project Name: Gateway Project Location: Montville, CT GTX #: 315810 Test Date: Tested By: trm Checked By: anm Boring ID: B-15 Sample ID: --- Depth, ft: 35-37 Visual Description: Moist, dark gray silty clay Test No.: UC-1 Initial Diameter, in: 2.87 Compressive Strength, psf 858 Initial Height, in: 5.95 Shear Strength, psf: 429 Height to Diameter Ratio: 2.07 Strain Rate, %/min: 1 Initial Mass, grams: 933 Strain at Failure, %: 7.7 Initial Bulk Density, pcf: 92.4 Sample Type: intact Initial Moisture Content, %: 92.7 Liquid Limit: --- Initial Dry Density, pcf: 47.9 Plastic Limit: --- Initial Degree of Saturation: 99.5 Plasticity Index: --- Initial Void Ratio: 2.51 % Passing #200 sieve: --- Estimated Specific Gravity: 2.7 Soil Classification: --- Group Symbol: --- Notes: Moisture content obtained before shear from sample trimmings Moisture Content determined by ASTM D2216 "---" indicates testing required to determine these values was not requested Failure Sketch Unconfined Compressive Strength by ASTM D2166 07/26/22 Extruded from tube, cut, trimmed and placed into apparatus at the as-received density and moisture content. 0 500 1000 1500 0 5 10 15 20Compressive Stress, psfVertical Strain, % One-Dimensional Consolidation by ASTM D2435 - Method B 2022-08-09 10:11:26 2.3.16.137 / 2.3.16.137 1 Project: Gateway Boring No.: B-15 Sample No.: --- Test No.: IP-1 Description: Moist, dark gray silty clay Remarks: TX-011, Swell Pressure = 0.0662 tsf Location: Montville, CT Tested By: trm Test Date: 8/1/22 Sample Type: intact Project No.: GTX-315810 Checked By: anm Depth: 35'-37' Elevation: --- Displacement at End of Increment Summary Report 0.01 0.1 1 10 Vertical Stress, tsf 40 30 20 10 0 Strain, %0.01 0.1 1 10 Vertical Stress, tsf 10-8 10-7 10-6 10-5 10-4 10-3 10-2 Cv, in²/s One-Dimensional Consolidation by ASTM D2435 - Method B 2022-08-09 10:11:27 2.3.16.137 / 2.3.16.137 2 Project: Gateway Boring No.: B-15 Sample No.: --- Test No.: IP-1 Description: Moist, dark gray silty clay Remarks: TX-011, Swell Pressure = 0.0662 tsf Location: Montville, CT Tested By: trm Test Date: 8/1/22 Sample Type: intact Project No.: GTX-315810 Checked By: anm Depth: 35'-37' Elevation: --- Time Curve 1 of 9 Constant Volume Step Stress: 0.0662 tsf 0.01 0.1 1 10 100 1000 Time, min 0.0 0.2 0.4 0.6 0.8 1.0 1.2 Stress, tsf0 5 10 15 20 25 30 Square Root of Time, √min 0.0 0.2 0.4 0.6 0.8 1.0 1.2 Stress, tsf One-Dimensional Consolidation by ASTM D2435 - Method B 2022-08-09 10:11:27 2.3.16.137 / 2.3.16.137 3 Project: Gateway Boring No.: B-15 Sample No.: --- Test No.: IP-1 Description: Moist, dark gray silty clay Remarks: TX-011, Swell Pressure = 0.0662 tsf Location: Montville, CT Tested By: trm Test Date: 8/1/22 Sample Type: intact Project No.: GTX-315810 Checked By: anm Depth: 35'-37' Elevation: --- Time Curve 2 of 9 Constant Load Step Stress: 0.125 tsf 0.01 0.1 1 10 100 1000 Time, min 2.0 1.8 1.6 1.4 1.2 1.0 0.8 Strain, %0 5 10 15 20 25 30 Square Root of Time, √min 2.0 1.8 1.6 1.4 1.2 1.0 0.8 Strain, % One-Dimensional Consolidation by ASTM D2435 - Method B 2022-08-09 10:11:28 2.3.16.137 / 2.3.16.137 4 Project: Gateway Boring No.: B-15 Sample No.: --- Test No.: IP-1 Description: Moist, dark gray silty clay Remarks: TX-011, Swell Pressure = 0.0662 tsf Location: Montville, CT Tested By: trm Test Date: 8/1/22 Sample Type: intact Project No.: GTX-315810 Checked By: anm Depth: 35'-37' Elevation: --- Time Curve 3 of 9 Constant Load Step Stress: 0.25 tsf 0.01 0.1 1 10 100 1000 Time, min 4.5 4.0 3.5 3.0 2.5 2.0 1.5 Strain, %0 5 10 15 20 25 30 Square Root of Time, √min 4.5 4.0 3.5 3.0 2.5 2.0 1.5 Strain, % One-Dimensional Consolidation by ASTM D2435 - Method B 2022-08-09 10:11:29 2.3.16.137 / 2.3.16.137 5 Project: Gateway Boring No.: B-15 Sample No.: --- Test No.: IP-1 Description: Moist, dark gray silty clay Remarks: TX-011, Swell Pressure = 0.0662 tsf Location: Montville, CT Tested By: trm Test Date: 8/1/22 Sample Type: intact Project No.: GTX-315810 Checked By: anm Depth: 35'-37' Elevation: --- Time Curve 4 of 9 Constant Load Step Stress: 0.5 tsf 0.01 0.1 1 10 100 1000 Time, min 6.0 5.5 5.0 4.5 4.0 3.5 3.0 Strain, %0 5 10 15 20 25 30 Square Root of Time, √min 6.0 5.5 5.0 4.5 4.0 3.5 3.0 Strain, % One-Dimensional Consolidation by ASTM D2435 - Method B 2022-08-09 10:11:30 2.3.16.137 / 2.3.16.137 6 Project: Gateway Boring No.: B-15 Sample No.: --- Test No.: IP-1 Description: Moist, dark gray silty clay Remarks: TX-011, Swell Pressure = 0.0662 tsf Location: Montville, CT Tested By: trm Test Date: 8/1/22 Sample Type: intact Project No.: GTX-315810 Checked By: anm Depth: 35'-37' Elevation: --- Time Curve 5 of 9 Constant Load Step Stress: 1 tsf 0.01 0.1 1 10 100 1000 Time, min 11 10 9 8 7 6 5 Strain, %0 5 10 15 20 25 30 Square Root of Time, √min 11 10 9 8 7 6 5 Strain, % One-Dimensional Consolidation by ASTM D2435 - Method B 2022-08-09 10:11:30 2.3.16.137 / 2.3.16.137 7 Project: Gateway Boring No.: B-15 Sample No.: --- Test No.: IP-1 Description: Moist, dark gray silty clay Remarks: TX-011, Swell Pressure = 0.0662 tsf Location: Montville, CT Tested By: trm Test Date: 8/1/22 Sample Type: intact Project No.: GTX-315810 Checked By: anm Depth: 35'-37' Elevation: --- Time Curve 6 of 9 Constant Load Step Stress: 1.5 tsf 0.01 0.1 1 10 100 1000 Time, min 14 13 12 11 10 9 8 Strain, %0 5 10 15 20 25 30 Square Root of Time, √min 14 13 12 11 10 9 8 Strain, % One-Dimensional Consolidation by ASTM D2435 - Method B 2022-08-09 10:11:31 2.3.16.137 / 2.3.16.137 8 Project: Gateway Boring No.: B-15 Sample No.: --- Test No.: IP-1 Description: Moist, dark gray silty clay Remarks: TX-011, Swell Pressure = 0.0662 tsf Location: Montville, CT Tested By: trm Test Date: 8/1/22 Sample Type: intact Project No.: GTX-315810 Checked By: anm Depth: 35'-37' Elevation: --- Time Curve 7 of 9 Constant Load Step Stress: 2 tsf 0.01 0.1 1 10 100 1000 Time, min 19 18 17 16 15 14 13 Strain, %0 5 10 15 20 25 30 Square Root of Time, √min 19 18 17 16 15 14 13 Strain, % One-Dimensional Consolidation by ASTM D2435 - Method B 2022-08-09 10:11:32 2.3.16.137 / 2.3.16.137 9 Project: Gateway Boring No.: B-15 Sample No.: --- Test No.: IP-1 Description: Moist, dark gray silty clay Remarks: TX-011, Swell Pressure = 0.0662 tsf Location: Montville, CT Tested By: trm Test Date: 8/1/22 Sample Type: intact Project No.: GTX-315810 Checked By: anm Depth: 35'-37' Elevation: --- Time Curve 8 of 9 Constant Load Step Stress: 4 tsf 0.01 0.1 1 10 100 1000 Time, min 28 26 24 22 20 18 16 Strain, %0 5 10 15 20 25 30 Square Root of Time, √min 28 26 24 22 20 18 16 Strain, % One-Dimensional Consolidation by ASTM D2435 - Method B 2022-08-09 10:11:32 2.3.16.137 / 2.3.16.137 10 Project: Gateway Boring No.: B-15 Sample No.: --- Test No.: IP-1 Description: Moist, dark gray silty clay Remarks: TX-011, Swell Pressure = 0.0662 tsf Location: Montville, CT Tested By: trm Test Date: 8/1/22 Sample Type: intact Project No.: GTX-315810 Checked By: anm Depth: 35'-37' Elevation: --- Time Curve 9 of 9 Constant Load Step Stress: 8 tsf 0.01 0.1 1 10 100 1000 Time, min 38 36 34 32 30 28 26 Strain, %0 5 10 15 20 25 30 Square Root of Time, √min 38 36 34 32 30 28 26 Strain, % One-Dimensional Consolidation by ASTM D2435 - Method B 2022-08-09 10:11:33 2.3.16.137 / 2.3.16.137 11 Project: Gateway Boring No.: B-15 Sample No.: --- Test No.: IP-1 Description: Moist, dark gray silty clay Remarks: TX-011, Swell Pressure = 0.0662 tsf Location: Montville, CT Tested By: trm Test Date: 8/1/22 Sample Type: intact Project No.: GTX-315810 Checked By: anm Depth: 35'-37' Elevation: --- Specimen Diameter: 2.50 in Initial Height: 1.00 in Final Height: 0.65 in Estimated Specific Gravity: 2.73 Initial Void Ratio: 2.9 Final Void Ratio: 1.54 Liquid Limit: --- Plastic Limit: --- Plasticity Index: --- Before Test Trimmings Before Test Specimen After Test Specimen After Test Trimmings Container ID Mass Container, gm Mass Container + Wet Soil, gm Mass Container + Dry Soil, gm Mass Dry Soil, gm Water Content, % Void Ratio Degree of Saturation, % Dry Unit Weight, pcf E5511 8.19 147.25 79.28 71.09 95.61 --- --- --- RING 108.77 219.24 165.07 56.298 96.22 2.90 90.56 43.692 108.77 196.73 165.07 56.298 56.24 1.54 100.00 67.218 E0477 8.21 96.72 64.86 56.65 56.24 --- --- --- Note: Specific Gravity and Void Ratios are calculated assuming the degree of saturation equals 100% at the end of the test. Therefore, values may not represent actual values for the specimen. One-Dimensional Consolidation by ASTM D2435 - Method B 2022-08-09 10:11:33 2.3.16.137 / 2.3.16.137 12 Project: Gateway Boring No.: B-15 Sample No.: --- Test No.: IP-1 Description: Moist, dark gray silty clay Remarks: TX-011, Swell Pressure = 0.0662 tsf Location: Montville, CT Tested By: trm Test Date: 8/1/22 Sample Type: intact Project No.: GTX-315810 Checked By: anm Depth: 35'-37' Elevation: --- Displacement at End of Increment Square Root of Time Coefficients Step Applied Stress tsf Final Displacement in Void Ratio Strain at End % Sq.Rt. T90 min Cv in²/s Mv 1/tsf k ft/day 1 2 3 4 5 6 7 8 9 0.0662 0.125 0.250 0.500 1.00 1.50 2.00 4.00 8.00 0.009028 0.01750 0.03129 0.05073 0.08953 0.1375 0.1783 0.2739 0.3492 2.87 2.83 2.78 2.70 2.55 2.36 2.20 1.83 1.54 0.903 1.75 3.13 5.07 8.95 13.8 17.8 27.4 34.9 327.991 26.614 67.445 349.345 30.634 74.621 112.581 20.945 21.755 1.07e-05 1.29e-04 4.99e-05 9.30e-06 9.97e-05 3.72e-05 2.23e-05 1.01e-04 7.70e-05 1.36e-01 1.44e-01 1.10e-01 7.78e-02 7.76e-02 9.60e-02 8.15e-02 4.78e-02 1.88e-02 2.73e-05 3.49e-04 1.03e-04 1.35e-05 1.45e-04 6.69e-05 3.40e-05 9.05e-05 2.71e-05 APPENDIX 4 Historical USGS Topographic Mapping Showing Former Shoreline and Filling of Site Source: Historical Topographic Map Collection courtesy of the U.S. Geological Survey, Esri | Esri Community Maps Contributors, MassGIS, UConn/CTDEEP, © OpenStreetMap, Microsoft, Esri, HERE, Garmin, SafeGraph, GeoTechnologies, Inc, METI/NASA, USGS, EPA, NPS, US Census Bureau, USDA New London (1893) 100m USGS mapping in area of former Stone Container SiteDepot Road, Montville, CT Note: this shows original shoreline between Depot Road and Dock Road beneath the Stone Container Buildings and close to the Railroad Esri Community Maps Contributors, MassGIS, UConn/CTDEEP, © OpenStreetMap, Microsoft, Esri, HERE, Garmin, SafeGraph, GeoTechnologies, Inc, METI/NASA, USGS, EPA, NPS, US Census Bureau, USDA | Source: Historical Topographic Map Collection courtesy of the U.S. Geological Survey, Esri Uncasville (1941) 100m Historical USGS mapping in area of former Stone Container BuildingDepot Road, Montville, CT Note: this shows the Stone Container Buildings overlaid on the original topography Attachment B Modified Phase 2 Stormwater Supporting Calculations Water Quality Calculations per Appendix B, CT DEEP SWQM CB-E - HydroWorks HydroStorm 4 Water Quality Volume - 1" x R x A / 12 Gross Drainage Area (A)0.64 Acres Impervious Area 0.64 Acres % Impervious (I)100.00 % Volumetric Runoff Coefficient 0.95 R=0.05+(0.009 x I) Water Quality Volume 0.05 Acre-Feet Water Quality Volume 2,207 Cubic Feet Water Quality Flow Runoff Depth (Q = WQV x 12 / A)0.95 Inches CN 99.57 Tc (10 minute minimum per SWQM)10 Minutes Ia (Table 4-1 of TR-55)0.041 Inches qu (Exhibit 4-III of TR-55)650 csm/in WQF 0.62 CFS Water Quality Calculations per Appendix B, CT DEEP SWQM CB-F - HydroWorks HydroStorm 4 Water Quality Volume - 1" x R x A / 12 Gross Drainage Area (A)0.42 Acres Impervious Area 0.42 Acres % Impervious (I)100.00 % Volumetric Runoff Coefficient 0.95 R=0.05+(0.009 x I) Water Quality Volume 0.03 Acre-Feet Water Quality Volume 1,448 Cubic Feet Water Quality Flow Runoff Depth (Q = WQV x 12 / A)0.95 Inches CN 99.57 Tc (10 minute minimum per SWQM)10 Minutes Ia (Table 4-1 of TR-55)0.041 Inches qu (Exhibit 4-III of TR-55)650 csm/in WQF 0.41 CFS Water Quality Calculations per Appendix B, CT DEEP SWQM HDS-1 - HydroWorks HydroStorm 6 Water Quality Volume - 1" x R x A / 12 Gross Drainage Area (A)1.6 Acres Impervious Area 1.6 Acres % Impervious (I)100 % Volumetric Runoff Coefficient 0.95 R=0.05+(0.009 x I) Water Quality Volume 0.13 Acre-Feet Water Quality Volume 5,518 Cubic Feet Water Quality Flow Runoff Depth (Q = WQV x 12 / A)0.95 Inches CN 99.57 Tc (10 minute minimum per SWQM)10 Minutes Ia (Table 4-1 of TR-55)0.041 Inches qu (Exhibit 4-III of TR-55)650 csm/in WQF 1.54 CFS Water Quality Calculations per Appendix B, CT DEEP SWQM HDS-2 - HydroWorks HydroStorm 10 Water Quality Volume - 1" x R x A / 12 Gross Drainage Area (A)4.42 Acres Impervious Area 4.42 Acres % Impervious (I)100 % Volumetric Runoff Coefficient 0.95 R=0.05+(0.009 x I) Water Quality Volume 0.35 Acre-Feet Water Quality Volume 15,242 Cubic Feet Water Quality Flow Runoff Depth (Q = WQV x 12 / A)0.95 Inches CN 99.57 Tc (10 minute minimum per SWQM)10 Minutes Ia for CN(Table 4-1 of TR-55)0.041 Inches qu (Exhibit 4-III of TR-55)650 csm/in WQF 4.26 CFS Water Quality Calculations per Appendix B, CT DEEP SWQM HDS-3 - HydroWorks HydroStorm 10 Water Quality Volume - 1" x R x A / 12 Gross Drainage Area (A)4.41 Acres Impervious Area 4.41 Acres % Impervious (I)100 % Volumetric Runoff Coefficient 0.95 R=0.05+(0.009 x I) Water Quality Volume 0.35 Acre-Feet Water Quality Volume 15,208 Cubic Feet Water Quality Flow Runoff Depth (Q = WQV x 12 / A)0.95 Inches CN 99.57 Tc (10 minute minimum per SWQM)10 Minutes Ia (Table 4-1 of TR-55)0.041 Inches qu (Exhibit 4-III of TR-55)650 csm/in WQF 4.25 CFS Attachment C Post-Development Conditions Watershed Maps GRAPHIC SCALERevisionsSHEET NO.Site Operations/Development Plan Prepared for Gateway Montville, LLC 125 Depot Rd (M/B/L 071-007-000), 131 Depot Rd (M/B/L 071-013-000), 133 Depot Rd (M/B/L 071-001-000) and 55 Dock Rd (M/B/L 071-008-000) - Uncasville, ConnecticutMay 2022JOB I.D. NO.\\192.168.2.3\PROJECTS\CIVIL 3D PROJECTS\2022\22-3140 GATEWAY TERMINAL\TECH\STORMWATER\DEPOT ROAD STORMWATER REV - PHASE 2 REV.DWG 22-3140DATE:SCALE:24©2022 BOUNDARIES LLCTHIS DRAWING IS THE PROPERTY OF BOUNDARIES LLC AND HAS BEEN SPECIFICALLYPREPARED FOR THE OWNER OF THIS PROJECT, AT THIS SITE, AND IS NOT TO BEDUPLICATED OR USED IN PART OR WHOLE FOR ANY OTHER PURPOSE, PROJECT, LOCATIONOR OWNER WITHOUT THE EXPRESSED WRITTEN CONSENT OF BOUNDARIES LLC.Rev. A - Per Town StaffReview - 6/28/22Rev. B - Per Town StaffReview - 7/7/22Rev. C - Per Conditions ofApproval - 7/13/221" = 50'"Figure 2 - Post-Development Conditions Watersheds"11NORTH SUBAREA 1AREA=1.60 AcresC=0.95Tc=5 minutesQ10=11.1 CFSMIDDLE SUBAREA 1AREA=1.87 AcresC=0.95Tc=5 minutesQ10=12.9 CFSMIDDLE SUBAREA 2AREA=2.55 AcresC=0.95Tc=5 minutesQ10=17.6 CFSSOUTH SUBAREA 1AREA=2.98 AcresC=0.95Tc=5 minutesQ10= 20.6 CFSSOUTH SUBAREA 2AREA=1.43 AcresC=0.95Tc=5 minutesQ10=9.8 CFSWEST SUBAREA 1AREA=0.59 AcresC=0.51Tc=5 minutesQ10=2.2 CFSWEST SUBAREA 2AREA=1.05 AcresC=0.66Tc=5 minutesQ10=5.1 CFSWEST SUBAREA 3AREA=1.41 AcresC=0.78Tc=5 minutesQ10=8.1 CFSWEST SUBAREA 4AREA=1.87 AcresC=0.95Tc=5 minutesQ10=13.0 CFSWEST SUBAREA 5AREA=1.40 AcresC=0.75Tc=5 minutesQ10=7.7 CFSCB E SUBAREAAREA=0.64 AcresC=0.95Tc=5 minutesQ10=4.4 CFSCB F SUBAREAAREA=0.32 AcresC=0.95Tc=5 minutesQ10=2.2 CFSCB G SUBAREAAREA=0.10 AcresC=0.95Tc=5 minutesQ10=0.7 CFSNORTH DISCHARGEOUTFALL #2WEST DISCHARGEOUTFALL #1CB-E DISCHARGEOUTFALL#3MIDDLE/CB-F DISCHARGEOUTFALL #4SOUTH DISCHARGEOUTFALL #5WEST AREA OVERALLAREA=6.32 AcresC=0.81Tc=8.5 minutesQ10=28.7 CFSI=7.26 in/hr for 5 minute TcFlow rates calculated byRational Method Attachment D Modified Phase 2 Stormwater and Grading Plan Sheets ~~~~~~~~~~~~~~Depot RoadTha m e s R i v e rN/FComstock CemeteryN/FComstockCemeteryN/FCentral Vermont(Genesee & WyomingRail Road Services)PHASE 2BPHASE 2BPHASE 2APHASE 2APHASE 2APHASE 2CTh a m e s R i v e rGRAPHIC SCALEMatch Line "A" (See Sheet 15)Match Line "B" (See This Sheet) Match Line "B" (See This Sheet)RevisionsSHEET NO.Site Operations/Development Plan Prepared for Gateway Montville, LLC 125 Depot Rd (M/B/L 071-007-000), 131 Depot Rd (M/B/L 071-013-000), 133 Depot Rd (M/B/L 071-001-000) and 55 Dock Rd (M/B/L 071-008-000) - Uncasville, ConnecticutMay 2022JOB I.D. NO.\\192.168.2.3\PROJECTS\CIVIL 3D PROJECTS\2022\22-3140 GATEWAY TERMINAL\DWG\DESIGN\DEPOT ROAD SITE PLAN CONSTRUCTION DRAWING.DWG 22-3140DATE:SCALE:24©2022 BOUNDARIES LLCTHIS DRAWING IS THE PROPERTY OF BOUNDARIES LLC AND HAS BEEN SPECIFICALLYPREPARED FOR THE OWNER OF THIS PROJECT, AT THIS SITE, AND IS NOT TO BEDUPLICATED OR USED IN PART OR WHOLE FOR ANY OTHER PURPOSE, PROJECT, LOCATIONOR OWNER WITHOUT THE EXPRESSED WRITTEN CONSENT OF BOUNDARIES LLC.Rev. A - Per Town StaffReview - 6/28/22Rev. B - Per Town StaffReview - 7/7/22Rev. C - Per Conditions ofApproval - 7/13/221" = 40'"Phase 2A/2B Grading and Stormwater Plan - North"14GRADING NOTESSTORMWATER SYSTEMOPERATION AND MAINTENANCEFOR REVIEW9/16/2022 ~~~~~~Dock RoadTh a m e s R i v e rN/FUncasville, LLCVolume 657, Page 1163N/FFrederick H. Perkins& Elenor M. PerkinsVolume 337, Page 241N/FComstock CemeteryN/FCentral Vermont(Genesee & WyomingRail Road Services)Central Vermont(Genesee & WyomingRail Road Services)N/FKurt E. Eichelberg &Sandra J. EichelbergVolume 560, Page 999~PHASE 2APHASE 2APHASE 2CPHASE 2CGRAPHIC SCALEMatch Line"A"(See Sheet 14)RevisionsSHEET NO.Site Operations/Development Plan Prepared for Gateway Montville, LLC 125 Depot Rd (M/B/L 071-007-000), 131 Depot Rd (M/B/L 071-013-000), 133 Depot Rd (M/B/L 071-001-000) and 55 Dock Rd (M/B/L 071-008-000) - Uncasville, ConnecticutMay 2022JOB I.D. NO.\\192.168.2.3\PROJECTS\CIVIL 3D PROJECTS\2022\22-3140 GATEWAY TERMINAL\DWG\DESIGN\DEPOT ROAD SITE PLAN CONSTRUCTION DRAWING.DWG 22-3140DATE:SCALE:24©2022 BOUNDARIES LLCTHIS DRAWING IS THE PROPERTY OF BOUNDARIES LLC AND HAS BEEN SPECIFICALLYPREPARED FOR THE OWNER OF THIS PROJECT, AT THIS SITE, AND IS NOT TO BEDUPLICATED OR USED IN PART OR WHOLE FOR ANY OTHER PURPOSE, PROJECT, LOCATIONOR OWNER WITHOUT THE EXPRESSED WRITTEN CONSENT OF BOUNDARIES LLC.Rev. A - Per Town StaffReview - 6/28/22Rev. B - Per Town StaffReview - 7/7/22Rev. C - Per Conditions ofApproval - 7/13/221" = 40'"Phase 2B/2C Grading and Stormwater Plan - South"15Match Line"A"(See Sheet 14)FOR REVIEW9/16/2022DRAIN PIPE AND BERM DETAILNOT TO SCALE