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Mill River Levee System - Geotechnical Data Memo_01-28-2021_FINAL An Equal Opportunity Employer M/F/V/H M E M O R A N D U M To: David Veleta, P.E. (Northampton, DPW) Kris Baker. P.E. (Northampton, DPW) From: Matthew A. Taylor, P.E. (GZA) Christopher Baker, P.E. (GZA) Chris Tsinidis, P.E. (GZA) Date: January 28, 2021 File No.: 01.0174343.00 Re: Geotechnical Data Memorandum Engineering Services for Levee Certification Mill River Levee System Northampton, MA In accordance with our agreement (WF7-19-2019) dated July 19, 2019, GZA GeoEnvironmental is pleased to submit this memorandum to the City of Northampton Department of Public Works (DPW), summarizing our geotechnical subsurface exploration data collection efforts for the Mill River Levee System. A separate memorandum summarizing the geotechnical exploration data collection efforts for the Connecticut River Levee System is provided under separate cover. This memo was prepared in accordance with Task 3 of the referenced contract and is subject to the Limitations provided in Appendix A. Unless noted otherwise, elevations reported herein are in reference to the North American Vertical Datum of 1988 (NAVD88). GZA’s subsurface exploration program was performed to gather the necessary data to fill previously identified subsurface information data gaps within the project record. The program was also intended to obtain additional information to support updated seepage analyses, slope stability analyses, wall stability analyses, and settlement analyses for the System. The results of those analyses, which will be submitted under separate cover, will be used to support the levee system certification and eventual Federal Emergency Management Agency (FEMA) accreditation in under Regulation 44 CFR 65.10. BACKGROUND MILL RIVER LEVEE SYSTEM In response to significant flooding events in the 1920’s and 1930’s, the United States Army Corps of Engineers (USACE) designed and constructed flood control works along the Mill River to protect the City of Northampton (City), Hampshire County, Massachusetts. The Work was authorized under the Flood Control Act approved on June 22, 1936. Construction along the Mill River was conducted over a series of construction contracts initiated in December 1938 and completed in June 1942. In 1944, the City accepted responsibility to operate and maintain the Mill River Levee System (System) in accordance with the Flood Control Regulations. Refer January 28, 2021 File No. 01.0174343.00 Geotechnical Data Memorandum Mill River Levee System Page | 2 Proactive by Design to Figure 1 for the location of the System. Refer to Appendix B for relevant Mill River Levee System Record Drawings obtained from the 1945 Operations and Maintenance Manual. The System protects the western part of the City against high water from the Mill River. The Mill River Levee System was constructed in conjunction with a diversion channel and is approximately 2,400 feet long and has a maximum height of approximately 25 feet. The Smith College Dike is the most upstream component of the System; its upstream end is located about 70 feet downstream of the Paradise Pond Dam. The Smith College Dike has a maximum height of about 16-feet and extends southward along the east bank of the Mill River about 1,100 feet to West Street from Station (Sta.) M 0+71 to Sta. M 11+57. At West Street, a 50-foot wide and 14.5-foot tall stop log closure structure is provided from Sta. M 11+57 to Sta. M 12+04, which is located between the Smith College Dike and a downstream concrete floodwall (Floodwall). The Floodwall, of “T” type cantilever construction, has a maximum height of about 21 feet and extends approximately 450 feet from about Sta. M 12+00 to Sta. M 16+52 tying in a downstream dike (Diversion Dike). The Floodwall has a 20-foot wide opening provided for the former New York, New Haven, and Hartford Railroad, which has been converted into a paved “Rail Trail”. The Diversion Dike has a maximum height of about 25 feet and extends approximately 900-feet from Sta. M 16+50 to high ground at Hebert Avenue at Sta. M 23+50. This Diversion Dike protects the east overbank area and also diverts the Mill River to a diversion canal (Diversion Canal). The Diversion Canal was constructed to divert the Mill River from a populated area in the southwestern section of the City, through the former Hulbert’s Pond, which is sparsely populated, where it discharges to the Connecticut River Oxbow. The Diversion Canal is approximately 11,042 feet long from its upstream end located at the New York, New Haven and Hartford Railroad, adjacent to the Diversion Dike at Sta. C -1+40, to its downstream end situated at Connecticut River Oxbow at Sta. C 109+02. A hydraulic grade structure (Drop Structure) was built near South Street Bridge to lower the water surface elevation in the Diversion Canal to accommodate the fluctuating tailwater formed by backwater from the Connecticut River. The System also includes a small bridge constructed on Old Springfield Road near the point where the Diversion Canal discharges into the Connecticut River Oxbow. The Bridle Path Bridge Closure consists of the filling in of former bridge/riverbed opening through the Bridle Path (existing embankment pre-dating the System). The opening through the Bridle Path was located approximately 900 feet south of the Drop Structure on the Diversion Canal. An existing plank and girder bridge was removed, and the stone abutments were leveled to El. 117 (Mean Sea Level Datum). The 90-foot-long opening in the Bridle Path embankment was filled with soil described as “random material.” The Bridle Path Overflow Section consists of a 946-foot-long excavated section of the Bridle Path embankment located perpendicular to the Canal at about Sta. C 85+00. The Overflow Section was partially excavated to create an “overflow section” for the Diversion Canal. The crest of the original Bridle Path embankment in this area was originally at about El. 112 (Mean Sea Level Datum), and was cut to El. 106 (Mean Sea Level Datum) as part of the Project. The Overflow Section was designed to add discharge capacity to pass the Diversion Canal designed flow of 20,000 cubic feet per second. Mean Sea Level Datum can be converted to NAVD88 by adding 0.31 feet. SCOPE OF WORK The Scope of Work for the Mill River Levee System Subsurface Exploration Program included the following: 1. Review the available existing subsurface information. 2. Prepare the Drilling Work Plan for review and approval by the USACE. January 28, 2021 File No. 01.0174343.00 Geotechnical Data Memorandum Mill River Levee System Page | 3 Proactive by Design 3. Complete the Subsurface Exploration Program which consisted of eight (8) test borings (locations designated MR-1 through MR-8 on Figure 2) to evaluate soil and groundwater conditions. 4. Perform gradation analyses and organic content testing on nine (9) soil samples collected from the test borings to confirm field classifications and determine engineering parameters to be used in the proposed geotechnical engineering analysis. 5. Prepare this data geotechnical data memorandum to summarize our findings. SUBSURFACE EXPLORATION PROGRAMS PREVIOUS TEST BORINGS Thirteen (13) borings were completed by the USACE is support of the original design and subsequent floodwall improvements for the Smith College Dike, Flood Wall, and Diversion Dike of the Mill River Levee System. Below are various excerpts from the Mill River Levee System subsurface exploration program that were summarized in a Pre-Inspection Packet (PIP) prepared by GZA/Watermark for the 2010 Periodic Inspection of the System regarding planning and design phase subsurface explorations and subsurface conditions assessments: Smith College Dike, Flood Wall, and Diversion Dike Subsurface Explorations: The design phase subsurface explorations for the Smith College Dike, Flood Wall, and Diversion Dike consisted of nine test borings (BH-17 to BH-21 and BH-39 to BH-43). In support of the Flood Wall Improvements completed by the USACE in 1957, four additional test borings (FA-1, FD-1, FA-2, and FA-3) were drilled on the landside of the Flood Wall near West Street. The test borings consisted of foundation drive sample borings (FD) and foundation hand auger borings (FA). Refer to the Select Record Drawings in Appendix B for previous test boring locations and a subsurface profile with the previous boring data. As noted in the USACE 2010 Periodic Inspection Report, the majority of the previous test borings were performed prior to the construction of the levee/dike and floodwalls. As such, the previous explorations did not sample the materials used to construct the levee/dike. In addition, the previous test borings revealed the presence of a discontinuous “artificial fill” layer along portions of the levee/dike and flood wall alignment. 2020 TEST BORINGS The 2020 test borings were drilled through the dikes/levees and adjacent to the floodwall approximately at 300 to 500-foot intervals between the upstream end of the Smith College Dike and the downstream end of the Diversion Dike. The objectives of the 2020 test borings were: • To obtain information about the embankment and foundation soils to support the geotechnical engineering analyses necessary to support the FEMA’s levee certification/accreditation effort for the System; and • To determine if the “artificial fill” layer was removed or left in-place below the System. January 28, 2021 File No. 01.0174343.00 Geotechnical Data Memorandum Mill River Levee System Page | 4 Proactive by Design As a first step, GZA prepared and submitted a drilling work plan entitled “Revised Drilling Work Plan for Subsurface Exploration Program – FEMA Certification Efforts for the Connecticut River and Mill River Levee Systems – Northampton, MA”, dated November 20, 2020 to the USACE for review and approval. The Work Plan was prepared in accordance with the USACE’s ER 1110-1-1807, Engineering and Design, “Drilling in Earth Embankment Dams and Levees”, dated December 2014. The final Drilling Work Plan was approved by the USACE on 11/21/2019. The Work Plan has been provided to the City as separate document and should referred to as needed for additional information. GZA engaged New England Boring Contractors, Inc. (NEBC) of both Glastonbury, Connecticut and Hermon, Maine to perform nine (9) test borings (MR-1, MR-1A through MR-8). The 2020 test borings were performed between the dates of January 15 and 22, 2020 from the top of the levee/dike, except for MR-4 and MR-5, which were performed at grade on the landside of the floodwall. The 2020 test borings were performed using an ATV mounted drilling rig and a truck mounted drill rig. The borings were advanced using drive-and-wash, cased drilling techniques to depths ranging from 24 to 44 feet below ground surface (bgs). Split spoon samples were obtained continuously through the levee fill material at each boring location, and at 5-foot intervals thereafter. Split spoon samples were collected in general accordance with ASTM D1586, the Standard Penetration Test (SPT)1. Upon completion, each borehole was backfilled with a cement- bentonite grout mix using a tremie grouting technique. A GZA engineer coordinated with the drilling subcontractor, observed the borings on a full-time basis, classified the soil samples, prepared the daily field reports attached as Appendix C and prepared the boring logs attached as Appendix D. The as-drilled boring locations were located by GZA using the Trimble R1 GPS unit with submeter accuracy. The boring location plans are attached as Figure 2. Ground surface elevations were estimated from a plan entitled “PLAN OF LAND IN NORTHAMPTON, MA” prepared by Northeast Survey Consultants, Inc. and dated July 9, 2015. GEOTECHNICAL LABORATORY TESTING Nine (9) soil samples collected from the 2020 test borings were selected by GZA for analysis and submitted to Thielsch Laboratories in Cranston, Rhode Island, for testing. The geotechnical laboratory testing program consisted of gradation analyses and organic content test. The purpose of the testing was to evaluate/confirm field classifications and to support assignment of engineering parameters for use in subsequent geotechnical engineering analyses. Geotechnical laboratory test results are attached as Appendix E. INFERRED SUBSURFACE CONDITIONS SOIL AND ROCK Based on the as-built record drawings, the Mill River Levee System construction consisted of five distinct levee cross sections as shown in Plate XIII of Appendix B as well as one section of flood wall. From Station 0+00 to the West Street Closure Structure at Station 11+60, the cross sections indicate typical levee/dike embankment 1 The SPT consists of driving a 2-inch-outside-diameter split spoon sampler a total of 24 inches with a 140-pound hammer free-falling 30 inches. The number of hammer blows required to drive the sampler are recorded for each 6 -inch interval. The number of blows required to advance the sampler from 6 to 18 inches of penetration is referred to as the “N Value”. January 28, 2021 File No. 01.0174343.00 Geotechnical Data Memorandum Mill River Levee System Page | 5 Proactive by Design construction consisting of Impervious Blanket Fill on the riverside of the levee/dike followed by Random Fill for the remainder of the embankment. Following the section of flood wall after the West Street Closure Structure, from Station 16+50 to Station 23+50, the cross sections indicate typical levee/dike embankment construction consists of Random Fill on both the riverside and landside with a Selected Impervious Fill core. The cross sections also indicate an approximately 1-foot-thick layer of riprap along the riverside of the entire levee/dike. All of the 2020 test borings were performed on the top of the levee, with the exception of the floodwall borings (MR-4 and MR-5). The levee/dike boring locations were alternated between the riverside edge and the landside edge of the top of the levee/dike to capture subsurface data from both the pervious (landside) and impervious fill (riverside) layers of the levee/dike construction. The foundation soils generally consist of a discontinuous layer of Existing Fill (i.e. the “artificial fill” identified in the previous borings that existed prior to the levee/dike construction) underlain by a naturally deposited Gravel and Sand layer and/or Varved Clay deposit. Weathered Bedrock was encountered below the naturally deposited soils at four of the nine 2020 test boring locations. A general description of each strata/deposit encountered in the 2020 explorations is presented below, in order of increasing depth. Refer to the test boring logs in Appendix D for the conditions encountered in each exploration location. A summary of the subsurface conditions is also provided in Table 1. The foundation soil subsurface conditions encountered in the 2020 borings were generally consistent with the conditions indicated in the previous test boring logs and as shown on the record drawings. • Topsoil Fill – An approximate 3- to 6-inch thick layer of Topsoil Fill was encountered at the ground surface on the top of the levee/dike at borings MR-1, MR-2, MR-3, MR-6, MR-7, and MR-8. The Topsoil Fill predominately consisted of dark brown, fine to coarse SAND, with up to 35 percent Silt, up to 20 percent roots and other organic material, and up to 20 percent gravel. • Gravel Base Course – An approximate 0.6- to 1.8-foot thick layer of Gravel Base Course was encountered beneath a thin layer of asphalt at borings MR-4 and MR-5 (landside of the floodwall), and below the Topsoil Fill at borings MR-1, MR-2, MR-3, MR-6, MR-7, and MR-8 on top of the levee/dike. The Gravel Base Course predominately consisted of brown, fine to coarse SAND, with up to 45 percent gravel, and up to 45 percent Silt/Clayey Silt. Additionally, 50 percent of the samples contained up to 10 percent organics. The SPT N-values within the Clayey Gravel Base Course ranged between 6 to 36 blows per foot (bpf), indicating a loose to dense relative density. However, the typical density of the Gravel Base Course was observed via the SPT to be Medium Dense. • Impervious Blanket Fill – An Impervious Blanket Fill layer was encountered in test boring MR-3, below the Gravel Base Course layer on top of the levee/dike and was observed to be approximately 3 feet thick. The Impervious Blanket Fill generally consisted of brown, SAND and GRAVEL, with up to 20 percent Silty Clay. The SPT N-value within the fill was 19 bpf, indicating a medium dense relative density. • Random Fill – A Random Fill layer was encountered in test borings MR-1, MR-2, and MR-3 beneath the Gravel Base Course layer on the levee/dike. The Random Fill thickness ranged between approximately 11 feet to 24 feet. The Random Fill generally consisted of brown, fine to medium SAND, with up to 35 percent Silt, up to 10 percent clay, and up to 10 percent roots. The SPT N-values within the Random Fill ranged from 7 bpf to 57 bpf, indicating variable relative density ranging from loose to very dense. However, the typical density of the Fill was observed via the SPT to be “dense”. It is noted that N-values greater than 50 bpf are anticipated to January 28, 2021 File No. 01.0174343.00 Geotechnical Data Memorandum Mill River Levee System Page | 6 Proactive by Design indicate the presence of cobbles or boulders, and do not necessarily represent the relative density of the Random Fill. • Selected Impervious Fill – A Selected Impervious Fill layer was encountered in test borings MR-6, MR-7, and MR-8 beneath the Gravel Base Course layer on the levee/dike. The Selected Impervious Fill thickness ranged between approximately 17 feet to 20 feet. The Selected Impervious Fill generally consisted of gray, SILT & CLAY, with up to 35 percent fine to coarse SAND, and up to 10 percent roots. At test borings MR-7 and MR-8, the bottom of the Selected Impervious Fill layer at the interface with the naturally deposited Varved Clay appeared to also include up to 10 percent wood fibers and cinders. The presence of the wood fibers and cinders may be indicative of the original river-bed material prior to construction of the levee/dike. The SPT N- values within the Selected Impervious Fill ranged from WOH (weight of hammer) to 36 bpf, indicating variable relative density ranging from very soft to hard. However, the typical density/consistency of the Select Impervious Fill was observed via the SPT to be “medium stiff”. • Existing Fill – An Existing Fill layer was encountered in test borings MR-1 beneath the Random Fill Layer, MR- 4, and MR-5 beneath the Sand Base Course layer. It appears the Existing Fill layer was in-place prior to the construction of the levee, hence the “existing” descriptor. The “Existing Fill” also appears to be of similar consistency and location as the “Artificial Fill” shown on the Record Drawings for the System. The Existing Fill thickness ranged between approximately 6.5 feet to 11 feet and generally consisted of brown, fine to coarse SAND, with up to 45 percent Gravel, and up to 45 percent Silt. Test boring MR-1 contained up to 45 percent red-brick fragments, and test borings MR-4 and MR-5 contained up to 20 percent coal slag and cinders. The SPT N-values within the Fill ranged from 2 bpf to 72 bpf, indicating a widely variable relative density ranging from loose to very dense. However, the typical density of the Existing Fill was observed via the SPT to range between Loose and Medium Dense. It should be noted that the blow counts at N-values greater than 50 bpf were only noted in test Boring MR-1 and are anticipated to have been caused by the presence of the red bricks. Therefore, these high blow counts may not necessarily be indicative of the actual relative density of the Existing Fill layer. • Gravel and Sand – A naturally deposited Gravel and Sand layer was encountered in test borings MR-1 through MR-6, below the constructed levee/dike (i.e. Existing Fill, Random Fill, or Selected Impervious Fill layers). The Gravel and Sand layer thickness ranged between approximately 3.5 feet to 11 feet. The Gravel and Sand layer generally consisted of gray, GRAVEL, up to 50 percent fine to coarse SAND (occasionally over 50 percent fine to coarse SAND), and up to 10 percent Silt. The SPT N-values within the Gravel and Sand layer ranged from 1 bpf to 49 bpf, indicating variable relative density ranging from very loose to dense. However, the typical density of the Gravel and Sand layer was observed via the SPT to be Medium Dense. • Varved Clay – A naturally deposited Varved Clay deposit was encountered in test borings MR-3, MR-4, MR-5, MR-7, and MR-8 below the naturally deposited Gravel and Sand layer. The Varved Clay deposit generally consisted of a grey, SILTY CLAY or CLAY & SILT, with alternating 1/16-inch to 1/4-inch thick lenses of a dark grey Clayey Silt, or reddish-brown fine to medium sand. The SPT N-values within the Varved Clay ranged from WOR (Weight of Rod) to 6 bpf, indicating a variable relative density, ranging from very soft to medium stiff. However, the typical relative density/consistency of the Varved Clay deposit was observed via the SPT to be Very Soft. • Weathered Bedrock – Weathered Bedrock was encountered at test borings MR-1A, MR-2, MR-4, MR-5, and MR-7 beneath the naturally deposited soils (i.e. Gravel and Sand layer or Varved Clay deposit) at depths of January 28, 2021 File No. 01.0174343.00 Geotechnical Data Memorandum Mill River Levee System Page | 7 Proactive by Design approximately 31.5 to 39 feet bgs. The Weathered Bedrock generally consisted of reddish-brown SANDSTONE that has been weathered into a soil-like matrix consisting of fine to coarse SAND, with up to 20 percent Gravel and up to 20 percent Silt. The SPT N-values were greater than 100 bpf, indicating a Very Dense relative density. The test borings were not advanced through the weathered zone. Therefore, the depth to sound bedrock was not determined at the noted test boring locations. GROUNDWATER Water level observations were made during drilling at test borings MR-1, MR-3, MR-4, MR-6, and MR-7. The water levels ranged between approximately 0.3 feet bgs to approximately 25 feet bgs, which correlate to a range between about El. 120 feet and El. 137.7 feet. However, it must be recognized that these water level readings were obtained inside the casing during drilling. Water was added to each borehole as part of the drive-and-wash drilling methods used and water was added to the drill casing at the end of each day to mitigate the potential of soil “blow-in” into the casing, as stipulated in part of the Drilling Work Plan. Therefore, the water levels obtained during drilling are not representative of the actual stabilized groundwater conditions at the site nor the location of the phreatic surface within the levee/dike. The water levels reported on the boring logs are intended to provide qualitative permeability information for the various soil layers/deposits where the bottom of the casing was located at time of each reading. Independent of the 2020 test boring program, an existing, previously installed, groundwater monitoring well (well number ID unknown) was found on the landside of the floodwall near boring MR-5. Refer to Figure 2 for the approximate location. On January 21, 2020, GZA measured the water level inside the well to be about 10.2 feet bgs, correlating to approximately El 114.5 feet. The depth to the bottom of the well was recorded to be 14.5 feet bgs. No other information about the existing well was available. It should be noted that fluctuations in groundwater levels may occur due to seasonal variations in rainfall and temperature, site features, and other factors different from those existing at the time of the explorations and measurements. CLOSING We trust that the information contained in this memorandum meets the City’s needs at this time. Please feel free to contact us if you have any questions or comments regarding the content of this memorandum. January 28, 2021 File No. 01.0174343.00 Geotechnical Data Memorandum Mill River Levee System Page | 8 Proactive by Design Attachments: Table 1 – Summary of Subsurface Conditions Figure 1 – Locus Plan Figure 2 – Exploration Location Plan Appendix A – Limitations Appendix B – Record Drawings and Previous Test Boring Data Appendix C – Daily Field Reports Appendix D – 2020 Test Boring Logs Appendix E – Geotechnical Laboratory Test Results J:\170,000-179,999\174343\174343-00.CLB\Memos\Geotechnical Investigation\Mill River\Mill River Levee System - Geotechnical Data Memo_01-28-2021_FINAL.docx Proactive by Design TABLE BGS (2)ELEV BGS ELEV FT Bottom Elev. FT Bottom Elev. FT Bottom Elev. FT Bottom Elev. FT Bottom Elev. FT Bottom Elev. FT Bottom Elev. FT Bottom Elev. BGS Top Elev. MR‐1 145.0 30.0 115.0 24.0 120.0 0.3 144.7 1.7 143.0 2.0 141.0 11.0 130.0 NE NE 11.0 119.0 4.0 NE NE NE NE NE MR‐1A 145.0 33.5 111.5 NM NM NE NE NE NE NE NE NE NE NE NE NE NE 3.5 112.5 NE NE 32.5 112.5 MR‐2 144.0 31.8 112.2 0.3 NM 0.3 143.7 1.7 142.0 NE NE 24.0 118.0 NE NE NE NE 5.5 112.5 NE NE 31.5 112.5 MR‐3 144.0 44.0 100.0 2.7 ‐15.5 141.3 ‐ 128.5 0.3 143.7 1.7 142.0 3.0 139.0 19.0 120.0 NE NE NE NE 9.0 111.0 11.0 NE NE NE MR‐4 129.0 24.0 105.0 5.0 124.0 NE(6)NE 0.6 128.4 NE NE NE NE NE NE 9.0 119.0 7.0 112.0 7.0 NE NE NE MR‐5 129.0 39.4 89.6 NM NM NE(6)NE 1.0 128.0 NE NE NE NE NE NE 6.5 121.0 11.0 110.0 18.5 91.5 37.5 91.5 MR‐6 138.0 36.0 102.0 3.5 134.5 0.5 137.5 1.5 136.0 NE NE NE NE 22.0 116.0 NE NE 8.0 108.0 6.3 NE NE NE MR‐7 138.0 36.1 101.9 0.3 ‐ 1.4 137.7 ‐ 136.6 0.5 137.5 1.5 136.0 NE NE NE NE 24.0 112.0 NE NE NE NE 8.5 103.5 34.5 103.5 MR‐8 138.0 30.0 108.0 NM NM 0.3 137.8 1.8 136.0 NE NE NE NE 20.0 116.0 NE NE NE NE 8.0 NE NE NE NOTES: 1. 2. 3. 4. 5. 6. 7.Refer to test boring logs in Appendix E for additional information. GZA File No. 01.0174343.00 Northampton, MA FEMA Accreditation/Levee Certification for the Mill River Levee System TABLE 1 ‐ SUMMARY OF SUBSURFACE CONDITIONS Test  Boring Approximate Thickness of  Varved Clay (ft) Approximate Thickness  of Existing Fill (ft) Approximate Thickness  of Gravel and Sand (ft) Approximate Thickness  of Selected Impervious  Fill (ft) Approximate Thickness  of Gravel Base Course  (ft) Approximate Thickness  of Random Fill (ft) Observed Groundwater  Level (ft)3 Approximate Thickness  of Impervious Blanket  Fill (ft) Ground surface elevations at boring locations were estimated from a plan entitled "Plan of Lan in Northampton, MA" prepared by Northeast Survey Consultants and dated July 9, 2015.  Vertical datum is referenced to NAVD‐88 and are considered to be approximate.   "NE" indicates stratum not encountered in exploration. An approximate 5‐ to 6‐inch thick layer of asphalt was observed at existing ground surface at boring locations MR‐4 and MR‐5. "NM" indicates water level not measured. All depths are measured in feet below ground surface (BGS).  Depths were estimated to the nearest 0.1 feet during drilling as presented on the boring logs.  The accuracy of these values depends on drilling conditions and sample recovery and is on the order of ±1 foot.  Approximate Thickness  of Topsoil Fill (ft) Approximate  Existing  Ground  Surface  Elevation2 Bottom of  Exploration (ft) Approximate Depth to  Top of Weathered  Bedrock (ft) Soil and Rock Conditions  Water level measured within casing during drilling at various stabilization times. Due to water being introduced into the borehole during drilling, water level observations may not be indicative of actual stabilized groundwater levels.  Refer to the individual boring logs for further information. Proactive by Design FIGURES MILL RIV E R D I V E R S I O N MR-3 MR-1 MR-1A MR-2 MR-8 MR-6 MR-7 MR-4 MR-5 SHEET NO. PREPARED BY:PREPARED FOR: PROJECT NO.DATE:REVISION NO. DESIGNED BY: PROJ MGR: DRAWN BY: REVIEWED BY:CHECKED BY: SCALE: GZA GeoEnvironmental, Inc. Engineers and Scientists www.gza.com FEMA CERTIFICATION/ACCREDITATION EFFORTS FOR THE MILL RIVER LEVEE SYSTEM NORTHAMPTON, MA EXPLORATION LOCATION PLAN CITY OF NORTHAMPTON DEPARTMENT OF PUBLIC WORKS FEBRUARY, 2020 01.0174343.00 FIGURE 2 1 OF 1 CLB CJT MAT CJT CLB SEE FIGURE 0 40 80 160 SCALE IN FEET MR-1 NNA Location of existing Groundwater monitoring well, approximately 1-foot southwest of boring MR-5 Proactive by Design APPENDIX A LIMITATIONS GEOTECHNICAL LIMITATIONS File No. 01.0174343.00 Page | 1 October 2020 Proactive by Design USE OF REPORT 1.GZA GeoEnvironmental, Inc. (GZA) prepared this report on behalf of, and for the exclusive use of our Client for the stated purpose(s) and location(s) identified in the Proposal for Services and/or Report. Use of this report, in whole or in part, at other locations, or for other purposes, may lead to inappropriate conclusions; and we do not accept any responsibility for the consequences of such use(s). Further, reliance by any party not expressly identified in the contract documents, for any use, without our prior written permission, shall be at that party’s sole risk, and without any liability to GZA. STANDARD OF CARE 2.GZA’s findings and conclusions are based on the work conducted as part of the Scope of Services set forth in Proposal for Services and/or Report, and reflect our professional judgment. These findings and conclusions must be considered not as scientific or engineering certainties, but rather as our professional opinions concerning the limited data gathered during the course of our work. If conditions other than those described in this report are found at the subject location(s), or the design has been altered in any way, GZA shall be so notified and afforded the opportunity to revise the report,as appropriate, to reflect the unanticipated changed conditions . 3.GZA’s services were performed using the degree of skill and care ordinarily exercised by qualified professionals performing the same type of services, at the same time, under similar conditions, at the same or a similar property. No warranty, expressed or implied, is made. 4.In conducting our work, GZA relied upon certain information made available by public agencies, Client and/or others. GZA did not attempt to independently verify the accuracy or completeness of that information. Inconsistencies in this information which we have noted, if any, are discussed in the Report. SUBSURFACE CONDITIONS 5.The generalized soil profile(s) provided in our Report are based on widely-spaced subsurface explorations and are intended only to convey trends in subsurface conditions. The boundaries between strata are approximate and idealized, and were based on our assessment of subsurface conditions. The composition of strata, and the transitions between strata, may be more variable and more complex than indicated. For more specific information on soil conditions at a specific location refer to the exploration logs. The nature and extent of variations between these explorations may not become evident until further exploration or construction. If variations or other latent conditions then become evident, it will be necessary to reevaluate the conclusions and recommendations of this report. 6.In preparing this report, GZA relied on certain information provided by the Client, state and local officials, and other parties referenced therein which were made available to GZANat the time of our evaluation. GZA did not attempt to independently verify the accuracy or completeness of all information reviewed or received during the course of this evaluation. 7.Water level readings have been made in test holes (as described in this Report) at the specified times and under the stated conditions. These data have been reviewed and interpretations have been made in this Report. Fluctuations in the level of the groundwater however occur due to temporal or spatial variations in areal recharge rates, soil heterogeneities, the presence of subsurface utilities, and/or natural or artificially induced perturbations. The water table encountered in the course of the work may differ from that indicated in the Report. 8.Recommendations for foundation drainage, waterproofing, and moisture control address the conventional geotechnical engineering aspects of seepage control. These recommendations may not preclude an environment that allows the infestation of mold or other biological pollutants. GEOTECHNICAL LIMITATIONS File No. 01.0174343.00 Page | 2 October 2020 Proactive by Design COMPLIANCE WITH CODES AND REGULATIONS 9. We used reasonable care in identifying and interpreting applicable codes and regulations. These codes and regulations are subject to various, and possibly contradictory, interpretations. Compliance with codes and regulations by other parties is beyond our control. COST ESTIMATES 10. Unless otherwise stated, our cost estimates are only for comparative and general planning purposes. These estimates may involve approximate quantity evaluations. Note that these quantity estimates are not intended to be sufficiently accurate to develop construction bids, or to predict the actual cost of work addressed in this Report. Further, since we have no control over either when the work will take place or the labor and material costs required to plan and execute the anticipated work, our cost estimates were made by relying on our experience, the experience of others, and other sources of readily available information. Actual costs may vary over time and could be significantly more, or less, than stated in the Report. SCREENING AND ANALYTICAL TESTING 11. We collected environmental samples at the locations identified in the Report. These samples were analyzed for the specific parameters identified in the report. Additional constituents, for which analyses were not conducted, may be present in soil, groundwater, surface water, sediment and/or air. Future Site activities and uses may result in a requirement for additional testing. 12. Our interpretation of field screening and laboratory data is presented in the Report. Unless otherwise noted, we relied upon the laboratory’s QA/QC program to validate these data. 13. Variations in the types and concentrations of contaminants observed at a given location or time may occur due to release mechanisms, disposal practices, changes in flow paths, and/or the influence of various physical, chemical, biological or radiological processes. Subsequently observed concentrations may be other than indicated in the Report. ADDITIONAL SERVICES 14. GZA recommends that we be retained to provide services during any future: site observations, design, implementation activities, construction and/or property development/redevelopment. This will allow us the opportunity to: i) observe conditions and compliance with our design concepts and opinions; ii) allow for changes in the event that conditions are other than anticipated; iii) provide modifications to our design; and iv) assess the consequences of changes in technologies and/or regulations. Proactive by Design APPENDIX B RECORD DRAWINGS AND PREVIOUS TEST BORING DATA Proactive by Design APPENDIX C DAILY FIELD REPORTS Hi David and Kris, Please see below for Wednesday’s (01/15/20) drilling activities at the Connecticut River and the Mill River Levee Systems located in Northampton, Massachusetts. Refer to the attached site sketch for approximate boring locations. On-Site: •Chris Tsinidis (GZA) onsite from 0700 to 1630 hours •Daniella Roitman (GZA) onsite from 0700 to 1630 hours •New England Boring Contractors, LLC (NEBC – Drill Rig 1) onsite from 0700 to 1545 hours •New England Boring Contractors, LLC (NEBC – Drill Rig 2) onsite from 0630 to 1630 hours •Weather: 40s °F, Partly Cloudy Contractor Equipment: •Two ATV Track-Mounted Drill Rigs •Two Box Trucks Work Performed: Drill Rig 1 (Dietrich D-50): •NEBC placed grout to existing ground surface at location CT-12, as it settled to approximately 6- feet below ground surface (bgs). •NEBC loaded the drill rig onto the trailer at the Pump Station and mobilized the drill rig to the Mill River Levee System. •NEBC unloaded the drill rig and mobilized to MR-3 and began drilling MR-3 from existing ground surface, to approximately 36 feet bgs. •At the end of the day, NEBC filled the casing with water and capped the casing to secure the borehole overnight. Drill Rig 2 (Mobile B-53): •NEBC loaded the drill rig onto the trailer near CT-13 and mobilized the drill rig to the Mill River Levee System. •NEBC mobilized the drill rig to MR-6 and began drilling MR-6 from existing ground surface, to completion at approximately 36 feet bgs. •NEBC tremie-grouted boring MR-6 from 36 feet bgs to existing ground surface. •NEBC mobilized the drill rig to MR-7 and began drilling MR-7 from existing ground surface, to approximately 16 bgs. •At the end of the day, NEBC filled the casing with water and capped the casing to secure the borehole overnight. Photo 1: NEBC Drill Rig 1 drilling at MR3 facing south. Photo 2: NEBC Drill Rig 2 drilling at MR-6, facing north. Progress: •Boring MR-6 was completed today. Refer to the attached daily quantity sheet draft for drilling quantities completed on this day and the draft quantity summary sheet for total drilling progress to date. One Week Look-Ahead: •It is anticipated that drilling will continue on the Mill River Levee System. •It is anticipated that Drill Rig 2 (Mobile B-53), will be demobilized from the site by the end of the week, 01/17/20, and only Drill Rig 2 will remain drilling on the Mill River Levee System on Monday 1/20/20. Thanks, •••••••••••••••••••• PLAN PLAN Mill River Proposed Borings City of Northampton - Levee Certification Northampton, Massachusetts Project No.: 01.0174343.00 Date: 01/15/2020 Legend Approximate Location of Proposed Boring MR-1 MR-2 MR-3 MR-4 MR-5 MR-6 MR-7 MR-8 MR-1 Boring MR-6 drilled to completion at 36 feet below ground surface. Borehole tremie-grouted to existing ground surface. Boring MR-3 drilled to 36 feet below ground surface. Geotechnical Investigation Drilling Company:NEBC Date:1/15/2020 Driller's Name:Scott Marino GZA Eng / Geol.:Chris Tsinidis Helper's Name:Mike G.Client:City of Northampton DPW Rig Type:Diedrich D-50 ATV Track-mounted Support Truck:Box Truck Time Arrived:0700 Time Left:1545 Job No. Location: Item No.Pay Item Units MR-3 1 Drilling - Cased Borings (SPTs At 5-FT Int.)LF 36 36 2 Additional Split Spoon Samples EA 9 9 3 Sample Jars Case 1 1 4 Shelby Tube EA 5 Rock Coring - NX Size LF 7 Rock Core Box Box 8 Obstruction Drilling LF 9 Grout Borehole LF 10 Asphalt Patch Bag 11 Standby Time (Requires Description Below)HR 2.5 Drilling Foreman Signature: Date: GZA Representative Signature: Date: CONNECTICUT AND MILL RIVER LEVEE SYSTEMS SUBSURFACE INVESTIGATION PROGRAM QUANTITIES Unusual occurences/difficulties/comments: NEBC continued drilled MR-6 from 14 feet bgs to 36 feet bgs from 1230 to 1530 hours 174343.00 Northampton, MA NEBC loaded the drill rig onto the trailer at 0730 hours and unloaded it at Lower College Lane by 0900 hours. Boring No. Total NEBC dropped of the trailer the Pump Station. NEBC stopped for lunch from 1200 to 1230 hours SUBCONTRACTOR DAILY REPORT PER RIG NEBC began drilling MR-3 from existing ground surface to approximately 14 feet below ground surface from 1000 to 1200 hours NEBC arrived at 0700 hours and placed cement-grout to existing ground surface in borehole CT-12, as it setteld to approximately 6 feet bgs Geotechnical Investigation Drilling Company:NEBC Date:1/15/2020 Driller's Name:Brad Enos GZA Eng / Geol.:Chris Tsinidis/Daniella Roitman Helper's Name:Joe R.Client:City of Northampton DPW Rig Type:Mobile B-53 ATV Track-mounted Support Truck:Box Truck Time Arrived:0630 Time Left:1630 Job No. Location: Item No.Pay Item Units MR-6 MR-7 1 Drilling - Cased Borings (SPTs At 5-FT Int.)LF 36 16 52 2 Additional Split Spoon Samples EA 9 4 13 3 Sample Jars Case 1 0.5 1.5 4 Shelby Tube EA 5 Rock Coring - NX Size LF 7 Rock Core Box Box 8 Obstruction Drilling LF 9 Grout Borehole LF 36 36 10 Asphalt Patch Bag 11 Standby Time (Requires Description Below)HR 2.25 2.25 Drilling Foreman Signature: Date: GZA Representative Signature: Date: CONNECTICUT AND MILL RIVER LEVEE SYSTEMS SUBSURFACE INVESTIGATION PROGRAM QUANTITIES Unusual occurences/difficulties/comments: 174343.00 Northampton, MA NEBC mobilized and unloaded the drill rig at Hebert Avenue by 0800 hours. NEBC dropped off the Trailer at the Pump Station. Boring No. Total NEBC mobilized to MR-6 and began drilling MR-6 from existing ground surface to complation at 36 feet bgs from 0845 hours to 1320 hours. NEBC mobilized to MR-7 and began drilling MR-7 from existing ground surface to approximately 16 feet bgs from 1430 to 1615 hours. SUBCONTRACTOR DAILY REPORT PER RIG NEBC tremie-grouted MR-6 from 1320 to 1420 hours. NEBC arrived at 0630 hours to acquire the trailer. NEBC loaded the drill rig onto the trailer near CT-13 by 0730 hours. Geotechnical Investigation Job No. Location: Item No.Pay Item Units CT-1 Completed 12/13/19 CT-2 Completed 12/16/19 CT-3 Completed 12/17/19 CT-4 Completed on 12/19/19 CT-5 Completed on 12/23/19 CT-6 Completed on 01/08/20 CT-7 Completed on 01/03/20 CT-8 Completed on 01/07/20 CT-9 Completed on 01/10/20 CT-10 Completed on 01/09/20 CT-11 Completed on 01/13/20 CT-12 Completed on 01/14/20 CT-13 Completed on 01/14/20 CT-14 Completed on 01/14/20 MR-3 MR-6 Completed on 01/15/20 MR-7 1 Drilling - Cased Borings (SPTs At 5-FT Int.)LF 42 37 42 52 42 39 52 37 36 36 37 42 36 46 36 36 16 664 791 84% 2 Additional Split Spoon Samples EA 8 5 9 10 2 9 7 7 7 10 7 8 9 9 9 9 4 129 127 102% 3 Sample Jars Case 1 1 1 1 1 1 1.5 1 1 1 1 1 1 1 1 1 0.5 17 20 85% 4 Shelby Tube EA 1 1 1 3 10 30% 5 Rock Coring - NX Size LF 0 0 N/A 7 Rock Core Box Box 0 0 N/A 8 Obstruction Drilling LF 0 0 N/A 9 Grout Borehole LF 42 37 42 52 42 39 52 37 36 36 37 42 36 46 36 612 791 77% 10 Asphalt Patch Bag 0 2 0% 11 Standby Time HR 2.5 2.5 20 13% SUBSURFACE INVESTIGATION QUANTITY SUMMARY AS OF 01/15/20 Boring No. CITY OF NORTHAMPTON Total Estimated QuantityTotal 174343.00 Northampton, MA Percent Complete QUANTITIES CONNECTICUT AND MILL RIVER LEVEE SYSTEMS SUBSURFACE INVESTIGATION PROGRAM Hi David and Kris, Please see below for Thursday’s (01/16/20) drilling activities at the Mill River Levee Systems located in Northampton, Massachusetts. Refer to the attached site sketch for approximate boring locations. On-Site: •Chris Tsinidis (GZA) onsite from 0700 to 1645 hours •Daniella Roitman (GZA) onsite from 0700 to 1645 hours •New England Boring Contractors, LLC (NEBC – Drill Rig 1) onsite from 0830 to 1515 hours •New England Boring Contractors, LLC (NEBC – Drill Rig 2) onsite from 0700 to 1700 hours •Kris Baker (City of Northampton DPW) - Visitor •Weather: 30s °F, Snow/Cloudy Contractor Equipment: •Two ATV Track-Mounted Drill Rigs •Two Box Trucks Work Performed: Drill Rig 1 (Dietrich D-50): •NEBC continued drilling MR-3 from 36 feet below ground surface (bgs), to completion at approximately 44 feet bgs. •NEBC tremie-grouted boring MR-3 from 44 feet bgs to existing ground surface. •NEBC mobilized the drill rig to MR-2 and began drilling MR-2 from existing ground surface, to approximately 14 bgs. •At the end of the day, NEBC filled the casing at MR-2 with water and capped the casing to secure the borehole overnight. Drill Rig 2 (Mobile B-53): •NEBC continued drilling MR-7 from 16 feet below ground surface (bgs), to completion at approximately 36 feet bgs. •NEBC tremie-grouted boring MR-7 from 36 feet bgs to existing ground surface. •NEBC mobilized the drill rig to MR-8 and began drilling MR-8 from existing ground surface, to completion at approximately 30 feet bgs. •NEBC tremie-grouted boring MR-8 from 30 feet bgs to existing ground surface. Photo 1: NEBC Drill Rig 1 drilling at MR-7 facing south. Photo 2: NEBC Drill Rig 2 drilling at MR-3, facing south. Progress: •Boring MR-3, MR-7, and MR-8 were completed today. MR-2 was started and will be completed on Friday, January 17, 2020. Refer to the attached daily quantity sheet draft for drilling quantities completed on this day and the draft quantity summary sheet for total drilling progress to date. •Based on the drilling totals to date and the remaining borings to be completed, we estimate that we will exceed the estimated drilling footage for the entire assignment by about 55± feet. This is about a 7% increase in drilling footage. The additional drilling footage was required due to slight variation in the profile information indicated on the available design drawings. The additional footage was required to obtain sufficient subsurface information to support our upcoming seepage and stability analyses. One Week Look-Ahead: •It is anticipated that drilling will continue on the Mill River Levee System, MR-2, MR-1, MR-4 and MR-5. •It is anticipated that Drill Rig 1 (Diedrich D-50), will be demobilized from the site by the end of the week, 01/17/20, and only Drill Rig 2 will remain drilling on the Mill River Levee System on Monday, 1/20/20. •We anticipate completing the drilling program next week, likely by Wednesday, January 22, 2020. Thanks, •••••••••••••••••••• PLAN PLAN Mill River Proposed Borings City of Northampton - Levee Certification Northampton, Massachusetts Project No.: 01.0174343.00 Date: 01/16/2020 Legend Approximate Location of Proposed Boring MR-1 MR-2 MR-3 MR-4 MR-5 MR-6 MR-7 MR-8 MR-1 Boring MR-7 drilled to completion at 36 feet below ground surface. Borehole tremie-grouted to existing ground surface. Boring MR-8 drilled to completion at 30 feet below ground surface. Borehole tremie- grouted to existing ground surface. Boring MR-3 drilled to completion at 44 feet below ground surface. Borehole tremie- grouted to existing ground surface. Boring MR-2 drilled to approximately 14 feet below ground surface. Geotechnical Investigation Drilling Company:NEBC Date:1/16/2020 Driller's Name:Scott Marino GZA Eng / Geol.:Chris Tsinidis Helper's Name:Mike G.Client:City of Northampton DPW Rig Type:Diedrich D-50 ATV Track-mounted Support Truck:Box Truck Time Arrived:0700 Time Left:1515 Job No. Location: Item No.Pay Item Units MR-3 MR-2 1 Drilling - Cased Borings (SPTs At 5-FT Int.)LF 8 14 22 2 Additional Split Spoon Samples EA 1 4 5 3 Sample Jars Case 0.5 0.5 4 Shelby Tube EA 5 Rock Coring - NX Size LF 7 Rock Core Box Box 8 Obstruction Drilling LF 9 Grout Borehole LF 44 44 10 Asphalt Patch Bag 11 Standby Time (Requires Description Below)HR Drilling Foreman Signature: Date: GZA Representative Signature: Date: CONNECTICUT AND MILL RIVER LEVEE SYSTEMS SUBSURFACE INVESTIGATION PROGRAM QUANTITIES Unusual occurences/difficulties/comments: 174343.00 Northampton, MA NEBC tremie-grouted MR-3 to existing ground surface from 1100 to 1230 hours Boring No. Total NEBC stopped for lunch from 1230 to 1330 hours SUBCONTRACTOR DAILY REPORT PER RIG NEBC mobilized to MR-2 began drilling MR-2 from existing ground surface to 14 feet below ground surface from 1300 to 1500 hours NEBC arrived at 0830 hours and continued drilling MR-3 from 34 feet bgs to completion at 44 feet bgs by 1100 hours Geotechnical Investigation Drilling Company:NEBC Date:1/16/2020 Driller's Name:Brad Enos GZA Eng / Geol.:Daniella Roitman Helper's Name:Joe R.Client:City of Northampton DPW Rig Type:Mobile B-53 ATV Track mounted Support Truck:Box Truck Time Arrived:0700 Time Left:1700 Job No. Location: Item No.Pay Item Units MR-7 MR-8 1 Drilling - Cased Borings (SPTs At 5-FT Int.)LF 20 30 50 2 Additional Split Spoon Samples EA 5 8 13 3 Sample Jars Case 0.5 0.5 1 4 Shelby Tube EA 1 1 5 Rock Coring - NX Size LF 7 Rock Core Box Box 8 Obstruction Drilling LF 9 Grout Borehole LF 36 30 66 10 Asphalt Patch Bag 11 Standby Time (Requires Description Below)HR Drilling Foreman Signature: Date: GZA Representative Signature: Date: CONNECTICUT AND MILL RIVER LEVEE SYSTEMS SUBSURFACE INVESTIGATION PROGRAM QUANTITIES Unusual occurences/difficulties/comments: 174343.00 Northampton, MA NEBC tremie-grouted MR-7 from 36.1 feet bgs to existing ground surface from 1015 to 1200 hours Boring No. Total NEBC mobilized the drill rig to MR-8 by 1215 NEBC tremie grouted MR-8 from 30 feet below ground surface from 1545 to 1645 hours SUBCONTRACTOR DAILY REPORT PER RIG NEBC began drilling MR-8 from existing ground surface to 30 feet bgs from 1215 to 1545 hours NEBC arrived at 0700 hours and began drilling MR-7 from 16 feet bgs to 36.1 feet bgs from 0700 to 1015 hours Geotechnical Investigation Job No. Location: Item No.Pay Item Units CT-1 Completed 12/13/19 CT-2 Completed 12/16/19 CT-3 Completed 12/17/19 CT-4 Completed on 12/19/19 CT-5 Completed on 12/23/19 CT-6 Completed on 01/08/20 CT-7 Completed on 01/03/20 CT-8 Completed on 01/07/20 CT-9 Completed on 01/10/20 CT-10 Completed on 01/09/20 CT-11 Completed on 01/13/20 CT-12 Completed on 01/14/20 CT-13 Completed on 01/14/20 CT-14 Completed on 01/14/20 MR-2 MR-3 Completed on 01/16/20 MR-6 Completed on 01/15/20 MR-7 Completed on 01/16/20 MR-8 Completed on 01/16/20 1 Drilling - Cased Borings (SPTs At 5-FT Int.)LF 42 37 42 52 42 39 52 37 36 36 37 42 36 46 14 44 36 36 30 736 791 93% 2 Additional Split Spoon Samples EA 8 5 9 10 2 9 7 7 7 10 7 8 9 9 4 9 9 9 8 146 127 115% 3 Sample Jars Case 1 1 1 1 1 1 1.5 1 1 1 1 1 1 1 0.5 1 1 1 1 19 20 95% 4 Shelby Tube EA 1 1 1 1 4 10 40% 5 Rock Coring - NX Size LF 0 0 N/A 7 Rock Core Box Box 0 0 N/A 8 Obstruction Drilling LF 0 0 N/A 9 Grout Borehole LF 42 37 42 52 42 39 52 37 36 36 37 42 36 46 44 36 36 30 722 791 91% 10 Asphalt Patch Bag 0 2 0% 11 Standby Time HR 2.5 2.5 20 13% SUBSURFACE INVESTIGATION PROGRAM Boring No. SUBSURFACE INVESTIGATION QUANTITY SUMMARY AS OF 01/16/20 CITY OF NORTHAMPTON Total Estimated QuantityTotal 174343.00 Northampton, MA Percent Complete QUANTITIES CONNECTICUT AND MILL RIVER LEVEE SYSTEMS Hi David and Kris, Please see below for Friday’s (01/17/20) drilling activities at the Mill River Levee Systems located in Northampton, Massachusetts. Refer to the attached site sketch for approximate boring locations. On-Site: Chris Tsinidis (GZA) onsite from 0700 to 1400 hours Daniella Roitman (GZA) onsite from 0700 to 1400 hours New England Boring Contractors, LLC (NEBC – Drill Rig 1) onsite from 0730 to 1400 hours New England Boring Contractors, LLC (NEBC – Drill Rig 2) onsite from 0700 to 0900 hours Weather: 20s °F, Sunny Contractor Equipment: Two ATV Track-Mounted Drill Rigs Two Box Trucks Work Performed: Drill Rig 1 (Dietrich D-50): NEBC continued drilling MR-2 from 14 feet below ground surface (bgs), to completion at approximately 32 feet bgs. NEBC tremie-grouted boring MR-3 from 32 feet bgs to existing ground surface. NEBC picked up the rig trailer from the pump station and loaded the drill rig onto the trailer near boring location MR-1. Drill Rig 1 was then de-mobilized from the site. Drill Rig 2 will remain onsite for the remainder of the drilling program. Drill Rig 2 (Mobile B-53): NEBC loaded the drill rig onto the trailer near Hebert Avenue and left the rig on the trailer at the pump station. The drill rig will be mobilized to boring location MR-1 on Monday, 01/20/20. NEBC observed the remaining boring locations to look for any access concerns. NEBC indicated that there did not appear to be any access concerns with the remaining boring locations (MR-1, MR-4, and MR-5). Photo 1: NEBC Drill Rig 1 drilling at MR-2 facing south. Progress: Boring MR-2 was completed today and Drill Rig 1 was demobilized from the site. Refer to the attached daily quantity sheet draft for drilling quantities completed on this day and the draft quantity summary sheet for total drilling progress to date. Based on the drilling totals to date and the remaining borings to be completed, we estimate that we will exceed the estimated drilling footage for the entire assignment by about 55± feet. This is about a 7% increase in drilling footage. The additional drilling footage was required due to slight variation in the profile information indicated on the available design drawings. The additional footage was required to obtain sufficient subsurface information to support our upcoming seepage and stability analyses. One Week Look-Ahead: It is anticipated that drilling will continue on the Mill River Levee System, with MR-1, MR-4 and MR-5. Drill Rig 2 will remain on-on site, continuing drilling on the Mill River Levee System on Monday, 1/20/20. NEBC expects to arrive on-site at approximately 11:00 AM on Monday. We anticipate completing the drilling program next week, likely by Wednesday, January 22, 2020. Thanks, •••••••••••••••••••• PLAN PLAN Mill River Proposed Borings City of Northampton - Levee Certification Northampton, Massachusetts Project No.: 01.0174343.00 Date: 01/17/2020 Legend Approximate Location of Proposed Boring MR-1 MR-2 MR-3 MR-4 MR-5 MR-6 MR-7 MR-8 MR-1 Boring MR-2 drilled to completion at 32 feet below ground surface. Borehole tremie- grouted to existing ground surface. Geotechnical Investigation Drilling Company: NEBC Date: 1/17/2020 Driller's Name: Scott Marino GZA Eng / Geol.: Chris Tsinidis/Daniella Roitman Helper's Name: Mike G.Client: City of Northampton DPW Rig Type: Diedrich D-50 ATV Track-mounted Support Truck: Box Truck Time Arrived: 0730 Time Left: 1400 Job No. Location: Item No.Pay Item Units MR-2 1 Drilling - Cased Borings (SPTs At 5-FT Int.) LF 18 18 2 Additional Split Spoon Samples EA 6 6 3 Sample Jars Case 0.5 0.5 4 Shelby Tube EA 5 Rock Coring - NX Size LF 7 Rock Core Box Box 8 Obstruction Drilling LF 9 Grout Borehole LF 32 32 10 Asphalt Patch Bag 11 Standby Time (Requires Description Below) HR Drilling Foreman Signature: Date: GZA Representative Signature: Date: CONNECTICUT AND MILL RIVER LEVEE SYSTEMS SUBSURFACE INVESTIGATION PROGRAM QUANTITIES Unusual occurences/difficulties/comments: 174343.00 Northampton, MA NEBC tremie-grouted MR-2 to existing ground surface from 1100 to 1230 hours Boring No. Total NEBC picked up the trailer and loaded the drill rig from 1230 to 1400 hours SUBCONTRACTOR DAILY REPORT PER RIG NEBC arrived at 0730 hours and continued drilling MR-2 from 14 feet bgs to completion at 32 feet bgs by 1100 hours 322 RR Geotechnical Investigation Job No. Location: Item No.Pay Item Units CT-1 Completed 12/13/19 CT-2 Completed 12/16/19 CT-3 Completed 12/17/19 CT-4 Completed on 12/19/19 CT-5 Completed on 12/23/19 CT-6 Completed on 01/08/20 CT-7 Completed on 01/03/20 CT-8 Completed on 01/07/20 CT-9 Completed on 01/10/20 CT-10 Completed on 01/09/20 CT-11 Completed on 01/13/20 CT-12 Completed on 01/14/20 CT-13 Completed on 01/14/20 CT-14 Completed on 01/14/20 MR-2 Completed on 01/17/20 MR-3 Completed on 01/16/20 MR-6 Completed on 01/15/20 MR-7 Completed on 01/16/20 MR-8 Completed on 01/16/20 1 Drilling - Cased Borings (SPTs At 5-FT Int.)LF 42 37 42 52 42 39 52 37 36 36 37 42 36 46 32 44 36 36 30 754 791 95% 2 Additional Split Spoon Samples EA 8 5 9 10 2 9 7 7 7 10 7 8 9 9 10 9 9 9 8 152 127 120% 3 Sample Jars Case 1 1 1 1 1 1 1.5 1 1 1 1 1 1 1 1 1 1 1 1 19.5 20 98% 4 Shelby Tube EA 1 1 1 1 4 10 40% 5 Rock Coring - NX Size LF 0 0 N/A 7 Rock Core Box Box 0 0 N/A 8 Obstruction Drilling LF 0 0 N/A 9 Grout Borehole LF 42 37 42 52 42 39 52 37 36 36 37 42 36 46 32 44 36 36 30 754 791 95% 10 Asphalt Patch Bag 0 2 0% 11 Standby Time HR 2.5 2.5 20 13% CONNECTICUT AND MILL RIVER LEVEE SYSTEMS SUBSURFACE INVESTIGATION PROGRAM Boring No. SUBSURFACE INVESTIGATION QUANTITY SUMMARY AS OF 01/17/20 CITY OF NORTHAMPTON Total Estimated QuantityTotal 174343.00 Northampton, MA Percent Complete QUANTITIES Hi David and Kris, Please see below for Monday’s (01/20/20) drilling activities at the Mill River Levee Systems located in Northampton, Massachusetts. Refer to the attached site sketch for approximate boring locations. On-Site: Chris Tsinidis (GZA) onsite from 0700 to 1700 hours New England Boring Contractors, LLC (NEBC) onsite from 1200 to 1700 hours Weather: 20s °F, Sunny Contractor Equipment: ATV Track-Mounted Drill Rig Box Truck Work Performed: NEBC picked up the trailer and drill rig from the pump station and unloaded the drill rig near boring MR-1. NEBC then moved the drill rig to boring MR-1 and drilled from existing ground surface to approximately 30 feet below ground surface (bgs). The boring penetrated into a layer of existing fill beginning at approximately 15 feet bgs. While drilling within the fill layer, a slight chemical odor was detected in the samples obtained. Upon advancing the boring to approximately 30 feet bgs (casing at 28 feet bgs), the driller indicated that the drill casing appeared to have snapped at approximately 23 feet bgs. The boring was terminated at 30 feet bgs due to the damaged casing. However, because the boring terminated within the fill layer, the boring will be offset about 5 feet from the current location and re-drilled, with sampling continuing at approximately 30 feet bgs. The damaged casing within boring MR-1 will not be able to be retrieved and an approximate 5-foot-long section of steel casing will be left in the borehole during tremie-grouting. At the end of the day, NEBC capped the casing to secure the borehole overnight. Photo 1: NEBC drilling at MR-1 facing northeast. Progress: Boring MR-1 was drilled to 30 feet bgs today and was terminated due to broken drill casing. Refer to the attached daily quantity sheet draft for drilling quantities completed on this day and the draft quantity summary sheet for total drilling progress to date. Based on the drilling totals to date and the remaining borings to be completed, we estimate that we will exceed the estimated drilling footage for the entire assignment by about 55± feet. This is about a 7% increase in drilling footage. The additional drilling footage was required due to slight variation in the profile information indicated on the available design drawings. The additional footage was required to obtain sufficient subsurface information to support our upcoming seepage and stability analyses. One Week Look-Ahead: It is anticipated that drilling will continue on the Mill River Levee System, with MR-1, MR-4 and MR-5. We anticipate completing the drilling program by Wednesday, January 22, 2020. Thanks, •••••••••••••••••••• PLAN PLAN Mill River Proposed Borings City of Northampton - Levee Certification Northampton, Massachusetts Project No.: 01.0174343.00 Date: 01/20/2020 Legend Approximate Location of Proposed Boring MR-1 MR-2 MR-3 MR-4 MR-5 MR-6 MR-7 MR-8 MR-1 Boring MR-1 drilled to 30 feet below ground surface. Geotechnical Investigation Drilling Company: NEBC Date: 1/20/2020 Driller's Name: Brad Enos GZA Eng / Geol.: Chris Tsinidis Helper's Name: Devan Client: City of Northampton DPW Rig Type: Mobile B-53 ATV Track mounted Support Truck: Box Truck Time Arrived: 1200 Time Left: 1700 Job No. Location: Item No.Pay Item Units MR-1 1 Drilling - Cased Borings (SPTs At 5-FT Int.) LF 30 30 2 Additional Split Spoon Samples EA 9 9 3 Sample Jars Case 1 1 4 Shelby Tube EA 5 Rock Coring - NX Size LF 7 Rock Core Box Box 8 Obstruction Drilling LF 9 Grout Borehole LF 10 Asphalt Patch Bag 11 Standby Time (Requires Description Below) HR Drilling Foreman Signature: Date: GZA Representative Signature: Date: Boring No. Total NEBC indicated that the casing had broken at approximately 23 feet bgs, and the borehole could not be advanced further SUBCONTRACTOR DAILY REPORT PER RIG NEBC arrived at 1130 hours at the Pump Station to retrieve the drill rig and trailer. NEBC moved the drill rig to MR-1 by 1200 hours CONNECTICUT AND MILL RIVER LEVEE SYSTEMS SUBSURFACE INVESTIGATION PROGRAM QUANTITIES Unusual occurences/difficulties/comments: 174343.00 Northampton, MA NEBC began drilling MR-1 from existing ground surface to 30 feet bgs from 1200 to 1630 hours RR Geotechnical Investigation Job No. Location: Item No.Pay Item Units CT-1 Completed 12/13/19 CT-2 Completed 12/16/19 CT-3 Completed 12/17/19 CT-4 Completed on 12/19/19 CT-5 Completed on 12/23/19 CT-6 Completed on 01/08/20 CT-7 Completed on 01/03/20 CT-8 Completed on 01/07/20 CT-9 Completed on 01/10/20 CT-10 Completed on 01/09/20 CT-11 Completed on 01/13/20 CT-12 Completed on 01/14/20 CT-13 Completed on 01/14/20 CT-14 Completed on 01/14/20 MR-1 MR-2 Completed on 01/17/20 MR-3 Completed on 01/16/20 MR-6 Completed on 01/15/20 MR-7 Completed on 01/16/20 MR-8 Completed on 01/16/20 1 Drilling - Cased Borings (SPTs At 5-FT Int.)LF 42 37 42 52 42 39 52 37 36 36 37 42 36 46 30 32 44 36 36 30 784 791 99% 2 Additional Split Spoon Samples EA 8 5 9 10 2 9 7 7 7 10 7 8 9 9 9 10 9 9 9 8 161 127 127% 3 Sample Jars Case 1 1 1 1 1 1 1.5 1 1 1 1 1 1 1 1 1 1 1 1 1 20.5 20 103% 4 Shelby Tube EA 1 1 1 1 4 10 40% 5 Rock Coring - NX Size LF 0 0 N/A 7 Rock Core Box Box 0 0 N/A 8 Obstruction Drilling LF 0 0 N/A 9 Grout Borehole LF 42 37 42 52 42 39 52 37 36 36 37 42 36 46 32 44 36 36 30 754 791 95% 10 Asphalt Patch Bag 0 2 0% 11 Standby Time HR 2.5 2.5 20 13% QUANTITIES CONNECTICUT AND MILL RIVER LEVEE SYSTEMS SUBSURFACE INVESTIGATION PROGRAM Boring No. SUBSURFACE INVESTIGATION QUANTITY SUMMARY AS OF 01/20/20 CITY OF NORTHAMPTON Total Estimated QuantityTotal 174343.00 Northampton, MA Percent Complete Hi David and Kris, Please see below for Tuesday’s (01/21/20) drilling activities at the Mill River Levee Systems located in Northampton, Massachusetts. Refer to the attached site sketch for approximate boring locations. On-Site: Chris Tsinidis (GZA) onsite from 0700 to 1700 hours New England Boring Contractors, LLC (NEBC) onsite from 0700 to 1700 hours Weather: 20s °F, Sunny Contractor Equipment: ATV Track-Mounted Drill Rig Box Truck Work Performed: NEBC tremie-grouted boring MR-1 from approximately 30-feet below ground surface (bgs) to existing ground surface. An approximately 5-foot-long section of steel casing was abandoned at the bottom of the borehole and grouted in place. NEBC then offset the boring location approximately 2.5 feet southeast from MR-1, and drilled boring MR-1A from existing ground surface to approximately 30 feet bgs without performing Standard Penetration Testing of collecting split spoon samples. NEBC then continued standard drilling and sampling from 30 feet bgs to borehole completion at approximately 33.5 feet bgs. NEBC tremie-grouted MR-1A from approximately 33.5 feet bgs to existing ground surface. NEBC loaded the drill rig onto the trailer and transported it to a location near the pedestrian pathway behind the Smith College Facilities Buildings to access borings MR-4 and MR-5. NEBC then mobilized the drill rig to boring MR-4 and drilled MR-4 from existing ground surface to approximately 24 feet bgs. At the end of the day, NEBC removed the top section of casing above grade so the top of the drill casing would be flush with the existing paved surface. The casing was then filled with water and capped to secure the borehole overnight. Photo 1: NEBC grouting at MR-1 facing north. Progress: Borings MR-1 and MR-1A were completed today. Refer to the attached daily quantity sheet draft for drilling quantities completed on this day and the draft quantity summary sheet for total drilling progress to date. Based on the drilling totals to date and the remaining borings to be completed, we estimate that we will exceed the estimated drilling footage for the entire assignment by about 55± feet. This is about a 7% increase in drilling footage. The additional drilling footage was required due to slight variation in the profile information indicated on the available design drawings. The additional footage was required to obtain sufficient subsurface information to support our upcoming seepage and stability analyses. One Week Look-Ahead: It is anticipated that drilling will continue on the Mill River Levee System with borings MR-4 and MR-5. We anticipate completing the drilling program by Wednesday, January 22, 2020. Thanks, •••••••••••••••••••• PLAN PLAN Mill River Proposed Borings City of Northampton - Levee Certification Northampton, Massachusetts Project No.: 01.0174343.00 Date: 01/21/2020 Legend Approximate Location of Proposed Boring MR-1 MR-2 MR-3 MR-4 MR-5 MR-6 MR-7 MR-8 MR-1 Boring MR-1 tremie-grouted to existing ground surface.Boring MR-1A drilled to completion at approximately 33.5 feet bgs then tremie- grouted to existing ground surface. MR-1A Boring MR-4 drilled to approximately 24 feet bgs. Geotechnical Investigation Drilling Company: NEBC Date: 1/21/2020 Driller's Name: Brad Enos GZA Eng / Geol.: Chris Tsinidis Helper's Name: Devan Client: City of Northampton DPW Rig Type: Mobile B-53 ATV Track mounted Support Truck: Box Truck Time Arrived: 0700 Time Left: 1700 Job No. Location: Item No.Pay Item Units MR-1 MR-1A MR-4 1 Drilling - Cased Borings (SPTs At 5-FT Int.) LF 33.5 24 57.5 2 Additional Split Spoon Samples EA 1 5 6 3 Sample Jars Case 0.5 0.5 4 Shelby Tube EA 5 Rock Coring - NX Size LF 7 Rock Core Box Box 8 Obstruction Drilling LF 9 Grout Borehole LF 30 33.5 63.5 10 Asphalt Patch Bag 11 Standby Time (Requires Description Below) HR 1.25 1.25 Drilling Foreman Signature: Date: GZA Representative Signature: Date: Boring No. Total NEBC tremie-grouted MR-1A from 33.5 feet bgs to existing ground surface from 1100 to 1315 hours NEBC mobilized the drill rig to boring MR-4 by 1430 hours and began drilling MR-4 SUBCONTRACTOR DAILY REPORT PER RIG NEBC loaded the drill rig on the trailer, transported the drill rig, then unloaded the trailer from 1315 to 1400 hours NEBC arrived at 0700 hours and tremie-grouted MR-1 from 30 feet bgs to existing ground surface by 0900 hours CONNECTICUT AND MILL RIVER LEVEE SYSTEMS SUBSURFACE INVESTIGATION PROGRAM QUANTITIES Unusual occurences/difficulties/comments: NEBC drilled MR-4 from existing ground surface to approximately 24 feet bgs by 1630 hours 174343.00 Northampton, MA NEBC began drilled MR-1A (2.5-foot offset from MR-1) from existing ground surface to completion at 33.5 feet bgs from 0900 to 1100 hours 300 RR Geotechnical Investigation Job No. Location: Item No.Pay Item Units CT-1 Completed 12/13/19 CT-2 Completed 12/16/19 CT-3 Completed 12/17/19 CT-4 Completed 12/19/19 CT-5 Completed 12/23/19 CT-6 Completed 01/08/20 CT-7 Completed 01/03/20 CT-8 Completed 01/07/20 CT-9 Completed 01/10/20 CT-10 Completed 01/09/20 CT-11 Completed 01/13/20 CT-12 Completed 01/14/20 CT-13 Completed 01/14/20 CT-14 Completed 01/14/20 MR-1 Completed 01/21/20 MR-1A Completed 01/21/20 MR-2 Completed 01/17/20 MR-3 Completed 01/16/20 MR-4 MR-6 Completed 01/15/20 MR-7 Completed 01/16/20 MR-8 Completed 01/16/20 1 Drilling - Cased Borings (SPTs At 5-FT Int.) LF 42 37 42 52 42 39 52 37 36 36 37 42 36 46 30 33.5 32 44 24 36 36 30 841.5 791 106% 2 Additional Split Spoon Samples EA 8 5 9 10 2 9 7 7 7 10 7 8 9 9 9 1 10 9 5 9 9 8 167 127 131% 3Sample Jars Case1111111.5111111110110.5111 21 20 105% 4 Shelby Tube EA 1 11 1 4 10 40% 5 Rock Coring - NX Size LF 00N/A 7 Rock Core Box Box 00N/A 8 Obstruction Drilling LF 00N/A 9Grout Borehole LF 42374252423952373636374236463033.53244 363630817.5 791 103% 10 Asphalt Patch Bag 020% 11 Standby Time HR 1.25 2.5 3.75 20 19% CITY OF NORTHAMPTON Total Estimated Quantity Total 174343.00 Northampton, MA Percent Complete QUANTITIES CONNECTICUT AND MILL RIVER LEVEE SYSTEMS SUBSURFACE INVESTIGATION PROGRAM Boring No. SUBSURFACE INVESTIGATION QUANTITY SUMMARY AS OF 01/21/20 Hi David and Kris, Please see below for Wednesday’s (01/22/20) drilling activities at the Mill River Levee Systems located in Northampton, Massachusetts. Refer to the attached site sketch for approximate boring locations. On-Site: Chris Tsinidis (GZA) onsite from 0700 to 1530 hours New England Boring Contractors, LLC (NEBC) onsite from 0630 to 1500 hours Weather: 10 - 20s °F, Sunny Contractor Equipment: ATV Track-Mounted Drill Rig Box Truck Work Performed: NEBC tremie-grouted boring MR-4 from approximately 24-feet below ground surface (bgs) to existing ground surface. NEBC then mobilized the drill rig to boring MR-5 and drilled from existing ground surface to completion at 39 feet bgs. NEBC tremie-grouted boring MR-5 from approximately 39-feet bgs to existing ground surface. Photo 1: NEBC preparing to grout at MR-4 facing south. Photo 1: NEBC preparing to grout at MR-4 facing south. Progress: Borings MR-4 and MR-5 were completed today, completing the drilling program for the Connecticut and Mill River Levee Systems. Refer to the attached daily quantity sheet draft for drilling quantities completed on this day and the draft quantity summary sheet for total drilling progress to date. Based on the drilling totals to date, the estimated drilling footage for the entire assignment was exceeded by 89.5 feet. This is an approximately 11% increase in drilling footage. The additional drilling footage was required due to slight variation in the profile information indicated on the available design drawings. The additional footage was required to obtain sufficient subsurface information to support our upcoming seepage and stability analyses. One Week Look-Ahead: The drilling program is completed as of today. No further drilling is scheduled at this time. Thanks, •••••••••••••••••••• PLAN PLAN Mill River Proposed Borings City of Northampton - Levee Certification Northampton, Massachusetts Project No.: 01.0174343.00 Date: 01/22/2020 Legend Approximate Location of Proposed Boring MR-1 MR-2 MR-3 MR-4 MR-5 MR-6 MR-7 MR-8 MR-1 Boring MR-4 tremie-grouted to existing ground surface. Boring MR-5 drilled to completion at approximately 39 feet bgs then tremie- grouted to existing ground surface. MR-1A Geotechnical Investigation Drilling Company: NEBC Date: 1/22/2020 Driller's Name: Brad Enos GZA Eng / Geol.: Chris Tsinidis Helper's Name: Devan Client: City of Northampton DPW Rig Type: Mobile B-53 ATV Track mounted Support Truck: Box Truck Time Arrived: 0630 Time Left: 1500 Job No. Location: Item No.Pay Item Units MR-4 MR-1A 1 Drilling - Cased Borings (SPTs At 5-FT Int.) LF 39 39 2 Additional Split Spoon Samples EA 7 7 3 Sample Jars Case 1 1 4 Shelby Tube EA 1 1 5 Rock Coring - NX Size LF 7 Rock Core Box Box 8 Obstruction Drilling LF 9 Grout Borehole LF 24 39 63 10 Asphalt Patch Bag 11 Standby Time (Requires Description Below) HR Drilling Foreman Signature: Date: GZA Representative Signature: Date: Boring No. Total NEBC drilled MR-5 from existing ground surface to approximately 39 feet bgs from 0830 to 1300 hours SUBCONTRACTOR DAILY REPORT PER RIG NEBC tremie-grouted MR-5 from 39 feet bgs to existing ground surface from 1300 to 1415 hours NEBC arrived at 0630 hours and tremie-grouted MR-4 from 24 feet bgs to existing ground surface between 0700 to 0800 hours CONNECTICUT AND MILL RIVER LEVEE SYSTEMS SUBSURFACE INVESTIGATION PROGRAM QUANTITIES Unusual occurences/difficulties/comments: 174343.00 Northampton, MA NEBC mobilized the drill rig to MR-5 by 0830 hours and began drilling 244 RR DDftftftaftraDrDD Geotechnical Investigation Job No. Location: Item No.Pay Item Units CT-1 Completed 12/13/19 CT-2 Completed 12/16/19 CT-3 Completed 12/17/19 CT-4 Completed 12/19/19 CT-5 Completed 12/23/19 CT-6 Completed 01/08/20 CT-7 Completed 01/03/20 CT-8 Completed 01/07/20 CT-9 Completed 01/10/20 CT-10 Completed 01/09/20 CT-11 Completed 01/13/20 CT-12 Completed 01/14/20 CT-13 Completed 01/14/20 CT-14 Completed 01/14/20 MR-1 Completed 01/21/20 MR-1A Completed 01/21/20 MR-2 Completed 01/17/20 MR-3 Completed 01/16/20 MR-4 Completed 01/22/20 MR-5 Completed 01/22/20 MR-6 Completed 01/15/20 MR-7 Completed 01/16/20 MR-8 Completed 01/16/20 1 Drilling - Cased Borings (SPTs At 5-FT Int.)LF 42 37 42 52 42 39 52 37 36 36 37 42 36 46 30 33.5 32 44 24 39 36 36 30 880.5 791 111% 2 Additional Split Spoon Samples EA 8 5 9 10 2 9 7 7 7 10 7 8 9 9 9 1 10 9 5 9 9 9 8 176 127 139% 3 Sample Jars Case 1 1 1 1 1 1 1.5 1 1 1 1 1 1 1 1 0 1 1 0.5 1 1 1 1 22 20 110% 4 Shelby Tube EA 1 1 1 1 1 5 10 50% 5 Rock Coring - NX Size LF 0 0 N/A 7 Rock Core Box Box 0 0 N/A 8 Obstruction Drilling LF 0 0 N/A 9 Grout Borehole LF 42 37 42 52 42 39 52 37 36 36 37 42 36 46 30 33.5 32 44 24 39 36 36 30 880.5 791 111% 10 Asphalt Patch Bag 0 2 0% 11 Standby Time HR 1.25 2.5 3.75 20 19% Boring No. SUBSURFACE INVESTIGATION QUANTITY SUMMARY AS OF 01/22/20 CITY OF NORTHAMPTON Total Estimated Quantity Total 174343.00 Northampton, MA Percent Complete QUANTITIES CONNECTICUT AND MILL RIVER LEVEE SYSTEMS SUBSURFACE INVESTIGATION PROGRAM Proactive by Design APPENDIX D 2020 TEST BORING LOGS 0-2 2-4 4-6 6-8 8-10 10-12 12-14 14-16 16-18 18-20 20-22 22-24 24-26 26-28 28-30 1 2 3 4 5 6 9 6 6 6 10 14 12 11 9 12 12 15 8 10 10 15 14 21 22 18 9 20 22 23 18 22 25 25 14 16 16 17 9 7 6 6 15 24 48 24 4 10 12 7 4 3 4 15 17 17 9 4 4 1 WOH 1 5 2 3 9 TOPSOIL FILL GRAVEL BASE COURSE IMPERVIOUS BLANKET FILL RANDOM FILL EXISTING FILL GRAVEL AND SAND S-1: Medium dense, dark brown, SILT, some fine to coarse Sand, trace Gravel, trace Roots. S-2: Medium dense, brown, fine to coarse SAND, some Silt, trace Gravel, trace Roots, trace Clay. S-3: Medium dense, brown, fine to medium SAND, trace Silt. One inch seam of clayey silt in top of sample. S-4: Medium dense, brown, fine to medium SAND, some Silt. Clayey silt in bottom of sample. S-5: Dense, brown, fine to medium SAND, some Silt. Two inch seam of clayey silt in top of sample. S-6: (Top 3") Gray, SILT & CLAY. S-6: (Bottom 9") Brown, fine to medium SAND, trace Silt. S-7: Dense, brown, fine to medium SAND, little Silt, trace Gravel. S-8: (Top 7") Brown, fine to medium SAND, trace Silt. S-8: (Bottom 5") Brown, Clayey SILT, little fine to coarse Sand, trace Cinders. S-9: Medium dense, brown, fine SAND, little Silt. S-10: Very dense, red, BRICK FRAGMENTS, trace fine to coarse Sand, trace Silt. S-11: Medium dense, red, BRICK and GRAVEL, little fine to coarse Sand, trace Silt. S-12: Loose, brown, fine to medium SAND, trace Silt, trace Gravel. S-13: Medium dense, red/gray, fine to coarse SAND, little Gravel, trace Silt. S-14: Very loose, gray, fine SAND, trace Silt. S-15: Loose, gray, fine SAND, little Silt, little Gravel. Bottom of boring at 30 feet. 12 26 24 20 43 42 47 32 13 72 22 7 26 1 5 S-1 S-2 S-3 S-4 S-5 S-6 S-7 S-8 S-9 S-10 S-11 S-12 S-13 S-14 S-15 144.7' 143.0' 141.0' 130.0' 119.0' 115.0' 0.3 2 4 15 26 30 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 3 4 11 9 17 12 12 12 10 8 2 9 6 20 12 1. Ground surface elevation estimated from a plan entitled "Plan of Land in Northampton, MA", Northeast Consultants, dated April 15, 2015. 2. Iron-oxide staining observed in tip of sample S-9. 3. Driller noted water loss when advancing roller bit between 18 and 20 feet below ground surface (bgs). 4. Driller noted water loss when advancing roller bit between 22 and 24 feet bgs. 5. After advancing the casing to 28 feet bgs and driving sample S-15, the driller indicated that the casing had broken at approximately 25 feet bgs and could not be advance further. The borehole was terminated and offset approximately 2.5 feet southeast to continue drilling. 6. Upon completion, borehole was tremie grouted with cement bentonite grout to existing ground surface. Upon completion of tremie-grouting, grout subsidence of approximately 1.5 feet was observed. Upper 1.5 feet of borehole then backfilled with bentonite chips. Drilling Method: See Plan 25 15 hrs. Ground Surface Elev. (ft.):NAD83 Sample Time 140 30 H. Datum: 1/21/20 0730140 Boring Location: Logged By:1/20/2020 - 1/20/2020 Auto Hammer V. Datum: Final Boring Depth (ft.): 4"/4-1/4"Date Auger/Casing Type: I.D/O.D.(in):I.D./O.D. (in.): Sampler Type: Hammer Fall (in.): Other: Split Spoon Auto Hammer 28Hammer Weight (lb.): Stab. Time Type of Rig: 1-3/8"/2" Foreman: Date Start - Finish: 145 Groundwater Depth (ft.) ATV Track-Mounted Sampler Hmr Wt (lb): Sampler Hmr Fall (in): Chris Tsinidis HW Drilling Co.: 30 Casing New England Boring Contractors Other: Rig Model:Brad Enos Water Depth Drive & Wash Mobile B-53 30 NAVD88 Depth (ft.)RemarkGZA GeoEnvironmental, Inc. Blows (per 6 in.) Stratum Description See Log Key for explanation of sample description and identification procedures. Stratification lines represent approximate boundaries between soil and bedrock types. Actual transitions may be gradual. Water level readings have been made at the times and under the conditions stated. Fluctuations of groundwater may occur due to other factors than those present at the times the measurements were made. BORING NO.: MR-1 SHEET: 1 of 1 PROJECT NO: 01.0174343.00 REVIEWED BY: CLBEngineers and Scientists REMARKSSample Description and Identification (Modified Burmister Procedure) Boring No.: MR-1 TEST BORING LOG SPT ValueNo.Elev.(ft.)Depth(ft.)Pen. (in) Rec. (in) Field Test Data Depth (ft) 5 10 15 20 25 30 35 174343.00 CITY OF NORTHAMPTON DPW.GPJ; STRATUM ONLY; 10/6/2020Casing Blows (ft/min) City of Northampton DPW FEMA Certification/Accreditation Efforts Connecticut and Mill River Levees Northampton, MA 29-31 31- 32.3 33- 33.5 1 2 3 4 56 4 12 38 39 29 42 50/3" 150/6" GRAVEL AND SAND WEATHERED BEDROCK S-1: (Top 6") Gray, fine SAND, trace Silt. S-1: (Bottom 7") Gray, GRAVEL, some fine to coarse Sand, trace Silt. S-2: Very dense, gray, GRAVEL, some fine to coarse Sand, trace Silt. S-3: Very dense, red, fine to coarse SAND, little Silt. Bottom of boring at 33.5 feet. 50 R R S-1 S-2 S-3 116.0' 112.5' 111.5' 29 32.5 33.5 24 15 6 13 6 6 1. Ground surface elevation estimated from a plan entitled "Plan of Land in Northampton, MA", Northeast Consultants, dated April 15, 2015. 2. Boring offset approximately 2.5 feet southeast of MR-1, then advanced to 29 feet below ground surface (bgs) before continuing sampling. Refer to boring log MR-1 for further information. 3. Drilled noted increase in drilling effort between 24 and 25 feet bgs. 4. Sampler encountered practical refusal at 32.3 feet bgs. Used roller bit to advance to next sampling interval at 33 feet bgs. 5. Sampler encountered practical refusal at 33.5 feet bgs on possible bedrock. Borehole terminated. 6. Upon completion, borehole was tremie grouted with cement bentonite grout to existing ground surface. Drilling Method: See Plan Ground Surface Elev. (ft.):NAD83 Sample Time 140 30 H. Datum: Not measured140 Boring Location: Logged By:1/21/2020 - 1/21/2020 Auto Hammer V. Datum: Final Boring Depth (ft.): 4"/4-1/4"Date Auger/Casing Type: I.D/O.D.(in):I.D./O.D. (in.): Sampler Type: Hammer Fall (in.): Other: Split Spoon Auto Hammer Hammer Weight (lb.): Stab. Time Type of Rig: 1-3/8"/2" Foreman: Date Start - Finish: 145 Groundwater Depth (ft.) ATV Track-Mounted Sampler Hmr Wt (lb): Sampler Hmr Fall (in): Chris Tsinidis HW Drilling Co.: 30 Casing New England Boring Contractors Other: Rig Model:Brad Enos Water Depth Drive & Wash Mobile B-53 33.5 NAVD88 Depth (ft.)RemarkGZA GeoEnvironmental, Inc. Blows (per 6 in.) Stratum Description See Log Key for explanation of sample description and identification procedures. Stratification lines represent approximate boundaries between soil and bedrock types. Actual transitions may be gradual. Water level readings have been made at the times and under the conditions stated. Fluctuations of groundwater may occur due to other factors than those present at the times the measurements were made. BORING NO.: MR-1A SHEET: 1 of 1 PROJECT NO: 01.0174343.00 REVIEWED BY: CLBEngineers and Scientists REMARKSSample Description and Identification (Modified Burmister Procedure) Boring No.: MR-1A TEST BORING LOG SPT ValueNo.Elev.(ft.)Depth(ft.)Pen. (in) Rec. (in) Field Test Data Depth (ft) 5 10 15 20 25 30 35 174343.00 CITY OF NORTHAMPTON DPW.GPJ; STRATUM ONLY; 10/6/2020Casing Blows (ft/min) City of Northampton DPW FEMA Certification/Accreditation Efforts Connecticut and Mill River Levees Northampton, MA 0-2 2-4 4-6 6-8 8-10 10-12 12-14 14-16 16-18 18-20 20-22 22-24 24-26 26-28 28-30 30- 31.7 31.7- 31.8 1 2 3 54 3 4 7 9 10 13 11 13 12 16 19 23 12 15 22 24 15 20 25 26 10 18 24 22 17 20 21 23 18 22 26 29 16 21 25 27 16 20 21 25 13 18 29 16 8 6 5 7 4 3 4 6 11 16 12 8 2 9 14 17 15 6 48 50/2" 100/1.5" TOPSOIL FILL GRAVEL BASE COURSE RANDOM FILL GRAVEL AND SAND WEATHERED BEDROCK S-1: (Top 4") Brown, fine to coarse SAND, some Gravel, little Silt, little Roots. S-1: (Bottom 10") Brown, fine to medium SAND and GRAVEL, with intermittent lenses of Silt & Clay. S-2: Medium dense, brown, fine to medium SAND, trace Silt. S-3: Dense, brown, fine to medium SAND, trace Silt. S-4: Dense, brown, fine to medium SAND, trace Silt. S-5: Dense, brown, fine to medium SAND, trace Silt. S-6: Dense, brown, fine to medium SAND, trace Silt. S-7: Dense, brown, fine to medium SAND, trace Silt. S-8: Dense, brown, fine to medium SAND, trace Silt. S-9: Dense, brown, fine to medium SAND, trace Silt. S-10: Dense, brown, fine to medium SAND, trace Silt. S-11: (Top 8") Brown, fine to medium SAND, trace Silt. S-11: (Bottom 5") Brown, fine to medium SAND, some Silt, trace Gravel. S-12: Medium dense, brown, fine to medium SAND, little Silt. S-13: Loose, brown, fine to medium SAND, trace Silt. S-14: Medium dense, GRAVEL and SAND, trace Silt. S-15: Medium dense, GRAVEL and SAND, trace Silt. S-16: Very dense, reddish-brown, fine to coarse SAND, trace Silt. S-17: Very dense, reddish/brown, fine to coarse SAND, trace Silt. Bottom of boring at 31.8 feet. 11 24 35 37 45 42 41 48 46 41 47 11 7 28 23 54 R S-1 S-2 S-3 S-4 S-5 S-6 S-7 S-8 S-9 S-10 S-11 S-12 S-13 S-14 S-15 S-16 S-17 143.7' 142.0' 118.0' 112.5' 112.2' 0.3 2 26 31.5 31.8 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 20 1.5 13 22 14 14 13 13 13 12 13 13 13 10 12 11 12 7 1.5 1. Ground surface elevation estimated from a plan entitled "Plan of Land in Northampton, MA", Northeast Consultants, dated April 15, 2015. 2. Iron-oxide staining observed from approximately 27 to 31.5 feet below ground surface (bgs). 3. Rig chatter observed when using roller bit to advance from 30 to 30.5 feet bgs. 5. Upon completion, borehole was tremie grouted with cement bentonite grout to existing ground surface. 4. Sampler encountered practical refusal at 31.8 feet bgs on possible bedrock. Borehole terminated. Drilling Method: See Plan Ground Surface Elev. (ft.):NAD83 Sample Time 140 30 H. Datum: Not observed140 Boring Location: Logged By:1/16/2020 - 1/17/2020 Auto Hammer V. Datum: Final Boring Depth (ft.): 4"/4-1/4"Date Auger/Casing Type: I.D/O.D.(in):I.D./O.D. (in.): Sampler Type: Hammer Fall (in.): Other: Split Spoon Auto Hammer Hammer Weight (lb.): Stab. Time Type of Rig: 1-3/8"/2" Foreman: Date Start - Finish: 144 Groundwater Depth (ft.) ATV Track Sampler Hmr Wt (lb): Sampler Hmr Fall (in): Chris Tsinidis HW Drilling Co.: 30 Casing New England Boring Contractors Other: Rig Model:Scott Marino Water Depth Drive & Wash Diedrich D-50 31.8 NAVD88 Depth (ft.)RemarkGZA GeoEnvironmental, Inc. Blows (per 6 in.) Stratum Description See Log Key for explanation of sample description and identification procedures. Stratification lines represent approximate boundaries between soil and bedrock types. Actual transitions may be gradual. Water level readings have been made at the times and under the conditions stated. Fluctuations of groundwater may occur due to other factors than those present at the times the measurements were made. BORING NO.: MR-2 SHEET: 1 of 1 PROJECT NO: 01.0174343.00 REVIEWED BY: CLBEngineers and Scientists REMARKSSample Description and Identification (Modified Burmister Procedure) Boring No.: MR-2 TEST BORING LOG SPT ValueNo.Elev.(ft.)Depth(ft.)Pen. (in) Rec. (in) Field Test Data Depth (ft) 5 10 15 20 25 30 35 174343.00 CITY OF NORTHAMPTON DPW.GPJ; STRATUM ONLY; 10/6/2020Casing Blows (ft/min) City of Northampton DPW FEMA Certification/Accreditation Efforts Connecticut and Mill River Levees Northampton, MA 0-2 2-4 4-6 6-8 8-10 10-12 12-14 14-16 16-18 18-20 20-22 22-24 24-26 26-28 28-30 30-32 34-36 1 2 3 4 5 6 7 5 3 5 5 8 8 11 11 5 9 9 11 5 6 10 12 6 45 12 7 10 6 7 8 4 12 24 25 19 19 19 20 27 26 22 21 11 13 11 10 9 9 8 6 4 3 5 5 6 5 12 12 22 25 16 14 14 10 12 17 22 22 27 30 13 4 TOPSOIL FILL IMPERVIOUS BLANKET FILL RANDOM FILL GRAVEL AND SAND VARVED CLAY S-1: Loose, dark brown, SILT, little fine to medium Sand, little Roots. S-2: Medium dense, brown, GRAVEL, some fine to coarse Sand, little Silt & Clay. S-3: (Top 9") Gray, CLAY & SILT. Tv = 2.0, 2.5 S-3: (Bottom 7") Brown, fine to medium SAND, some Silt, trace Clay. S-4: Medium dense, brown, fine to medium SAND, some Silt with intermittent 1/4" to 1" lenses of Clay & Silt, trace Gravel. S-5: (Top 9") Brown, GRAVEL, and fine to medium Sand, some Clay & Silt. S-5: (Bottom 5") Brown, fine to medium SAND, some Silt. S-6: No Recovery. S-7: Dense, brown, fine to medium SAND, some Silt. S-8: Dense brown, fine to medium SAND, some Silt, trace Clay. S-9: Very dense, brown, fine to medium SAND, some Silt. S-10: Medium dense, brown, fine to medium SAND, little Silt, trace Roots. S-11: Medium dense, brown fine to medium SAND, some Silt, trace Gravel, trace red Brick. S-12: Loose, brown, fine to medium SAND, trace Silt. S-13: Medium dense, gray, fine to coarse SAND, some Gravel, trace Silt. S-14: Dense, brown, GRAVEL and fine SAND, trace Silt. S-15: Medium dense, gray, GRAVEL and fine to coarse SAND, trace Silt. S-16: Dense, gray, GRAVEL and fine to coarse SAND, trace Silt. S-17: Medium stiff, gray, CLAY & SILT, with 1/4" to 1/16" seams of 8 19 18 16 57 13 36 38 48 24 17 8 17 41 22 49 6 S-1 S-2 S-3 S-4 S-5 S-6 S-7 S-8 S-9 S-10 S-11 S-12 S-13 S-14 S-15 S-16 S-17 142.0' 139.0' 120.0' 111.0' 2 5 24 33 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 4 3 16 23 15 0 12 15 15 12 12 10 10 8 8 11 17 1. Ground surface elevation estimated from a plan entitled "Plan of Land in Northampton, MA", Northeast Consultants, dated April 15, 2015. 2. PP=Pocket Penetrometer; Tv=Torvane. Pocket penetrometer estimates relative unconfined compressive strength in tons per square foot (tsf). Torvane estimates relative undrained shear strength in tsf. 3. Driller noted increase in drilling effort between 11.5 and 12 feet below ground surface (bgs) 4. Rig chatter observed when using roller bit to advance from 12 to 14 feet bgs. Driller noted gravel fragments in wash water. 5. Iron-oxide staining observed in sample S-10. 6. Driller noted change in drilling wash color between 20 and 22 feet bgs. 7. Driller noted water loss when advancing roller bit between 26 and 30 feet bgs. Drilling Method: See Plan 2.7 30 Mins. Ground Surface Elev. (ft.):NAD83 Sample Time 140 30 16 Hrs. H. Datum: 341/16/20 1/15/20 12:30140 Boring Location: Logged By:1/15/2020 - 1/16/2020 11:30 6.5Auto Hammer V. Datum: Final Boring Depth (ft.): 4"/4-1/4"Date Auger/Casing Type: I.D/O.D.(in):I.D./O.D. (in.): Sampler Type: Hammer Fall (in.): Other: Split Spoon Auto Hammer 14 15:00 Hammer Weight (lb.): Stab. Time 1/16/20 Type of Rig: 1-3/8"/2" Foreman: Date Start - Finish: 144 15.5 Groundwater Depth (ft.) ATV Track 12 30 Mins. Sampler Hmr Wt (lb): Sampler Hmr Fall (in): Chris Tsinidis HW Drilling Co.: 30 Casing New England Boring Contractors Other: Rig Model:Scott Marino Water Depth Drive & Wash Diedrich D-50 44 NAVD88 Depth (ft.)RemarkGZA GeoEnvironmental, Inc. Blows (per 6 in.) Stratum Description See Log Key for explanation of sample description and identification procedures. Stratification lines represent approximate boundaries between soil and bedrock types. Actual transitions may be gradual. Water level readings have been made at the times and under the conditions stated. Fluctuations of groundwater may occur due to other factors than those present at the times the measurements were made. BORING NO.: MR-3 SHEET: 1 of 2 PROJECT NO: 01.0174343.00 REVIEWED BY: CLBEngineers and Scientists REMARKSSample Description and Identification (Modified Burmister Procedure) Boring No.: MR-3 TEST BORING LOG SPT ValueNo.Elev.(ft.)Depth(ft.)Pen. (in) Rec. (in) Field Test Data Depth (ft) 5 10 15 20 25 30 35 174343.00 CITY OF NORTHAMPTON DPW.GPJ; STRATUM ONLY; 10/6/2020Casing Blows (ft/min) City of Northampton DPW FEMA Certification/Accreditation Efforts Connecticut and Mill River Levees Northampton, MA 36-38 38-40 40-42 42-44 8 9 2 1 4 1 2 1 1 WOH WOH VARVED CLAY fine to medium Sand or Silt. S-18: Soft, gray, Silty CLAY, with 1/4" to 1/16" seams of fine Sand or Silt. U-1: No Recovery. U-2: No Recovery. S-19: Very stiff, gray, Silty CLAY, with 1/4" to 1/16" seams of fine Sand or Silt. PP = 0, 0 Tv = 0.1, 0.1 Bottom of boring at 44 feet. 3 0 S-18 U-1 U-2 S-19 100.0'44 24 24 24 24 20 0 0 24 8. Applied 100 psf pressure when pushing Samples U-1 and U-2. 9. Upon completion, borehole was tremie grouted with cement bentonite grout to existing ground surface. Upon completion of tremie-grouting, grout subsidence of approximately 8 inches was observed. Upper 8 inches of borehole then backfilled with bentonite chips. Sample Depth (ft.)RemarkGZA GeoEnvironmental, Inc. Blows (per 6 in.) Stratum Description See Log Key for explanation of sample description and identification procedures. Stratification lines represent approximate boundaries between soil and bedrock types. Actual transitions may be gradual. Water level readings have been made at the times and under the conditions stated. Fluctuations of groundwater may occur due to other factors than those present at the times the measurements were made. BORING NO.: MR-3 SHEET: 2 of 2 PROJECT NO: 01.0174343.00 REVIEWED BY: CLBEngineers and Scientists REMARKSSample Description and Identification (Modified Burmister Procedure) Boring No.: MR-3 TEST BORING LOG SPT ValueNo.Elev.(ft.)Depth(ft.)Pen. (in) Rec. (in) Field Test Data Depth (ft) 40 45 50 55 60 65 70 75 174343.00 CITY OF NORTHAMPTON DPW.GPJ; STRATUM ONLY; 10/6/2020Casing Blows (ft/min) City of Northampton DPW FEMA Certification/Accreditation Efforts Connecticut and Mill River Levees Northampton, MA 0.4-2.4 2-4 4-6 6-8 8-10 10-12 12-14 14-16 19-21 22-24 1 2 3 4 5 6 12 25 7 5 3 1 1 2 3 4 9 7 3 2 2 2 2 2 3 5 8 11 10 7 12 11 7 6 14 10 13 11 2 WOH WOH WOH 1 WOH WOH WOH ASPHALT GRAVEL BASE COURSE EXISTING FILL GRAVEL AND SAND VARVED CLAY S-1: (Top 4") Brown, fine to coarse SAND and GRAVEL, trace Silt. S-1: (Bottom 6") Brown, fine to medium SAND, trace Silt. S-2: (Top 12") Brown, fine to medium SAND, trace Silt, trace Gravel. S-2: (Bottom 3") Brown, fine to coarse SAND, some Silt. S-3: Medium dense, brown, fine to coarse SAND and SILT, trace Gravel. S-4: Loose, brown, SILT, little fine to medium Sand. S-5: Loose, brown, fine to medium SAND, little Silt. S-6: Medium dense, brown, GRAVEL and fine to coarse SAND, trace Silt. S-7: Medium dense, gray, GRAVEL, little fine to coarse Sand, trace Silt. S-8: Medium dense, brown, GRAVEL, some fine to coarse Sand, trace Silt. S-9: Very soft, gray, SILT & CLAY, with 1/4" to 1/16" seams of fine Sand and Silt. PP = 0, 0 Tv = 0.1, 0.15 S-10: Very soft, gray, SILT & CLAY, with 1/4" to 1/16" seams of fine Sand and Silt. PP = 0, 0 Tv = 0.1, 0.1 Bottom of boring at 24 feet. 32 2 13 4 5 21 18 23 0 0 S-1 S-2 S-3 S-4 S-5 S-6 S-7 S-8 S-9 S-10 128.6' 128.0' 119.0' 112.0' 105.0' 0.4 1 10 17 24 24 24 24 24 24 24 24 24 24 24 10 15 11 8 8 5 3 6 24 9 1. Ground surface elevation estimated from a plan entitled "Plan of Land in Northampton, MA", Northeast Consultants, dated April 15, 2015. 2. PP=Pocket Penetrometer; Tv=Torvane. Pocket penetrometer estimates relative unconfined compressive strength in tons per square foot (tsf). Torvane estimates relative undrained shear strength in tsf. 3. Iron-oxide staining observed in sample S-4. 4. Driller noted reduction of drilling effort beginning at 17 feet below ground surface. 5. "NA" denotes SPT N-Value not applicable. 6. Upon completion, borehole was tremie grouted with cement bentonite grout to existing ground surface. Drilling Method: See Plan 5.0 16 hrs. Ground Surface Elev. (ft.):NAD83 Sample Time 140 30 H. Datum: 1/22/20 0730140 Boring Location: Logged By:1/21/2020 - 1/22/2020 Auto Hammer V. Datum: Final Boring Depth (ft.): 4"/4-1/4"Date Auger/Casing Type: I.D/O.D.(in):I.D./O.D. (in.): Sampler Type: Hammer Fall (in.): Other: Split Spoon Auto Hammer 24Hammer Weight (lb.): Stab. Time Type of Rig: 1-3/8"/2" Foreman: Date Start - Finish: 129 Groundwater Depth (ft.) ATV Track-Mounted Sampler Hmr Wt (lb): Sampler Hmr Fall (in): Chris Tsinidis HW Drilling Co.: 30 Casing New England Boring Contractors Other: Rig Model:Brad Enos Water Depth Drive & Wash Mobile B-53 24 NAVD88 Depth (ft.)RemarkGZA GeoEnvironmental, Inc. Blows (per 6 in.) Stratum Description See Log Key for explanation of sample description and identification procedures. Stratification lines represent approximate boundaries between soil and bedrock types. Actual transitions may be gradual. Water level readings have been made at the times and under the conditions stated. Fluctuations of groundwater may occur due to other factors than those present at the times the measurements were made. BORING NO.: MR-4 SHEET: 1 of 1 PROJECT NO: 01.0174343.00 REVIEWED BY: CLBEngineers and Scientists REMARKSSample Description and Identification (Modified Burmister Procedure) Boring No.: MR-4 TEST BORING LOG SPT ValueNo.Elev.(ft.)Depth(ft.)Pen. (in) Rec. (in) Field Test Data Depth (ft) 5 10 15 20 25 30 35 174343.00 CITY OF NORTHAMPTON DPW.GPJ; STRATUM ONLY; 10/6/2020Casing Blows (ft/min) City of Northampton DPW FEMA Certification/Accreditation Efforts Connecticut and Mill River Levees Northampton, MA 0-2 2-4 4-6 6-8 8-10 10-12 12-14 14-16 16-18 18-20 21-23 23-25 25-27 29-31 34-36 1 2 3 4 5 6 16 24 12 9 6 4 2 2 4 2 2 2 3 1 1 3 4 6 5 7 8 10 8 6 6 7 6 8 12 10 8 8 11 14 12 12 12 15 4 2 WOH WOH WOH WOH WOH WOH WOH WOH WOR WOH WOH WOH WOH WOH ASPHALT GRAVEL BASE COURSE EXISTING FILL GRAVEL AND SAND VARVED CLAY S-1: (Top 10") Brown, fine to coarse SAND, trace Gravel, trace Silt. S-1: (Bottom 3") Dark brown, fine to coarse SAND, little Cinders, little Coal Slag, trace Silt. S-2: Loose, brown/black, fine to coarse SAND, little Coal Slag, little Cinders, trace Silt. S-3: Loose, brown, fine to medium SAND, trace Silt. S-4: Very loose, brown, fine to medium SAND, some Silt. S-5: Medium dense, brown, fine to coarse SAND and GRAVEL, trace Silt. S-6: Medium dense, brown, fine to coarse SAND and GRAVEL, trace Silt. S-7: Medium dense, brown, GRAVEL and fine to coarse SAND, trace Silt. S-8: Medium dense, brown, GRAVEL, little fine to coarse Sand, trace Silt. S-9: Medium dense, brown, GRAVEL, some fine to coarse Sand, trace Silt. S-10: (Top 6") Brown, GRAVEL, some fine to coarse Sand, trace Silt. S-10: (Bottom 6") Gray, Silty CLAY, with 1/4" to 1/16" seams of fine Sand or Silt. PP = 0, 0 Tv = 0.15, 0.20 U-1: Gray, Silty CLAY. S-11: Gray, Silty CLAY, with 1/4" to 1/16" seams of fine Sand or Silt. PP = 0, 0 Tv = 0, 0 S-12: Very soft, gray, Silty CLAY, with 1/4" to 1/16" seams of fine Sand or Silt. PP = 0, 0 Tv = 0.1, 0.1 S-13: Very soft, gray, Silty CLAY, with 1/16" to 1/4" seams of fine Sand or Silt. PP = 0, 0 Tv = 0.1, 0.1 S-14: Very soft, gray, Silty CLAY, with 1/16" to 1/4" seams of fine 36 6 4 2 11 18 13 18 26 19 0 0 0 0 S-1 S-2 S-3 S-4 S-5 S-6 S-7 S-8 S-9 S-10 U-1 S-11 S-12 S-13 S-14 128.5' 127.5' 121.0' 110.0' 0.5 1.5 8 19 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 13 10 9 7 5 6 6 2 9 12 24 15 24 24 24 1. Ground surface elevation estimated from a plan entitled "Plan of Land in Northampton, MA", Northeast Consultants, dated April 15, 2015. 2. PP=Pocket Penetrometer; Tv=Torvane. Pocket penetrometer estimates relative unconfined compressive strength in tons per square foot (tsf). Torvane estimates relative undrained shear strength in tsf. 3. Driller noted water loss when advancing roller bit between 10 and 14 feet below ground surface (bgs). 4. Used 3-inch split spoon to obtain Sample S-9. Blow counts should not be considered indicative of in-situ density. 5. "NA" denotes SPT N-Value not applicable. 6. No recovery of Sample S-12 when using a 2-inch split spoon. Used 3-inch split spoon to obtain sample. Drilling Method: See Plan Ground Surface Elev. (ft.):NAD83 Sample Time 140 30 H. Datum: Not measured140 Boring Location: Logged By:1/22/2020 - 1/22/2020 Auto Hammer V. Datum: Final Boring Depth (ft.): 4"/4-1/4"Date Auger/Casing Type: I.D/O.D.(in):I.D./O.D. (in.): Sampler Type: Hammer Fall (in.): Other: Split Spoon Auto Hammer Hammer Weight (lb.): Stab. Time Type of Rig: 1-3/8"/2" Foreman: Date Start - Finish: 129 Groundwater Depth (ft.) ATV Track-Mounted Sampler Hmr Wt (lb): Sampler Hmr Fall (in): Chris Tsinidis HW Drilling Co.: 30 Casing New England Boring Contractors Other: Rig Model:Brad Enos Water Depth Drive & Wash Mobile B-53 39.3 NAVD88 Depth (ft.)RemarkGZA GeoEnvironmental, Inc. Blows (per 6 in.) Stratum Description See Log Key for explanation of sample description and identification procedures. Stratification lines represent approximate boundaries between soil and bedrock types. Actual transitions may be gradual. Water level readings have been made at the times and under the conditions stated. Fluctuations of groundwater may occur due to other factors than those present at the times the measurements were made. BORING NO.: MR-5 SHEET: 1 of 2 PROJECT NO: 01.0174343.00 REVIEWED BY: CLBEngineers and Scientists REMARKSSample Description and Identification (Modified Burmister Procedure) Boring No.: MR-5 TEST BORING LOG SPT ValueNo.Elev.(ft.)Depth(ft.)Pen. (in) Rec. (in) Field Test Data Depth (ft) 5 10 15 20 25 30 35 174343.00 CITY OF NORTHAMPTON DPW.GPJ; STRATUM ONLY; 10/6/2020Casing Blows (ft/min) City of Northampton DPW FEMA Certification/Accreditation Efforts Connecticut and Mill River Levees Northampton, MA 39- 39.3 7 89 WOH WOH 200/4" VARVED CLAY WEATHERED BEDROCK Sand or Silt. PP = 0, 0 Tv = 0.1, 0.1 S-15: Very dense, red/white, fine to coarse SAND, little Silt. Bottom of boring at 39.3 feet. RS-15 91.5' 89.7' 37.5 39.344 7. Driller noted increase in drilling effort at 37.5 feet bgs. 8. Sampler encountered practical refusal at 39.3 feet bgs on possible bedrock. Borehole terminated. 9. Upon completion, borehole was tremie grouted with cement bentonite grout to existing ground surface. Sample Depth (ft.)RemarkGZA GeoEnvironmental, Inc. Blows (per 6 in.) Stratum Description See Log Key for explanation of sample description and identification procedures. Stratification lines represent approximate boundaries between soil and bedrock types. Actual transitions may be gradual. Water level readings have been made at the times and under the conditions stated. Fluctuations of groundwater may occur due to other factors than those present at the times the measurements were made. BORING NO.: MR-5 SHEET: 2 of 2 PROJECT NO: 01.0174343.00 REVIEWED BY: CLBEngineers and Scientists REMARKSSample Description and Identification (Modified Burmister Procedure) Boring No.: MR-5 TEST BORING LOG SPT ValueNo.Elev.(ft.)Depth(ft.)Pen. (in) Rec. (in) Field Test Data Depth (ft) 40 45 50 55 60 65 70 75 174343.00 CITY OF NORTHAMPTON DPW.GPJ; STRATUM ONLY; 10/6/2020Casing Blows (ft/min) City of Northampton DPW FEMA Certification/Accreditation Efforts Connecticut and Mill River Levees Northampton, MA 0-2 2-4 4-6 6-8 8-10 10-12 12-14 14-16 16-18 18-20 20-22 22-24 24-26 26-28 28-30 30-32 34-36 1 2 3 4 5 7 2 3 3 4 4 11 15 15 8 12 14 14 11 11 9 6 2 2 3 5 6 5 3 6 2 3 8 6 2 4 9 7 3 4 6 6 6 6 5 4 2 3 3 3 4 8 10 8 9 8 4 3 8 10 9 9 6 5 3 2 WOH WOH WOH WOH WOH WOH TOPSOIL GRAVEL BASE COURSE SELECTED IMPERVIOUS FILL GRAVEL AND SAND VARVED CLAY S-1: (Top 6") Brown, fine to coarse SAND, some Silt, little Roots, trace Gravel. S-1: (Bottom 8") Brown, SILT, trace fine Sand, trace Roots. S-2: (Top 9") Brown, SILT, little fine to coarse Sand, trace Gravel, trace Roots. S-2: (Bottom 9") Brown, SILT, trace fine Sand. S-3: Medium dense, brown, SILT, some fine Sand, trace Roots. S-4: Medium dense, brown, fine to medium SAND, some Silt. S-5: Gray, soft, SILT & CLAY, trace fine to coarse Sand. PP = 1.5, 0.5 Tv = 0.3 S-6: (Top 3") Gray, SILT & CLAY, trace fine to coarse Sand. PP = 0, 0.25 Tv = 0.1 S-6: (Bottom 10") Brown, fine to medium SAND, some Silt. S-7: Gray, SILT & CLAY, some fine to medium Sand, trace Gravel, trace Organics. PP = 0.75, 1.1 Tv = 0.3, 0.38 S-8: (Top 10") Gray, SILT & CLAY, trace fine to medium Sand. PP = 1.1, 2.75 Tv = 3.83 S-8: (Bottom 5") Gray, fine to medium SAND, some Silt. S-9: Stiff, gray, SILT & CLAY, trace fine to medium Sand. PP = 1.25, 1.75 Tv = 0.2, 0.33 S-10: (Top 8") Gray, fine to coarse SAND, some Silt, little Clay and Silt. S-10: (Bottom 6") Gray, CLAY & SILT. PP = 0.75, 0.5 Tv = 0.28 S-11: Medium stiff, gray, SILT & CLAY. PP = 1.2, 0.75 Tv = 0.32, 0.28 S-12: Medium dense, gray, fine to coarse SAND, some Gravel, some Silt, trace Roots. S-13: Medium dense, GRAVEL, some fine to coarse Sand, trace Silt. S-14: Medium dense, GRAVEL and SAND, trace Silt. 6 26 26 20 5 8 11 13 10 11 6 18 12 19 8 0 0 S-1 S-2 S-3 S-4 S-5 S-6 S-7 S-8 S-9 S-10 S-11 S-12 S-13 S-14 S-15 S-16 S-17 137.5' 136.0' 116.0' 108.0' 0.5 2 22 30 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 14 18 17 12 14 13 13 15 15 14 17 9 5 3 1 20 17 1. Ground surface elevation estimated from a plan entitled "Plan of Land in Northampton, MA", Northeast Consultants, dated April 15, 2015. 2. PP=Pocket Penetrometer; Tv=Torvane. Pocket penetrometer estimates relative unconfined compressive strength in tons per square foot (tsf). Torvane estimates relative undrained shear strength in tsf. 3. Iron-oxide staining observed in samples S-5 through S-14. 4. Rig chatter observed when using roller bit to advance from 24 to 26 feet below ground surface (bgs). Driller noted gravel fragments in wash water. 5. Driller noted water loss when advancing roller bit between 24 and 28 feet bgs. 7. Upon completion, borehole was tremie grouted with cement bentonite grout to existing ground surface. Drilling Method: See Plan 3.5 30 Mins. Ground Surface Elev. (ft.):NAD83 Sample Time 140 30 H. Datum: 1/15/20 13:20140 Boring Location: Logged By:1/15/2020 - 1/15/2020 Auto Hammer V. Datum: Final Boring Depth (ft.): 4"/4-1/4"Date Auger/Casing Type: I.D/O.D.(in):I.D./O.D. (in.): Sampler Type: Hammer Fall (in.): Other: Split Spoon Auto Hammer 34Hammer Weight (lb.): Stab. Time Type of Rig: 1-3/8"/2" Foreman: Date Start - Finish: 138 Groundwater Depth (ft.) ATV Track-Mounted Sampler Hmr Wt (lb): Sampler Hmr Fall (in): Chris Tsinidis HW Drilling Co.: 30 Casing New England Boring Contractors Other: Rig Model:Brad Enos Water Depth Drive & Wash Mobile B-53 36 NAVD88 Depth (ft.)RemarkGZA GeoEnvironmental, Inc. Blows (per 6 in.) Stratum Description See Log Key for explanation of sample description and identification procedures. Stratification lines represent approximate boundaries between soil and bedrock types. Actual transitions may be gradual. Water level readings have been made at the times and under the conditions stated. Fluctuations of groundwater may occur due to other factors than those present at the times the measurements were made. BORING NO.: MR-6 SHEET: 1 of 2 PROJECT NO: 01.0174343.00 REVIEWED BY: CLBEngineers and Scientists REMARKSSample Description and Identification (Modified Burmister Procedure) Boring No.: MR-6 TEST BORING LOG SPT ValueNo.Elev.(ft.)Depth(ft.)Pen. (in) Rec. (in) Field Test Data Depth (ft) 5 10 15 20 25 30 35 174343.00 CITY OF NORTHAMPTON DPW.GPJ; STRATUM ONLY; 10/6/2020Casing Blows (ft/min) City of Northampton DPW FEMA Certification/Accreditation Efforts Connecticut and Mill River Levees Northampton, MA 6 WOH WOH VARVED CLAYS-15: Loose, GRAVEL. S-16: Very soft, Silty CLAY, little fine to coarse Sand, trace Gravel. PP = 0.0 Tv = 0.05 S-17: Very soft, Silty CLAY, with 1/4" to 1/16" layers of fine Sand and Silt. PP = 0, 0 Tv = 0.05, 0.05 Bottom of boring at 36 feet. 101.7'36 6. Sample recovered consisted of drill cuttings. Sample Depth (ft.)RemarkGZA GeoEnvironmental, Inc. Blows (per 6 in.) Stratum Description See Log Key for explanation of sample description and identification procedures. Stratification lines represent approximate boundaries between soil and bedrock types. Actual transitions may be gradual. Water level readings have been made at the times and under the conditions stated. Fluctuations of groundwater may occur due to other factors than those present at the times the measurements were made. BORING NO.: MR-6 SHEET: 2 of 2 PROJECT NO: 01.0174343.00 REVIEWED BY: CLBEngineers and Scientists REMARKSSample Description and Identification (Modified Burmister Procedure) Boring No.: MR-6 TEST BORING LOG SPT ValueNo.Elev.(ft.)Depth(ft.)Pen. (in) Rec. (in) Field Test Data Depth (ft) 40 45 50 55 60 65 70 75 174343.00 CITY OF NORTHAMPTON DPW.GPJ; STRATUM ONLY; 10/6/2020Casing Blows (ft/min) City of Northampton DPW FEMA Certification/Accreditation Efforts Connecticut and Mill River Levees Northampton, MA 0-2 2-4 4-6 6-8 8-10 10-12 12-14 14-16 16-18 18-20 20-22 22-24 24-26 26-28 28-30 30-32 34-36 1 3 2 4 5 3 5 5 6 6 10 20 24 18 19 19 22 15 14 13 7 3 2 2 3 1 3 4 7 3 4 5 6 5 5 5 4 3 3 9 10 5 4 4 4 3 WOH WOH WOH WOH 1 2 2 WOH WOH WOH WOH 1 5 13 12 5 1 2 2 1 1 2 2 6 10 TOPSOIL FILL GRAVEL BASE COURSE SELECTED IMPERVIOUS FILL VARVED CLAY WEATHERED BEDROCK S-1: (Top 6") Dark brown, fine to coarse SAND, some Silt, little Gravel, little Roots. S-1: (Bottom 8") Brown, fine to coarse SAND, little Gravel, trace Roots, trace Silt. S-2: Medium dense, brown SILT, trace fine Sand. S-3: Dense, brown SILT, trace fine Sand. S-4: Medium dense, SILT, trace fine Sand. S-5: Soft, gray, SILT & CLAY, trace fine to coarse Sand. PP = 1.25, 1.25 Tv = 0.33, 0.45 S-6: Medium stiff, gray, SILT & CLAY, trace fine to coarse Sand, trace Gravel, trace Roots. PP = 0.5, 0.75 Tv = 0.33, 0.45 S-7: Stiff, gray, SILT & CLAY, little fine to coarse Sand, trace Wood, trace Roots, trace Gravel. PP = 2.25, 3 Tv = 0.43 S-8: Stiff gray, Clayey SILT, little fine to coarse Sand, trace Roots. S-9: (Top 8") Gray SILT & CLAY. PP = 1.1 Tv = 0.25, 0.30 S-9: (Bottom 5") Gray SILT & CLAY, some fine Sand. S-10: Medium stiff, gray, CLAY & SILT, little fine Sand. S-11: Very soft, gray SILT & CLAY, little fine Sand, trace Roots. PP = 0.5, 0.1 Tv = 0.12, 0.23 S-12: Soft, brown to gray, SILT & CLAY, some wood Fibers and Roots. S-13: Soft, gray, SILT & CLAY, little fine to medium Sand, trace Cinders/Roots/Fibers/Wood Particles. PP = 0.25, 0.75 Tv = 0.08, 0.10 S-14: Medium dense, gray, fine to coarse SAND, some (-) Silt, little Gravel, little Organics. S-15: Soft, gray, SILT & CLAY, some fine to coarse Sand, little Gravel, trace Organics. PP = 0.1, 0.1 10 30 38 27 4 7 9 10 12 8 0 3 0 18 3 3 23 S-1 S-2 S-3 S-4 S-5 S-6 S-7 S-8 S-9 S-10 S-11 S-12 S-13 S-14 S-15 S-16 S-17 137.5' 136.0' 112.0' 103.5' 0.5 2 26 34.5 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 14 16 17 13 10 17 13 16 13 16 24 24 24 12 10 24 24 1. Ground surface elevation estimated from a plan entitled "Plan of Land in Northampton, MA", Northeast Consultants, dated April 15, 2015. 3. Iron-oxide staining observed in samples S-5 through S-12. 2. PP=Pocket Penetrometer; Tv=Torvane. Pocket penetrometer estimates relative unconfined compressive strength in tons per square foot (tsf). Torvane estimates relative undrained shear strength in tsf. 4. "NA" denotes SPT N-Value not applicable. 5. Observed slight organic odor in sample S-12. Drilling Method: See Plan 0.3 30 Mins. Ground Surface Elev. (ft.):NAD83 Sample Time 140 30 16 Hrs. H. Datum: 161/16/20 1/15/20 16:00140 Boring Location: Logged By:1/15/2020 - 1/16/2020 Auto Hammer V. Datum: Final Boring Depth (ft.): 4"/4-1/4"Date Auger/Casing Type: I.D/O.D.(in):I.D./O.D. (in.): Sampler Type: Hammer Fall (in.): Other: Split Spoon Auto Hammer 14 07:00 Hammer Weight (lb.): Stab. Time Type of Rig: 1-3/8"/2" Foreman: Date Start - Finish: 138 1.4 Groundwater Depth (ft.) ATV Track-Mounted Sampler Hmr Wt (lb): Sampler Hmr Fall (in): Chris Tsinidis HW Drilling Co.: 30 Casing New England Boring Contractors Other: Rig Model:Brad Enos Water Depth Drive & Wash Mobile B-53 36.3 NAVD88 Depth (ft.)RemarkGZA GeoEnvironmental, Inc. Blows (per 6 in.) Stratum Description See Log Key for explanation of sample description and identification procedures. Stratification lines represent approximate boundaries between soil and bedrock types. Actual transitions may be gradual. Water level readings have been made at the times and under the conditions stated. Fluctuations of groundwater may occur due to other factors than those present at the times the measurements were made. BORING NO.: MR-7 SHEET: 1 of 2 PROJECT NO: 01.0174343.00 REVIEWED BY: CLBEngineers and Scientists REMARKSSample Description and Identification (Modified Burmister Procedure) Boring No.: MR-7 TEST BORING LOG SPT ValueNo.Elev.(ft.)Depth(ft.)Pen. (in) Rec. (in) Field Test Data Depth (ft) 5 10 15 20 25 30 35 174343.00 CITY OF NORTHAMPTON DPW.GPJ; STRATUM ONLY; 10/6/2020Casing Blows (ft/min) City of Northampton DPW FEMA Certification/Accreditation Efforts Connecticut and Mill River Levees Northampton, MA 36- 36.3 67 13 52 100/3" WEATHERED BEDROCKTv = 0.00 S-16: Soft gray, CLAY & SILT, trace Gravel. PP = 0.1, 0.1 Tv = 0.00 S-17: (Top 4") Soft, gray CLAY & SILT. S-17: (Bottom 11") Reddish-brown, fine to coarse SAND, little Silt, little Gravel, trace Clay. S-18: Reddish-brown, fine to coarse SAND, little Silt, little Gravel, trace Clay. Bottom of boring at 36.3 feet. R S-18 101.7'36.333 6. Sampler encountered practical refusal at 36.3 feet bgs on possible bedrock. Borehole terminated. 7. Upon completion, borehole was tremie grouted with cement bentonite grout to existing ground surface. Sample Depth (ft.)RemarkGZA GeoEnvironmental, Inc. Blows (per 6 in.) Stratum Description See Log Key for explanation of sample description and identification procedures. Stratification lines represent approximate boundaries between soil and bedrock types. Actual transitions may be gradual. Water level readings have been made at the times and under the conditions stated. Fluctuations of groundwater may occur due to other factors than those present at the times the measurements were made. BORING NO.: MR-7 SHEET: 2 of 2 PROJECT NO: 01.0174343.00 REVIEWED BY: CLBEngineers and Scientists REMARKSSample Description and Identification (Modified Burmister Procedure) Boring No.: MR-7 TEST BORING LOG SPT ValueNo.Elev.(ft.)Depth(ft.)Pen. (in) Rec. (in) Field Test Data Depth (ft) 40 45 50 55 60 65 70 75 174343.00 CITY OF NORTHAMPTON DPW.GPJ; STRATUM ONLY; 10/6/2020Casing Blows (ft/min) City of Northampton DPW FEMA Certification/Accreditation Efforts Connecticut and Mill River Levees Northampton, MA 0-2 2-4 4-6 6-8 8-10 10-12 12-14 14-16 16-18 18-20 20-22 22-24 24-26 26-28 28-30 1 2 3 4 5 2 5 4 5 4 6 10 10 6 6 6 9 5 5 8 6 4 3 4 5 2 5 5 5 3 5 6 6 4 5 4 5 5 6 8 7 3 1 WOH WOH WOH WOH 1 2 1 1 WOH WOH WOH WOH WOH WOH WOH WOH TOPSOIL FILL GRAVEL BASE COURSE SELECTED IMPERVIOUS FILL VARVED CLAY S-1: (Top 8") Fine to coarse SAND, trace Gravel, little Silt, little Organics. S-1: (Bottom 8") Brown, SILT & CLAY, trace fine to medium Sand. S-2: Very stiff, brown to gray SILT & CLAY, little fine to medium Sand. PP = 1.5, 1.5 Tv = 0.20, 0.20 S-3: Stiff, brown to gray, SILT & CLAY, trace fine to medium Sand. PP = 1.5, 0.5 Tv = 0.28, 0.22 S-4: Stiff, brown, CLAY & SILT, little fine to medium Sand, trace Roots. PP = 0.5, 0.5 Tv = 0.33 S-5: Stiff, brown to gray, Clayey SILT, some fine to medium Sand. PP = 0.5, 0.7 Tv = 0.43, 0.35 S-6: Stiff, gray, SILT & CLAY, little fine to medium Sand, trace Roots. PP = 1.0, 1.5 Tv = 0.40, 0.60 S-7: Stiff, gray, SILT & CLAY, little fine to coarse Sand. PP = 0.5, 1 Tv = 0.30, 0.30 S-8: Stiff, gray, SILT & CLAY, trace fine Sand. PP = 0.0 Tv = 0.11 S-9: Medium dense, gray, SILT, trace fine Sand, trace Roots. S-10: (Top 7") Gray, SILT & CLAY, trace fine Sand, trace Roots. S-10: (Bottom 10") Brown, SILT & CLAY, some Roots, trace fine Sand. S-11: Very soft gray to brown, SILT & CLAY, trace Wood pieces, trace Roots, trace fine Sand. PP = 0.4, 0.5 Tv = 2.75, 1.2 S-12: Very soft, gray, Silty CLAY, trace fine Sand, trace Gravel. PP = 0, 0 Tv = 0.05, 0.00 S-13: Very soft, gray, Silty CLAY. PP = 0, 0 Tv = 0.00 9 16 12 13 7 10 11 9 14 1 1 1 0 S-1 S-2 S-3 S-4 S-5 S-6 S-7 S-8 S-9 S-10 S-11 S-12 S-13 U-1 S-14 137.8' 136.0' 116.0' 108.0' 0.25 2 22 30 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 16 17 14 11 14 17 11 16 17 17 17 13 24 24 24 1. Ground surface elevation estimated from a plan entitled "Plan of Land in Northampton, MA", Northeast Consultants, dated April 15, 2015. 2. PP=Pocket Penetrometer; Tv=Torvane. Pocket penetrometer estimates relative unconfined compressive strength in tons per square foot (tsf). Torvane estimates relative undrained shear strength in tsf. 3. Iron-oxide staining observed in samples S-1 through S-8. 4. "NA" denotes SPT N-Value not applicable. 5. Upon completion, borehole was tremie grouted with cement bentonite grout to existing ground surface. Drilling Method: See Plan Ground Surface Elev. (ft.):NAD83 Sample Time 140 30 H. Datum: Not observed140 Boring Location: Logged By:1/16/2020 - 1/16/2020 Auto Hammer V. Datum: Final Boring Depth (ft.): 4"/4-1/4"Date Auger/Casing Type: I.D/O.D.(in):I.D./O.D. (in.): Sampler Type: Hammer Fall (in.): Other: Split Spoon Auto Hammer Hammer Weight (lb.): Stab. Time Type of Rig: 1-3/8"/2" Foreman: Date Start - Finish: 138 Groundwater Depth (ft.) ATV Track-Mounted Sampler Hmr Wt (lb): Sampler Hmr Fall (in): Chris Tsinidis HW Drilling Co.: 30 Casing New England Boring Contractors Other: Rig Model:Brad Enos Water Depth Drive & Wash Mobile B-53 30 NAVD88 Depth (ft.)RemarkGZA GeoEnvironmental, Inc. Blows (per 6 in.) Stratum Description See Log Key for explanation of sample description and identification procedures. Stratification lines represent approximate boundaries between soil and bedrock types. Actual transitions may be gradual. Water level readings have been made at the times and under the conditions stated. Fluctuations of groundwater may occur due to other factors than those present at the times the measurements were made. BORING NO.: MR-8 SHEET: 1 of 2 PROJECT NO: 01.0174343.00 REVIEWED BY: CLBEngineers and Scientists REMARKSSample Description and Identification (Modified Burmister Procedure) Boring No.: MR-8 TEST BORING LOG SPT ValueNo.Elev.(ft.)Depth(ft.)Pen. (in) Rec. (in) Field Test Data Depth (ft) 5 10 15 20 25 30 35 174343.00 CITY OF NORTHAMPTON DPW.GPJ; STRATUM ONLY; 10/6/2020Casing Blows (ft/min) City of Northampton DPW FEMA Certification/Accreditation Efforts Connecticut and Mill River Levees Northampton, MA U-1: Gray, Silty CLAY. S-14: Very soft, gray, Silty CLAY. PP = 0.0 Tv = 0.10 Bottom of boring at 30 feet. Sample Depth (ft.)RemarkGZA GeoEnvironmental, Inc. Blows (per 6 in.) Stratum Description See Log Key for explanation of sample description and identification procedures. Stratification lines represent approximate boundaries between soil and bedrock types. Actual transitions may be gradual. Water level readings have been made at the times and under the conditions stated. Fluctuations of groundwater may occur due to other factors than those present at the times the measurements were made. BORING NO.: MR-8 SHEET: 2 of 2 PROJECT NO: 01.0174343.00 REVIEWED BY: CLBEngineers and Scientists REMARKSSample Description and Identification (Modified Burmister Procedure) Boring No.: MR-8 TEST BORING LOG SPT ValueNo.Elev.(ft.)Depth(ft.)Pen. (in) Rec. (in) Field Test Data Depth (ft) 40 45 50 55 60 65 70 75 174343.00 CITY OF NORTHAMPTON DPW.GPJ; STRATUM ONLY; 10/6/2020Casing Blows (ft/min) City of Northampton DPW FEMA Certification/Accreditation Efforts Connecticut and Mill River Levees Northampton, MA TEST BORING LOG KEY BORING LOG LEGEND GS Elev. = Ground Surface Elevation Stab. = Stabilization Time for groundwater reading NAVD = North American Vertical Datum WOH = Weight of Hammer NR = No Recovery WOR = Weight of Rods S.S. = Split Spoon SOIL DESCRIPTIONS Soil samples are described on the exploration logs by the “Modified Burmister Soil Identification System”. The following provides a brief description of the Modified Burmister System. 1. Major and minor components of the soil matrix are identified as gravel, sand or fines. The relative amounts of these constituents are proportioned as: Component Proportional Term Percent by Weight of Total Major Greater than percentage of other components Minor And Some Little Trace 35-50 20-35 10-20 1-10 2. The nature of “fines” is defined by using the following guidelines: Degree of Plasticity Identity Plasticity Index Non-plastic Slight Low Medium High Very High SILT Clayey SILT SILT & CLAY CLAY & SILT Silty CLAY CLAY 0 1-5 5-10 10-20 20-40 40 and Greater 3. For boring logs, relative density or consistency is identified based on standard penetration resistance, using the following table. Non-Plastic Soils Plastic Soils Blows/ft “N” Relative Density Blows/ft “N” Consistency 0-4 4-10 10-30 30-50 >50 Very Loose Loose Medium Dense Dense Very Dense <2 2-4 4-8 8-15 15-30 >30 Very Soft Soft Medium Stiff Stiff Very Stiff Hard BEDROCK DESCRIPTIONS Rock samples described on the exploration logs are generally based on the International Society of Rock Mechanics (ISRM) System, as generally described on the following page. Each rock sample was generally described using the following guideline, in the order presented: 1.Field hardness: very hard, hard, moderately hard, medium, soft, very soft 2.Weathering: fresh, very slight, slight, moderate, moderately severe, severe, very severe, complete 3.Rock continuity (fracturing): extremely, moderately, slightly, sound 4.Texture: amorphous, fine, medium, coarse, very coarse 5.Color 6.Rock type 7.Fractures, Bedding, and Foliation, Spacing and Attitude 8.Rock Quality Designation (RQD) Proactive by Design APPENDIX E GEOTECHNICAL LABORATORY TEST RESULTS 3 of 3 02.26.2020 Depth (Ft) As Received Water Content % LL % PL % Gravel % Sand % Fines % Org. %Gs Dry unit wt. pcf Test Water Content % gd MAX (pcf) Wopt (%) gd MAX (pcf) Wopt (%) (Corr.) Target Test Setup as % of Proctor CBR @ 0.1" CBR @ 0.2" Permeability cm/sec D2216 D2974 D854 MR-3 S-4 6-8 20-S-B124 0.4 73.1 26.5 Brown f-m SAND, some Silt, trace fine Gravel MR-3 S-16 30-32 20-S-B125 47.5 45.4 7.1 Grey f-c GRAVEL and f-c SAND, trace Silt MR-3 S-17 34-36 20-S-B126 0.0 1.6 98.4 Brown CLAY & SILT, trace f-m Sand MR-4 S-2 2-4 20-S-B127 2.5 91.3 6.2 Light Brown f-m SAND, trace Silt, trace fine Gravel MR-5 S-6 10-12 20-S-B128 40.4 51.7 7.9 Brown f-c SAND and f-c GRAVEL, trace Silt MR-6 S-7 12-14 20-S-B129 0.0 23.8 76.2 Brown SILT & CLAY, some f-m Sand MR-6 S-12 22-24 20-S-B130 24.9 48.8 26.3 0.9 Grey f-c SAND, some f-c Gravel, some Silt MR-7 S-13 24-26 20-S-B131 4.8 Organic content only. MR-8 S-5 8-10 20-S-B132 0.0 24.5 75.5 Brown CLAYEY SILT, some f-m Sand Date Reviewed:02.27.2020Date Received:02.18.2020 Reviewed By: 195 Frances Avenue Client Information:Project Information: Cranston RI, 02910 GZA GeoEnvironmental LABORATORY TESTING DATA SHEET, Report No.: 7420-B-139 Boring ID Sample No.Laboratory No. Identification Tests Proctor / CBR / Permeability Tests Laboratory Log and Soil Description D4318 D6913 D1557 thielsch.com Assigned By: Chris Tsinidis Summary Page: Let's Build a Solid Foundation Collected By: Chris Tsinidis Report Date: FEMA Accreditation / Levee Certification Efforts Phone: (401)-467-6454 Norwood, MA Northmapton, MA Fax: (401)-467-2398 PM: Christopher Baker GZA Project Number: 01.0174343.00 Particle Size Distribution Report PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.4 3.0 20.2 49.9 26.56 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Test Results (D6913 & ASTM D 1140) Opening Percent Spec.*Pass? Size Finer (Percent)(X=Fail) Material Description Atterberg Limits (ASTM D 4318) Classification Coefficients Date Received:Date Tested: Tested By: Checked By: Title: Date Sampled:Source of Sample: Boring MR Depth: 6-8' Sample Number: MR-3 / S-4 Client: Project: Project No:Figure Brown f-m SAND, some Silt, trace fine Gravel 0.375" #4 #10 #20 #40 #60 #100 #200 100.0 99.6 96.6 88.2 76.4 61.2 41.7 26.5 NP NV NP SM A-2-4(0) 0.9793 0.6764 0.2421 0.1878 0.0924 02.19.2020 02.24.2020 IA / JM Rebecca Roth Laboratory Coordinator GZA GeoEnvironmental FEMA Accreditation / Levee Certification Efforts Northmapton, MA 01.0174343.00 PL=LL=PI= USCS (D 2487)=AASHTO (M 145)= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= Remarks *(no specification provided) Thielsch Engineering Inc. Cranston, RI 20-S-B124 Particle Size Distribution Report PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 15.6 31.9 13.1 20.6 11.7 7.16 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Test Results (D6913 & ASTM D 1140) Opening Percent Spec.*Pass? Size Finer (Percent)(X=Fail) Material Description Atterberg Limits (ASTM D 4318) Classification Coefficients Date Received:Date Tested: Tested By: Checked By: Title: Date Sampled:Source of Sample: Boring MR Depth: 30-32' Sample Number: MR-3 / S-16 Client: Project: Project No:Figure Grey f-c GRAVEL and f-c SAND, trace Silt 1-1/2" 1" 3/4" 1/2" 3/8" #4 #10 #20 #40 #60 #100 #200 100.0 84.4 84.4 68.5 62.6 52.5 39.4 26.9 18.8 14.3 10.7 7.1 NP NV NP GW-GM A-1-a 31.1544 26.5477 7.8817 4.0238 1.0614 0.2732 0.1343 58.67 1.06 02.18.2020 02.20.2020 CC/BC/RL Rebecca Roth Laboratory Coordinator 02.17.2020 GZA GeoEnvironmental FEMA Accreditation / Levee Certification Efforts Northmapton, MA 01.0174343.00 PL=LL=PI= USCS (D 2487)=AASHTO (M 145)= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= Remarks *(no specification provided) Thielsch Engineering Inc. Cranston, RI 20-S-B125 Particle Size Distribution Report PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.0 0.1 0.8 0.7 57.2 41.26 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Test Results (D7928 & ASTM D 1140) Opening Percent Spec. *Pass? Size Finer (Percent) (X=Fail) Material Description Atterberg Limits (ASTM D 4318) Classification Coefficients Date Received:Date Tested: Tested By: Checked By: Title: Date Sampled:Source of Sample: Boring MR Depth: 34-36' Sample Number: MR-3 / S-17 Client: Project: Project No:Figure Brown CLAY & SILT, trace f-m Sand #4 #10 #20 #40 #60 #100 #200 0.0319 mm. 0.0227 mm. 0.0162 mm. 0.0109 mm. 0.0086 mm. 0.0064 mm. 0.0047 mm. 0.0036 mm. 0.0027 mm. 0.0012 mm. 100.0 99.9 99.5 99.1 98.8 98.6 98.4 97.3 96.5 95.7 93.7 91.7 85.5 77.2 66.2 52.4 30.5 ML A-4(0) 0.0078 0.0062 0.0031 0.0026 Sample visually classified as plastic. Sample rolled to 1/16". 02.20.2020 02.26.2020 IA / JM Rebecca Roth Laboratory Coordinator GZA GeoEnvironmental FEMA Accreditation / Levee Certification Efforts Northmapton, MA 01.0174343.00 PL=LL= PI= USCS (D 2487)=AASHTO (M 145)= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= Remarks *(no specification provided) Thielsch Engineering Inc. Cranston, RI 20-S-B126 Particle Size Distribution Report PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 2.5 3.3 62.9 25.1 6.26 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Test Results (D6913 & ASTM D 1140) Opening Percent Spec.*Pass? Size Finer (Percent)(X=Fail) Material Description Atterberg Limits (ASTM D 4318) Classification Coefficients Date Received:Date Tested: Tested By: Checked By: Title: Date Sampled:Source of Sample: Boring MR Depth: 2-4' Sample Number: MR-4 / S-2 Client: Project: Project No:Figure Light Brown f-m SAND, trace Silt, trace fine Gravel 1/2" 3/8" #4 #10 #20 #30 #40 #50 #60 #100 #200 100.0 99.6 97.5 94.2 76.4 56.9 31.3 16.2 13.3 8.9 6.2 NP NV NP SP-SM A-1-b 1.3749 1.0906 0.6278 0.5468 0.4164 0.2828 0.1756 3.57 1.57 Sample contained reclaim asphalt. 02.18.2020 02.20.2020 CC/BC/RL Ronelle LeBlanc, E.I.T. Laboratory Coordinator 02.17.2020 GZA GeoEnvironmental FEMA Accreditation / Levee Certification Efforts Northmapton, MA 01.0174343.00 PL=LL=PI= USCS (D 2487)=AASHTO (M 145)= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= Remarks *(no specification provided) Thielsch Engineering Inc. Cranston, RI 20-S-B127 Particle Size Distribution Report PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 11.5 28.9 11.1 21.9 18.7 7.96 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Test Results (D6913 & ASTM D 1140) Opening Percent Spec.*Pass? Size Finer (Percent)(X=Fail) Material Description Atterberg Limits (ASTM D 4318) Classification Coefficients Date Received:Date Tested: Tested By: Checked By: Title: Date Sampled:Source of Sample: Boring MR Depth: 10-12' Sample Number: MR-5 / S-6 Client: Project: Project No:Figure Brown f-c SAND and f-c GRAVEL, trace Silt 1" 3/4" 1/2" 3/8" #4 #10 #20 #40 #60 #100 #200 100.0 88.5 79.4 72.9 59.6 48.5 37.8 26.6 18.8 12.7 7.9 NP NV NP SP-SM A-1-a 19.9293 16.7715 4.8774 2.2772 0.5228 0.1856 0.1068 45.67 0.52 02.18.2020 02.20.2020 CC/BC/RL Rebecca Roth Laboratory Coordinator 02.17.2020 GZA GeoEnvironmental FEMA Accreditation / Levee Certification Efforts Northmapton, MA 01.0174343.00 PL=LL=PI= USCS (D 2487)=AASHTO (M 145)= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= Remarks *(no specification provided) Thielsch Engineering Inc. Cranston, RI 20-S-B128 Particle Size Distribution Report PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.0 0.8 3.8 19.2 56.7 19.56 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Test Results (D7928 & ASTM D 1140) Opening Percent Spec. *Pass? Size Finer (Percent) (X=Fail) Material Description Atterberg Limits (ASTM D 4318) Classification Coefficients Date Received:Date Tested: Tested By: Checked By: Title: Date Sampled:Source of Sample: Boring MR Depth: 12-14' Sample Number: MR-6 / S-7 Client: Project: Project No:Figure Brown SILT & CLAY, some f-m Sand #4 #10 #20 #40 #60 #100 #200 0.0367 mm. 0.0271 mm. 0.0201 mm. 0.0112 mm. 0.0081 mm. 0.0059 mm. 0.0042 mm. 0.0031 mm. 0.0013 mm. 100.0 99.2 97.8 95.4 92.4 86.1 76.2 64.4 59.1 52.8 42.2 38.0 33.7 29.6 24.2 17.1 ML A-4(0) 0.2012 0.1385 0.0285 0.0176 0.0044 Sample visually classified as plastic. Sample rolled to 1/8". 02.20.2020 02.26.2020 IA / JM Rebecca Roth Laboratory Coordinator GZA GeoEnvironmental FEMA Accreditation / Levee Certification Efforts Northmapton, MA 01.0174343.00 PL=LL=PI= USCS (D 2487)=AASHTO (M 145)= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= Remarks *(no specification provided) Thielsch Engineering Inc. Cranston, RI 20-S-B129 Particle Size Distribution Report PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 9.9 15.0 7.4 16.6 24.8 26.36 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Test Results (D6913 & ASTM D 1140) Opening Percent Spec.*Pass? Size Finer (Percent)(X=Fail) Material Description Atterberg Limits (ASTM D 4318) Classification Coefficients Date Received:Date Tested: Tested By: Checked By: Title: Date Sampled:Source of Sample: Boring MR Depth: 22-24' Sample Number: MR-6 / S-12 Client: Project: Project No:Figure Grey f-c SAND, some f-c Gravel, some Silt 1" 3/4" 1/2" 3/8" #4 #10 #20 #40 #60 #100 #200 100.0 90.1 84.1 79.2 75.1 67.7 59.5 51.1 42.1 32.6 26.3 NP NV NP SM A-2-4(0) 18.9564 13.5647 0.8905 0.3937 0.1221 Organic content was found to be 0.9%. 02.18.2020 02.21.2020 CC/RL Rebecca Roth Laboratory Coordinator 02.17.2020 GZA GeoEnvironmental FEMA Accreditation / Levee Certification Efforts Northmapton, MA 01.0174343.00 PL=LL=PI= USCS (D 2487)=AASHTO (M 145)= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= Remarks *(no specification provided) Thielsch Engineering Inc. Cranston, RI 20-S-B130 Particle Size Distribution Report PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.0 0.5 4.6 19.4 56.5 19.06 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Test Results (D7928 & ASTM D 1140) Opening Percent Spec. *Pass? Size Finer (Percent) (X=Fail) Material Description Atterberg Limits (ASTM D 4318) Classification Coefficients Date Received:Date Tested: Tested By: Checked By: Title: Date Sampled:Source of Sample: Boring MR Depth: 8-10' Sample Number: MR-8 / S-5 Client: Project: Project No:Figure Brown CLAYEY SILT, some f-m Sand #4 #10 #20 #40 #60 #100 #200 0.0368 mm. 0.0274 mm. 0.0202 mm. 0.0113 mm. 0.0082 mm. 0.0059 mm. 0.0043 mm. 0.0031 mm. 0.0013 mm. 100.0 99.5 97.9 94.9 90.7 84.9 75.5 65.6 59.2 53.8 41.9 37.7 34.4 29.6 23.7 17.4 ML A-4(0) 0.2334 0.1514 0.0285 0.0167 0.0044 Sample visually classified as plastic. Sample rolled to 1/4". 02.20.2020 02.26.2020 IA / JM Rebecca Roth Laboratory Coordinator GZA GeoEnvironmental FEMA Accreditation / Levee Certification Efforts Northmapton, MA 01.0174343.00 PL=LL= PI= USCS (D 2487)=AASHTO (M 145)= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= Remarks *(no specification provided) Thielsch Engineering Inc. Cranston, RI 20-S-B132