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Mill River Levee System - Geotechnical Data Memo_09-30-2020_DRAFT An Equal Opportunity Employer M/F/V/H M E M O R A N D U M To: David Veleta (Northampton, DPW) Kris Baker (Northampton, DPW) From: Matthew A. Taylor, P.E. (GZA) Christopher Baker, P.E. (GZA) Chris Tsinidis, P.E. (GZA) Date: September 30, 2020 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 will be 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. Elevations are referenced to the North American Vertical Datum of 1988. The subsurface exploration program was performed to gather the necessary data to support seepage, slope stability, wall stability, and settlement analyses that currently being completed by GZA. These engineering analyses are being completed 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 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. DRAFT September 30, 2020 File No. 01.0174343.00 Geotechnical Data Memorandum Mill River Levee System Page | 2 Proactive by Design 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 35-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/river-bed 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. 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 was cut to El. 106 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. 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 attached as Appendix C for review and approval by the USACE. 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. DRAFT September 30, 2020 File No. 01.0174343.00 Geotechnical Data Memorandum Mill River Levee System Page | 3 Proactive by Design 4. Performed gradation analyses and/or organic content Testing on nine (9) soil samples collected from the test borings to confirm field classifications and determine engineering parameters used for the proposed engineering analysis. 5. Prepared this data geotechnical data memorandum to summarize our findings. SUBSURFACE EXPLORATION PROGRAM PREVIOUS TEST BORINGS Numerous borings were completed by the USACE is support of the original design 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. 2020 GZA TEST BORINGS GZA prepared the Drilling Work Plan for the project 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 submitted to the USACE on November 20, 2019 and approved by the USACE on 11/21/2019. A copy of the Drilling Work Plan is included as Appendix C. GZA engaged New England Boring Contractors, Inc. (NEBC) of both Glastonbury, Connecticut and Hermon, Maine to perform test borings MR-1 through MR-8 using an ATV-mounted or truck-mounted drill rig between the dates of January 15 and 22, 2020. The borings were performed at the top of the levee, except for MR-4 and MR-5, which were performed on the landside of the floodwalls. 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 DRAFT September 30, 2020 File No. 01.0174343.00 Geotechnical Data Memorandum Mill River Levee System Page | 4 Proactive by Design with ASTM D1586, the Standard Penetration Test (SPT)1. Upon completion, each of the borings were backfilled via tremie grouting techniques with a cement-bentonite grout mix. GZA representatives 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 D and prepared the boring logs attached as Appendix E. The as-drilled boring locations were located by a GZA representative 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 soil samples collected from the explorations were submitted to Thielsch Laboratories in Cranston, Rhode Island, for gradation analysis and/or organic content to evaluate/confirm field classifications and to support assignment of engineering parameters for future phase engineering analyses. Geotechnical laboratory test results are attached as Appendix F. SUBSURFACE CONDITIONS SOIL AND ROCK Based on the as-built record drawings, the Mill River Levee System construction consisted of five distinct cross sections 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 embankment construction consisting of impervious blanket material on the riverside of the embankment 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 embankment construction consisting 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 waterside of the entire levee. All of the 2020 test borings were performed on the top of the levee, with the exception of the borings behind the floodwall. However, the levee boring locations were between the riverside edge and the landside edge of the top of the levee to capture subsurface data from both the pervious and impervious fill layers. The foundation soils generally consist of existing fill (prior to the levee construction) underlain by gravel and sand and/or varved clay materials over bedrock. A general description of the subsurface conditions encountered in the 2019-2020 explorations is presented below, in order of increasing depth. Refer to the test boring logs in Appendix E for the conditions encountered in each exploration location. A summary of the subsurface conditions is also provided in Table 1. The 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 as-built record drawings. Topsoil Fill – An approximate 3- to 6-inch thick layer of Topsoil Fill was encountered at the ground surface of borings MR-1, MR-2, MR-3, MR-6, MR-7, and MR-8. The Topsoil predominately consisted of dark brown, 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”. DRAFT September 30, 2020 File No. 01.0174343.00 Geotechnical Data Memorandum Mill River Levee System Page | 5 Proactive by Design 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, and below the topsoil at borings MR-1, MR-2, MR-3, MR-6, MR-7, and MR-8. 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 Clayey Gravel 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. 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 indicate the presence of cobbles or boulders, and do not necessarily represent the relative density of the 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. 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 Varved Clay interface 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. The SPT N-values within the Selected Impervious Fill ranged from 0 bpf to 36 bpf, indicating variable relative density ranging from very soft to hard. However, the typical density of the 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 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 DRAFT September 30, 2020 File No. 01.0174343.00 Geotechnical Data Memorandum Mill River Levee System Page | 6 Proactive by Design red bricks. Therefore, these high blow counts are not necessarily indicative of the relative density of the fill. Gravel and Sand – A natural Gravel and Sand layer was encountered in test borings MR-1 through MR-6, below the 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 Gavel 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 Gavel 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 Sand was observed via the SPT to be medium dense. Varved Clay – A Varved Clay deposit was encountered in test borings MR-3, MR-4, MR-5, MR-7, and MR- 8 below 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 0 bpf to 6 bpf, indicating a variable relative density, ranging from very soft to medium stiff. However, the typical relative density of the Varved Clay 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 Gravel and Sand layer or Varved Clay layer at depths of 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 Groundwater observations at test borings MR-1, MR-3, MR-4, MR-6, and MR-7 ranged between approximately 0.3 feet bgs to approximately 25 feet bgs correlating to a range between about El. 120 feet and El. 137.7 feet. However, drive-and-wash drilling methods were used during the subsurface investigation and therefore, the observed water levels at test boring locations were likely influenced by the introduction of drilling fluid (i.e. water) into the drill casing. In addition, the boreholes were filled with water at the end of each day, to mitigate the potential of “blow-in” into the casing, as stipulated in part of the Drilling Work Plan. Therefore, the groundwater observations gathered during the subsurface investigation program may not be representative of the actual stabilized groundwater conditions at the site. An existing, previously installed, groundwater monitoring well was observed near boring MR-5. GZA measured the depth to groundwater on 1/21/2020 and recorded a depth of 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. 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. DRAFT September 30, 2020 File No. 01.0174343.00 Geotechnical Data Memorandum Mill River Levee System Page | 7 Proactive by Design CLOSING Please feel free to contact us if you have any questions or comments regarding the content of this memorandum. Attachments: Table 1 – Summary of Subsurface Conditions Figure 1 – Locus Plan Figure 2 – Exploration Location Plan Appendix A – Limitations Appendix B – Previous Test Boring Logs Appendix C – Geotechnical Investigation Work Plan Appendix D – Daily Field Reports Appendix E – 2020 Test Boring Logs Appendix F – 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_09-30-2020_DRAFT.docx DRAFT Proactive by Design TABLE DRAFT 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‐1145.030.0 115.0 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 NEMR‐1A145.033.5 111.5 NM NM NE NE NE NE NE NE NE NE NE NE NE NE 3.5 112.5 NE NE 32.5 112.5MR‐2144.031.8 112.2 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 31.5 112.5MR‐3144.044.0 100.0 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 NEMR‐4129.024.0 105.0 5.0 124.0NE(6)NE 0.6 128.4 NE NE NE NE NE NE 9.0 119.0 7.0 112.0 7.0 NE NE NEMR‐5129.039.4 89.6 NM NMNE(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 91.5MR‐6138.036.0 102.0 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 NEMR‐7138.036.1 101.9 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 34.5 103.5MR‐8138.030.0 108.0 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 NENOTES:1.2.3.4.5.6.7.An approximate 5‐ to 6‐inch thick layer of asphalt was observed at existing ground surface at boring locations MR‐4 and MR‐5.Groundwater level measured within casing during drilling at various stabilization times. Groundwater observations may not be indicative of actualy stabilized groundwater levels.  Refer to the individual boring logs for further information."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 Elevation2Bottom of Exploration (ft)Approximate Depth to Top of Weathered Bedrock (ft)Soil and Rock Conditions Refer to test boring logs in Appendix E for additional information.GZA File No. 01.0174343.00Northampton, MAFEMA Accreditation/Levee Certification for the Mill River Levee SystemTABLE 1 ‐ SUMMARY OF SUBSURFACE CONDITIONSTest BoringApproximate 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)3Approximate 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.DRAFT Proactive by Design FIGURE DRAFT PROJ. MGR.: CLB DESIGNED BY: YY REVIEWED BY: CLB OPERATOR: YY DATE: 8-26-2019 JOB NO. 401,000 2,000 3,000500 SCALE IN FEETUSGS QUADRANGLE LOCATION © 2019 - GZA GeoEnvironmental, Inc., C:\Users\yixing.yuan\Desktop\Northampton_WorkPlan\Figure 1 - LOCUS PLAN - Northampton.mxd, 8/27/2019, 5:19:47 PM, Yixing.yuanCONNECTICUT RIVER & MILL RIVER LEVEENORTHAMPTON, MASSACHUSETTS FIGURE NO. 01.174343.00 1 SOURCE: THIS MAP CONTAINS THE BING MAPS AERIAL ONLINE MAP SERVICE. GEOTECHNICAL DATA MEMO Legend E Station Floodwall Levee DRAFT 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 1 1 OF 1 CLB CJT MAT CJT CLB SEE FIGURE 0 40 80 160 SCALE IN FEET MR-1 NNA DraftDRAFT Proactive by Design APPENDIX A LIMITATIONS DRAFT 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. DRAFT 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. DRAFT Proactive by Design APPENDIX B RECORD DRAWINGS AND PREVIOUS TEST BORING DATA DRAFT WAR DEPARTMENT Romp,Slt?.M0r8? PARADISE~/ POND ~f J:f ff! i ===:::::::_:_:_::::::::::::_:::::::_-=:_:_------ ----- M 2'W M 4+o0 DIKE CURVE OA-fA •A" ~;~ ~z 'f!8 .. 4T.30 /.' -• /VI 5 .. 45.25 'f A Sfo. M l/+.JZ.41 .l -JJ!/5'-J2 O• 5"-40' rd .JOZ!I' /i' = !()//.SI' L .. 587.!5' M 6 +OQ M s+oo M (l+OO M 12+oo PROFILE SCALE• HOR. 1":100' VERT.1":10' M 14+-QO LIMITS OF THIS CON FOR TRACT· CANAL WORK ~ ,. -----._ __ _ M 16+-0Q XISTING ~ M22+-oo ISO 110 100 M 2.41-00 CORPS OF ENGINEERS, U.S. ARMY P.C-A Slo.NS,.4525 NOTES ,Jl'I.. //''-I _, __ . _,_- TIE AT P. C. -A STA.M-5+45.25 i Oike 99.!55!za' -....!.~·-+-ISfo. M·l?...0583 i[rov .sYo. IO~l6.J9 ' __ .;-52.S!J'oTf.s-ef JJ;"""::T-.Sh#-l?-00.83 V'--""<:C--H'!..f.9' Trov.Sh. !0"'85.15 TIE AT STA.M-12+05.84 a STA. M-12+06J33 Oilre .;f(Jfion.s . CQn(l/ .sfqfio. ore pref'tret:/ b.fl "!/" f/erofil;ns r":r::ef'or;.::reds/!! lfC" For furl her cf, f "/. '6'0n ea Level dofom. drawin9s fur.,.,,· hedors. see confracf ,,1s e city. CONNECTICUT RIVER . NORTHAMPTO~LOO~IKE CONTROL PLAN AND PROFILE DIKE AND DIVERSION CANAL ENTRANCE MILL RIVER 'tXI sgALE•llN.•~T. MASSACHUSETTS U.S. ENGINEER OFFICE PRO too' • VIDENCE, A. I., 0PERATION AND MAINTENANCE MANUAL NORTHAMPTON, MASS. PLATE XII DRAFT WAR DEPARTMENT Slope was> stxk:led ond seed~ 1:0-ropso1/ River /50':t-wide MILL RIVER Oec. 19.JIJ £1. /Z0.8~ 6"grave/ .hound with chy 1:0-topsoil MILL -.Siope Was sodded and seeded 'RIVER --f:_ ----·-~ ~ SECTION AT STA. M-1 +00 TYPicAL: FROM STA.:·M-0+'71! TO STA. M·l+24± SECTION AT STA. M-4+ 45 TYPICAL FROM STA. M-1+24± TO STA. M-11+57:!: UPSTREAM EDGE OF BRIDGE _AT STA. M-11+59.7! 3tope··vw:is sodded and seed. 1::..0" hand placed rlprop Random moferial, Note lJ lmperv/QUS bhnkef moferiq/ ;::..o· hand phced rtprop '~ t=o-slripplng CORPS OF ENGINEERS, U. S. ARMY .sodded and.seeded 1:.0· topsoil Slope 1+0 ~<led and seeded . (}ravel bedding Pipe foe drain Pipe foe drain NOTES ---Oike sfaliOns have prefix hi-. . £/ewflons re:ler lb Mean SM-LeYel Oofum. ·mt" Tvdher d<:i/01/j, see conlracl d/'"aw1119 !'t1rn1~hed c::!& · 7?ontlom rnolertol 0;;' ino/ rDt.lnd svrFoce 6 "grovel beddi. •f>,~';>i;,..~:rrne more pervious port of' the random Pipe foe drain SECT!QN AT STA. M-23+ 12:t TYPICAL FROM STA. M·21+12t TO STA.M-23+47"!" EXCEPT NO RIPRAP FROM STA. M-22+69± TO STA. M-23+47:!: N.Y. N.H. 8] R.R. EL 1/4.7.5 /)umped riprop · BRIDGE Piverslon cono/ bolfcm rlpmp £/e'v.114. ~ SECTION AT STA.M-15+52.43 TYPICAL FROM STA.M--15+43.43" TO STA.M-J5+61.43 fEI 10.5.0 (}rtJVe! beddtng Steel sheef piling SECTION AT STA. M-17+47:t TYPICAL FROM STA.M-16+50± TO STA. M-21+12:! EXCEPT NO SHEET PILING FROM STA. M-19+72 TO STA. M-211'12 material was> placed in this secfion.(NoTe D) CONNECTICUT RIVER FLOOD NORTHAMPTON DIKE EMBANKMENT DETAILS CONTROL MILL RIVER MASSACHUSETTS IJI SCALI' l IN. '" If FT. 2li U.S. ENGINEER OFFICE, PROVIDENCE, R. I., OPERATION AND MAINTENANCE MANUAL NORTHAMPTON, MA.SS. PLATE XIII DRAFT WAR DEPARTMENT ----------~----' . ------/29-. A -. El 14U.Q5 NORTHAMPTON ELECTRIC 2 .sfory br/Ck LIGHT CO. l) ,, -----iL ------- Sta. M·/4 tJ4..93 ---------L I ---------L £Ki'stin. cor.c. wall ~ ;i; !Q ~ ..... ~-..... ~ l:i ~,'.§ Z=;t...jti:: >-£1.139.8() PLAN SCALE' I": 20' "' " ' ' -!! " <'.; "' DEVELOPED PROFILE RIVERSIDE RACE C.rpqnsion j'oinf LANDSIDE ELEVATION SCALE. HOR. IM -20' • VERT. 1"-10' 'TYPICAL BETWEEN STA. M-12+2s.e4 AND STA M-15+43.43 13'-o" WALL SECTION A SI 'lllLAR, BUT WITHOUT PILASTERS OR ARCHITECTURAL TREATMENl BETWEEN STA. M~~~~E~l*t: 1 ~~~ STA. M-16+59.00 TYPICAL BETWEEN STA. M-12+34.93ANO STA. M-13+54.93 ANO BETWEEN STA. M-15+71.43 AND STA. M-15+76.43 SCALE; r: t'·ou VERSIDE LAND SIDE .r o' ~feel sheel piling ~CTIO~c?L~' ;. ?,~:!LASTER ' I ~ ' ( ' / DETAIL OF EXPANSION JOllllT •" SCALE• 3",..1'-0" 0 3" 6• i / / / (/,A,,..-- / / t} CORPS OF ENGINEERS. U. S. ARMY ( I / ~ "- END VIEW OF FINS ,. SCALE: 1"= 5' .. ,. For deft7i/ of fii1s see end weH' 0t1 fhis shut?/ SCALE:\": s' NOTES Oike sfofion.s prefixed by lefter "M.w Elevatiom refer lo ~n Sea Level Dalum. For further details see.controot drow1iJ9s furnished ciffj· CONNECTICUT RIVER FLOOD CONTROL MILL RIVER . NORTHAMPTON DIKE CONCRETE WALL DETAILS MASSACHUSETTS ,.. ... U.S. ENGINEER OFFICE, PROVIDENCE, A. I., OPERATION AND MAINTENANCE MANUAL NORTHAMPTON, MASS. PLATE XIV DRAFT WAR DEPARTMENT 0: 0: ·o 12 "' "' <t .. "' I I :r i'.t., 0: -' ... > -' ·o 140 ;;: -.. 0: ~ -' .. ·2 -' :;; 130 -' -., "' "' => ~ 0 -' ... 110 > ... -' .. ... Cf} JOO z .. ... "' I I-90 ... ... ... ;!; z 80 0 fi > ... -' ... 70 60 50 0!00 ... .. ' :r ., Pro/Jp/J/e rock sur"lbce 10+00 -' 0 .. GROUND SURFACE a -' 0 0: 0 "' "' 0: -' ·o 'b en "' " <O 20+00 STATIONING IS THAT -' 0: b -o "' 0: -!2 "' 0 "' ' :r ., 30+00 ALONG t. OF DIVERSION CANAL TOP OF EARTH DIKE M-0+00 LEGEND -Sound bedrock. Ell Weathered bedrock. ~ Artificial fill. ~ Impervious formation. ITIIIIJ Moderately impervious formation. D Pervious formation. BH Drive som~le bore hole. M-5+00 TOP OF CONCRETE WALL Sandstone M-10+00 M-15+00 GROUND SURFACE a STATIONING IS THAT ALONG t. OF DIKE SHOWN ON PLATE XII 140 130 120 "' ... <O ' ... .. I 110 ... .. Top so~ ... " ' 90 BOTTOM OF CUT 80 LEGEND BH Orive sompre bore hole 70 FA Auoer boring R Righf of conol t. L Left of canal t. 60 [iz:l Glociol !oke deposit (cloy) 50 40+00 TOP OF EARTH DIKE M-20+00 "' => I-.. 0 -' ... > ... -' .. ... "' z .. ... "' I I-... ... ... ;!; z 0 ;:; " ... -' ... CORPS. OF ENGINEERS, U. S. ARMY DESCRIPTION OF NUMERICAL CLASSES [I] Variable -Graded from Gravel to Coarse Sond-Contoin1 little medium sand. [[) Uniform coarse to Medium Sand-COntolns Httle 9ranl and fine sond. [!! yinioble-Groded from Gravel to MedMn SOnd-Contoln1 little fine soncl. ~ uniform Medium to Fine Sood-Contains little coarse sand ond coafll silt. []] Variable-Graded from Grovel to Fine Sand-Contains tittle coone silt. [U Uniform Fine Sand to coarse S!lt-COnto!M little medium sand ond medium silt. [!] yarloble-Graded from Grovel to Coarse Si!l:-Contoins little medium silt. [!] Uniform Coarse to M~ium Sllt-COntotn. llttle fine sand ond fine silt . (2) VOriable-Groded from Gravel to Medium Sill-Contains little fine lilt fifil Uniform Medium to Fine Slit-Contains little coarse silt ond coarse cjay. Possnses behavior charocteristics of silt. ~ Uniform Medium Silt to Coone Clay-Conloins little coorse silt ond medium cloy. Possnses behavior charocteristb of cloy • ITIJ Voriable-Gl'ode<I from GroYel or Coone Sand lo Fine Silt-Contains llttllt COOIW cloy. @ Uniform Fine Slit to Cloy -Contains little medium silt ond fine cloyk:ollokfs). Possesses behoYiot charocteriltics of sill jjiJ lk!lform Cloy-Contolns little silt ~ behovior charcn-rlstlcs of cloy • [ill" yorlable-Groded from Coarse Sand to c1ay-contolns llltle fine cloJ' Ccolloids). Possesses behavior choroeteristics of silt. ~ Variable Cloy-Groded from sond to fine cloy(collqidsl. Possesses behavior characteristics of cloy. 150 130 o-w 120 ~ !!' z 0 ~ 110 ~ w J w.-~~C~O~N~N"""E~C-T-IC~U-T~~-R-IV,,_E-R~~-FL_O_O __ O~~C-O~N-T_R_O_L~--1 100 90 NORTHAMPTON DIKE SUB SURFACE PROFILE CONN. RIVER DIKE CONNECTICUT RIVER MASSACHUSETTS SCALE:HOR. I IN.• 100 FT. VERT. I IN.~ 10 FT. U.S. ENGINEER OFFICE, PROVIDENCE, R. I., OPERATION AND MAINTENANCE MANUAL NORTHAMPTON, MASS. PLATE XVA DRAFT Proactive by Design APPENDIX C DRILLING WORK PLAN DRAFT An Equal Opportunity Employer M/F/V/H November 20, 2019 File No. 01.0174343.00 Department of the Army New England District Corps of Engineers 696 Virginia Road Concord, Massachusetts 01742-2751 Attn: Mr. Kevin DiRocco Re: Revised Drilling Work Plan for Subsurface Exploration Program FEMA Certification Efforts for the Connecticut River and Mill River Levee Systems Northampton, Massachusetts Dear Mr. DiRocco: GZA GeoEnvironmental Inc. (GZA) has been authorized by the City of Northampton, Massachusetts to perform certain engineering activities required to support their efforts to obtain levee certification/accreditation for the Northampton Flood Protection System from the Federal Emergency Management Agency. We are pleased to submit the attached Drilling Work Plan (Revision 2) to the U.S. Army Corps of Engineers, New England District (CENAE) summarizing our proposed subsurface investigation program. If you have any questions, please do not hesitate to call us. Very truly yours, GZA GEOENVIRONMENTAL, INC. Christopher L. Baker, P.E. Matthew A. Taylor, P.E. Project Manager Project Manager Anders B. Bjarngard, P.E. Project Director DRAFT Drilling Work Plan for Subsurface Exploration Program in support of the FEMA Certification/Accreditation Efforts for the Connecticut River and Mill River Levee Systems in Northampton, Massachusetts Revised November 20, 2019 Prepared for: United States Army Corps of Engineers New England Division Prepared by: GZA GeoEnvironmental, Inc. 249 Vanderbilt Avenue Norwood, Massachusetts 02062 Submitted on behalf of: City of Northampton, Massachusetts GZA Project Number: 01.0174343.00DRAFT Comprehensive Work Plan Connecticut and Mill River Levee Systems United States Army Corps of Engineers City of Northampton Department of Public Works GZA Job No. 01.0174343.00 Northampton, Massachusetts TABLE OF CONTENTS Page No. 1.0 SIGNATURE SHEET ................................................................................................................................................. 1 2.0 DRILLING WORK PLAN ........................................................................................................................................... 2 2.1 PROGRAM OBJECTIVE ....................................................................................................................................... 2 2.2 PROJECT BACKGROUND .................................................................................................................................... 2 2.2.1 Connecticut River Levee System ............................................................................................................... 2 2.2.2 Mill River Levee System ............................................................................................................................. 2 2.2.3 FEMA Certification/Accreditation Coordination ....................................................................................... 3 2.3 EXISTING SUBSURFACE INFORMATION ............................................................................................................. 4 2.3.1 Regional Geology ....................................................................................................................................... 4 2.3.2 Connecticut River Levee System – Planning and Design Subsurface Information .................................... 4 2.3.2 Mill River Levee System – Planning and Design Subsurface Information ................................................. 6 2.4 PROPOSED SUBSURFACE EXPLORATION PROGRAM ......................................................................................... 8 2.4.1 Proposed Subsurface Exploration Program Scope .................................................................................... 8 2.4.2 Proposed Subsurface Exploration Purpose and Engineering Analysis Approach ...................................... 8 2.4.2.1 Connecticut River Levee System ....................................................................................................... 9 2.4.2.2 Mill River Levee System ......................................................................................................................... 9 2.4.3 Proposed Drilling Procedures .................................................................................................................. 10 2.4.3.1 Boring Layout and Utility Clearance .................................................................................................... 10 2.4.3.2 Drilling and Sampling Methodology .................................................................................................... 11 2.4.3.3 Borehole Backfilling Procedures .......................................................................................................... 12 2.4.4 Exploration Team Roles and Responsibilities .......................................................................................... 12 2.4.6 Risk Mitigation ......................................................................................................................................... 14 DRAFT Drilling Work Plan Connecticut and Mill River Levee Systems United States Army Corps of Engineers City of Northampton Department of Public Works GZA Job No. 01.0174343.00 Northampton, Massachusetts FIGURES: Figure 1 – Site Location Map Figure 2 – Proposed Boring Location Plan – Connecticut River Levee System Figure 3 – Proposed Boring Location Plan – Mill River Levee System TABLE: Table 1 – Proposed Boring Schedule APPENDIX: Appendix A – Select Record Drawings Appendix B – As-Built Drawings with Approximate Proposed Boring Locations Appendix C – Technical Specifications for Drilling and Sampling Appendix D – Hydrofracture Potential Calculations Appendix E – Project Organizational Chart Appendix F – Site-Specific Drilling Checklist DRAFT Comprehensive Work Plan Connecticut and Mill River Levee Systems United States Army Corps of Engineers City of Northampton Department of Public Works GZA Job No. 01.0174343.00 Northampton, Massachusetts Page 1 of 10 1.0 SIGNATURE SHEET Drilling Work Plan for Subsurface Explorations Program in support of FEMA Certification/Accreditation Efforts of the Connecticut River and Mill River Levee Systems in Northampton, Massachusetts Plan Prepared by: GZA GeoEnvironmental, Inc. Christopher L. Baker, PE, Project Manager Phone: (781)-278-5881 ______________________________________ Plan Approval by: GZA GeoEnvironmental, Inc. Matthew A. Taylor, PE, Principal Phone: (781)-278-5803 ______________________________________ DRAFT Drilling Work Plan Connecticut and Mill River Levee Systems United States Army Corps of Engineers City of Northampton Department of Public Works GZA Job No. 01.0174343.00 Northampton, Massachusetts Page 2 of 15 2.0 DRILLING WORK PLAN 2.1 PROGRAM OBJECTIVE On August 7, 2019, GZA GeoEnvironmental, Inc. was authorized by the City of Northampton to perform certain engineering activities required to support their efforts to obtain levee certification/accreditation efforts for the Northampton Flood Protection System from the Federal Emergency Management Agency (FEMA) in accordance with 44 CFR 65.10. The proposed subsurface exploration program outlined herein has been designed to gather supplemental and current subsurface information to support seepage, slope stability, wall stability and settlement analyses that are required for the referenced FEMA certification/accreditation effort. 2.2 PROJECT BACKGROUND 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 and Connecticut Rivers 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 Connecticut and Mill rivers were conducted in a series of construction contracts initiated in December 1938 and completed in June 1942, collectively known as the Northampton Flood Protection System (Project). In 1944, the City accepted responsibility to operate and maintain the Project in accordance with the Flood Control Regulations. The Northampton Flood Protection System consists of two main components: the Connecticut River Levee System and the Mill River Levee System. Refer to Figure 1 for the location of two levee systems. Refer to Appendix A for relevant Connecticut River and Mill River Levee System Record Drawings obtained from the 1945 Operations and Maintenance Manual for the Project. 2.2.1 Connecticut River Levee System The Connecticut River Levee System protects the eastern part of the City against high water from the Connecticut River. The Connecticut River Levee System includes 4,580 linear feet of earthen levee with a maximum height of 23-feet and begins near the intersection at Pomeroy Terrace and Hancock Streets and heads southeasterly across Ventures Field Road, and continues across Hockanum Road and the Old Mill River to the Boston & Maine Railroad Tracks, terminating approximately 500 feet west of U.S. Highway No. 5. The Northampton Flood Control Pumping station is located at the southern portion of the levee system and is surrounded by a total of 174-feet of concrete cantilevered floodwall, with a maximum height of 29-feet. Two stop-log structures are located along the levee system, one at the Boston & Maine Railroad Tracks and one at the U.S. Highway No. 5 crossing. 2.2.2 Mill River Levee System The Mill River Levee 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 35-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). DRAFT Drilling Work Plan Connecticut and Mill River Levee Systems United States Army Corps of Engineers City of Northampton Department of Public Works GZA Job No. 01.0174343.00 Northampton, Massachusetts Page 3 of 15 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/river bed 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. 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 was cut to El. 106 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 (cfs). 2.2.3 FEMA Certification/Accreditation Coordination The City of Northampton has the 1978 Flood Insurance Rate Maps (FIRMs) which were based on a Flood Insurance Study in 1976. In November 2018, FEMA representatives conducted a “Discovery Meeting” in Amherst, Massachusetts to announce and discuss their upcoming Risk Mapping and Planning (Risk Map) process for Hampshire County, Massachusetts. The “Discovery” typically precedes engineering studies that will lead to new flood hazard mapping and flood risk data development and new FIRMs. It is likely that new FIRMs will be developed for Hampshire County, including the City of Northampton. For flood protection systems (i.e. levees, floodwalls, pump stations, etc.) to be recognized by FEMA as providing flood protection up to the 100-year flood event, FEMA requires reasonable assurance/ evidence that adequate design and operation and maintenance systems are in place. This process begins with the Sponsor of a flood protection system engaging a qualified engineer to review the original design information and undertake additional engineering evaluations to evaluate the System’s ability to provide such protection. The proposed subsurface exploration program was designed to supplement the data gathering effort in support of the engineering evaluations required for “Levee Certification” and ultimately “FEMA Accreditation”. The City of Northampton, as the Sponsor of the local flood protection system, is responsible for “Levee Certification” under FEMA regulations, which were promulgated in 1986 after the 1978 FIRMs were issued. DRAFT Drilling Work Plan Connecticut and Mill River Levee Systems United States Army Corps of Engineers City of Northampton Department of Public Works GZA Job No. 01.0174343.00 Northampton, Massachusetts Page 4 of 15 2.3 EXISTING SUBSURFACE INFORMATION 2.3.1 Regional Geology The surficial geology of the Connecticut River Valley is predominately derived from Glacial Lake Hitchcock, which formed 15,000 years ago. The lacustrine soil deposits, known locally as Connecticut Valley Varved Clays (CVVC), are interbedded layers of clay and silt-fine sand. Outwash deposits consisting of sands and gravels are present at the surface of (and occasionally within) the CVVC deposits. The CVVC deposits are generally underlain by a relatively thin mantle of glacial till that rests on the bedrock. Refer to the paper entitle “Geology and Engineering Properties of Connecticut Valley Varved Clay”, by Degroot, D.J. and Lutenegger, A.J, December 2002 for more information. 2.3.2 Connecticut River Levee System – Planning and Design Subsurface Information Below are various excerpts from the Connecticut River Levee System that were summarized in the 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 (the PIP for the 2016 Periodic Inspection indicated that there were no changes from the 2010 PIP): Connecticut River Dike Subsurface Explorations: The subsurface explorations for the Connecticut River Dike consisted of 25 wash borings with drive sampling methods (BH-1 to BH-4, BH-9, BH-13 to BH-15, BH-22 to BH-27, BH-50 to 59, BH-61), 11 auger borings (FA-50 to FA-56, FA-59, FA-61, FA-63, FA-64), and two test pits (FT-14 and FT-18). Refer to Sheet 2 in Appendix A-1 which present the locations of the subsurface exploration for the System. Refer to Sheet 3 in Appendix A-1 for copies of the exploration logs. Refer to Plate No. 4 contained in the Analysis of Design – Item N.2 report for a Geologic Section of the entire Dike alignment. A copy of the referenced Geologic Section from the Analysis of Design – Item N.2 report is included between Sheets 3 and 4 of Appendix A-1. Subsurface Conditions: The following geological description for the Connecticut River Dike was taken from the Analysis of Design-Item N. 2 report (USACE, 1939)-Section III Geological Investigation: “C. SITE. - The dike is located on the westerly side of the valley where the flood plain of the Connecticut River contacts moderately higher ground. The Mill River northwest of the proposed dike is fairly well entrenched in this higher ground. Downstream of this point, however, it is entrenched in its own flood plain deposit and those of the Connecticut River. Frequent floods have deposited alluvial sands and silts, forming a continuous fine textured soil mantle which covers the much older glacio- fluvial deposits. The constituents of this mantle generally vary in texture from medium and fine sand, adjacent to the Connecticut and Mill Rivers, to medium and fine silt, some distance back from the rivers. The geologic section, shown on Plate No. 4 [included in Appendix A-1] indicates a comparatively uniform distribution of alluvial and glacio-alluvial materials through the foundations. Three distinct groupings of stratification are shown, the most prominently developed strata being the lowermost DRAFT Drilling Work Plan Connecticut and Mill River Levee Systems United States Army Corps of Engineers City of Northampton Department of Public Works GZA Job No. 01.0174343.00 Northampton, Massachusetts Page 5 of 15 interbedded glacial silt and clay strata (chiefly Classes 10, 10C, 12 and 12C). The thickness of this formation is great, as proven by two bore holes, one of which was carried into the deposit for a depth exceeding 65 feet without radical change of material. This formation is unquestionably of glacial origin, conforming in all respects to the characteristics of a glacial lake deposit. Sand strata are prominently developed between the alluvial silts (Classes 8, 10, 11, and 13) previously mentioned, and the extensive glacial silt strata. Fine sand (Class 6) lies immediately below the flood plain silts and immediately above medium and coarse sand and gravel (Classes 2, 4, and 5). The fill section shown extending from the right bank of the Mill River to the end of the proposed construction is previously constructed earth embankment. The foundation conditions in this stretch are similar to those elsewhere.” “E. SUBSURFACE LEAKAGE. – The wide flood plain extending between the dike and the Connecticut River, forming a relatively impervious natural blanket of Classes 8, 10, and 11, will prevent any marked seepage through the foundations. This condition is sure to hold even though the previous foundation, beneath this natural blanket, extend to the Connecticut River and contact the coarser river sediments. Breaks in the natural impervious blanket, due to erosion during floods, have been noticed. However, these do not occur close enough to the dike to seriously affect the seepage path in the foundation. Seepage passing through the natural blanket on the riverside before emergence will be forced to break through a similar blanket on the landside. In the immediate vicinity of the dike, seepage will be intercepted by the rock toe drain. Foundation treatment to prevent subsurface leakage in the section adjacent to the Mill River is not a part of the work proposed here.” Northampton Pumping Station and Flood Walls Subsurface Explorations: The subsurface explorations for the Northampton Pumping Station and Flood Walls utilized many of the explorations performed for the Connecticut River Dike. However, the USACE revised the soil classifications for twelve of the previously performed explorations in the area of the Pumping Station and Flood Walls (BH-4, BH- 13, BH-14, BH-25 to BH-27, BH-50 to BH-52, BH-55 to BH-57) as shown on Sheet 4 of the Record Drawings in Appendix A-3. The strata breaks on the logs did not appear to change. The change was only in the soil class where samples originally shown as Soil Class 11, 12c, and 12 to a composite Soil Class 8, 10, and 12c. The referenced plan had the following note: “Classes 8, 10, and 12c indicated in bore hole records generally occur in alternating bands, having thin layers of fine clay interbedded with coarser silt or sand.” Three (3) additional wash borings (BH-74, BH-84 and BH-85) were performed in the vicinity of the Pumping Station and Flood Wall alignments. Refer to Sheet 4 in Appendix A-3 of the Record Drawings for subsurface exploration locations and logs. Subsurface Conditions: The following geological description for the Connecticut River Dike was taken from the Analysis of Design - Northampton Pumping Station - Item N. 4 report (USACE, 1940)-Section III. Soil Investigations. DRAFT Drilling Work Plan Connecticut and Mill River Levee Systems United States Army Corps of Engineers City of Northampton Department of Public Works GZA Job No. 01.0174343.00 Northampton, Massachusetts Page 6 of 15 “The pumping station and conduit will be founded on a 19’ bed of pervious sand and gravel overlying a layer of varved clay 104 feet in thickness. The thickness of the sand and gravel after excavation for the pumping station substructure will be about 10 feet. The clay substratum is very compressible, and its consolidation will probably extend over a long period of years. Due to the close proximity of dike and pumping station, the dike load in combination with the pumping station load will continue to affect a consolidation of the clay layer with consequent total structure settlement of approximately 21” for the pumping station. About 90 percent of the ultimate settlement, or 19”, will occur within 36 years after construction has been completed and 10 percent, or 10.5” will occur within 9 years. An ultimate settlement of approximately 17” is predicted at the south end of the flood all and about 22” at its north end and, consequently, a differe ntial settlement of 3” between the wall and pumping station at the north end and 2”at the south end is anticipated. Those values are based on ultimate settlement analysis which will occur in 36 years. Differential settlements are provided for vertically by steel sheet piling slip-joints between flood wall monoliths and at the junction of the flood wall and pumping station. Accordion type copper water stops are used at horizontal joints. A joint between the pump house and the inlet structure provides adequate flexibility for settlement at that point. The safe bearing capacity of the earth foundations under the pumping station is not exceeded. The existing layer of sand and gravel, ten feet thick, will spread the superimposed loading over a sufficiently large area so that the clay substratum will not be overstressed. The possibility of seepage under the foundation is reduced by driving the steel sheet piling a minimum of 3 feet into the clay substratum.” The Analysis of Design-Northampton Pumping Station - Item N. 4 report does not include any laboratory test results nor any design calculations for the estimated settlements. No other design document containing such information was encountered during the assembly of the PIP. According to the subsurface exploration data and the steel sheetpile plans contained in the Record Drawings in Appendix A-3, it appears that the minimum 3 feet of embedment of the steel sheetpiles into the varved clay deposit was achieved at the Pumping Station and Flood Walls. 2.3.2 Mill River Levee System – Planning and Design Subsurface Information Below are various excerpts from the Mill River Levee System that were summarized in the Pre -Inspection Packet prepared by GZA/Watermark for the 2010 Periodic Inspection of the System regarding planning and design phase subsurface explorations and subsurface conditions assessments (the PIP for the 2016 Periodic Inspection indicated that there were no changes from the 2010 PIP): 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). Refer to Sheet 2 in the Record Drawings in Appendix A-1, A-2, and Appendix A-4 for the locations of the exploration and the exploration logs. A geologic cross section of the Smith College Dike, Flood Wall, and Diversion Dike is included as Plate 21 in the Analysis of Design-Item N. 3 report (USACE, 1939), which is included in Appendix A-5. DRAFT Drilling Work Plan Connecticut and Mill River Levee Systems United States Army Corps of Engineers City of Northampton Department of Public Works GZA Job No. 01.0174343.00 Northampton, Massachusetts Page 7 of 15 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 Sheet 14 of the Record Drawings contained in Appendix B-1 for the locations and logs of the additional test borings. Subsurface Conditions: The following geological description for the System was taken from the Analysis of Design-Item N. 3 report (USACE, 1939)-Section III Geological Investigation: A. NATURE OF VALLEY - The diversion canal will extend from the Mill River, at a point upstream of the more densely settled portion of Northampton, to the Ox-Bow Lake of the Connecticut River. The dike will extend along the left bank of the Mill River for a distance of approximately 1600 feet upstream of the entrance to the diversion channel. The higher ground adjacent to these proposed works is formed in glacial lake deposits. Both the Mill and Connecticut Rivers have eroded much of this formation, and the former stream in some places is flowing on a sandstone formation. The flat-bottomed Mill River Valley is essentially a flood plain composed chiefly of relatively coarse sediments deposited upon the underlying glacial silts. The westerly side of the much larger Connecticut Valley is a broad flood plain formed by post-glacial erosion and subsequent sedimentation. A natural cut-off of the river just north of Mount Tom has left a remnant of the old river channel in the form of an ox-bow lake. 2. Mill River Dike and Wall - The distribution of the various strata in the dike foundations is shown on Plate No. 21 entitled [included in Appendix A-5] “Geologic Section”. The rock floor throughout this area is irregular, occurring between Elevations 85 and 100 mean sea level datum. This is overlaid by glacial lake deposits, (class 12c), which, in turn, underlie coarser river sediments (classes 3, 4, and 5). The upper 5 to 15 feet of overburden consists of artificial fill composed of ashes, cinders, and debris. According to the Analysis of Design-Item N. 3 report (USACE, 1939)-Section VI. General Design, the Smith College Dike (Mill River Dike), “the dike throughout is founded on soil, seepage through the foundation will not be excessive owing to the 5-foot depth cut-off of impervious material and to the natural foundation soil materials of low impermeability.” However, the Geologic Cross-Section on Plate 21 (Appendix A-5) of the referenced design report indicates that the Smith College Dike is underlain by 2 to 7 feet of artificial fill with cinders and debris overlying a discontinuous “Moderately impervious formation” classified as “Uniform Fine Sand to Coarse Silt”, which is underlain by a “Pervious formation” consisting of sands and gravels. It is not clear based on the available information if the artificial fill was removed down to the “Moderately impervious formation” prior to constructing the Smith College Dike. To control underseepage below the Flood Wall and a portion of the Diversion Dike, a steel sheetpile cut off was installed between Sta. M 11+33 to Sta. M 19+72 (Refer to Sheet 5 of the Record Drawings in Appendix A-1). According to the Geologic Cross Section on Plate 21 (Appendix A-5), there is no blanket of impermeable material over the “Previous formation” below the Flood Wall and portion of the Diversion Dike up to Station M 19+72. Beyond about Sta. M19+00, the previous formation pinches out and “Moderately impervious formation” lies above the varved clay and, therefore, the Diversion Dike cross section transitions to only an impermeable core without a sheetpile cut off wall beyond Sta. M 19+72. DRAFT Drilling Work Plan Connecticut and Mill River Levee Systems United States Army Corps of Engineers City of Northampton Department of Public Works GZA Job No. 01.0174343.00 Northampton, Massachusetts Page 8 of 15 2.4 PROPOSED SUBSURFACE EXPLORATION PROGRAM This Work Plan has been prepared in general accordance with USACE ER 1110-1-1807, Engineering and Design, “DRILLING IN EARTH EMBANKMENT DAMS AND LEVEES”, dated December 2014. 2.4.1 Proposed Subsurface Exploration Program Scope The proposed subsurface exploration program will consist of a total of twenty -two (22) test borings (eight (8) at the Mill River Levee System and fourteen (14) at the Connecticut River Levee System). The overall location of the work is shown in Figure 1 – Site Location Plan. A summary of the test borings is shown in the attached Table 1 – Proposed Boring Schedule. GZA will subcontract New England Boring Contractors (NEBC) of Taunton, Massachusetts to perform the test borings. The proposed boring locations will be reviewed by the driller and the City (and USACE, if necessary), prior to field layout. Adjustments to the locations may be made in the field based on access limitations presented by topography, subsurface and overhead utilities, or other impediments. Fourteen (14) test borings are proposed along the alignment of the Connecticut River Levee System with thirteen (13) test borings proposed to investigate the levee embankment and one (1) test boring is proposed to investigate the subsurface conditions at the floodwall near the pump station. The proposed CT River borings will range between 28 and 50 feet below the ground surface. The proposed boring locations are shown on the attached Figure 2- Proposed Boring Location Plan – Connecticut River Levee System Eight (8) test borings are proposed along the alignment of the Mill River Levee System. Six (6) of the test borings are levee embankment borings and two (2) test borings are floodwall borings. The proposed Mill River borings will range between about 30 and 40 feet below the ground surface. The proposed boring locations are shown on Figure 3- Proposed Boring Location Plan – Mill River Levee System. 2.4.2 Proposed Subsurface Exploration Purpose and Engineering Analysis Approach The proposed subsurface exportation program will be conducted at both levee systems to collect data used to develop strength, permeability, and settlement parameters in support of geotechnical analyses of the earthen embankment levees and floodwalls for stability, settlement, embankment protection, and seismic issues under base flood loading conditions. Prior to selecting the proposed boring locations, GZA reviewed as-built record drawings of the levee construction to avoid proposing borings in the vicinity of known levee penetrations, cut -off walls (if present), or other utilities. The approximate proposed boring locations are shown on as-built record drawings in Appendix B. Existing subsurface exploration information for both the Connecticut River and Mill River levee systems consist only of borings completed within levee foundation soils prior to the construction of the levees and flood walls. Because no subsurface explorations have previously been completed within the embankments, the proposed borings for each system were spaced at approximate 300- to 500- foot intervals to provide adequate subsurface data for completing seepage and stability analysis, as well as levee settlement analysis and flood wall stability analysis. Each of the proposed borings are proposed to extend into the foundation soils beneath the levees and flood walls, because foundation soil strength parameters of the foundation soils have likely changed since the construction of the levee system due to the loading of the embankment soil. In general, the borehole depths will be in a range of between 1 and 2 times the respective levee/floodwall height. The levee borings will be advanced from the top of the levee. The floodwall borings will be performed on the landside of the floodwall. DRAFT Drilling Work Plan Connecticut and Mill River Levee Systems United States Army Corps of Engineers City of Northampton Department of Public Works GZA Job No. 01.0174343.00 Northampton, Massachusetts Page 9 of 15 The information to be gathered at each of these proposed boring locations will: 1) provide information about the embankment materials which currently does not exist, 2) obtain foundation soil information resulting from possible spatial gaps in the previous exploration programs, and 3) provide the opportunity to evaluate changes in the foundation soils engineering parameters resulting increased loading due to the levee embankment construction. 2.4.2.1 Connecticut River Levee System Based on the as-built record drawings, the Connecticut River Levee System construction consist of four distinct cross sections shown in Plate VIII of Appendix A as well as one section of flood wall. The cross sections indicate typical embankment construction consisting of pervious material (landside) and impervious material (riverside) over a core of random fill material. Riprap was placed above the impervious material on the riverside in two locations for a total of about 1,300 feet of levee alignment. The proposed boring locations alternate between the riverside and landside of the embankment to capture data from both the pervious and impervious fill layers. Foundation soils are anticipated to consist of alternating layers of impervious, moderately impervious, and pervious materials over varved clay. Refer to Appendix B for proposed boring locations and depths compared to the historical as-built boring information for the Connecticut River Levee System. The proposed boring locations were strategically chosen to support a seepage and stability analysis in each of the four distinct embankment cross sections plus one cross section for flood wall stability analysis. • Boring CT-1 will be completed in support of a seepage and stability analysis at Station 2+50. The boring will be completed to approximately 40 feet below ground surface (bgs), extending about 25 feet into foundation soils and terminating in the lower clay layer. The boring will be completed near previous boring BH-9 to observe any variations from pre-construction conditions. • Borings CT-2 through CT-5 will be completed in support of a seepage and stability analysis at Station 10+00. The borings will be completed to depths ranging between 30 and 36 feet bgs, extending between about 5 to 15 feet into the foundation soils and terminating in the upper portion of the moderately impervious layer. Boring CT-5 will be completed near previous boring BH-2 to observe any variations from pre-construction conditions. • Borings CT-6 through CT-10 will be completed in support of a seepage and stability analysis at Station 20+00. The borings will be completed to depths ranging between 36 and 38 feet bgs, extending between about 18 to 30 feet into the foundation soils and terminating in both the pervious layer and lower clay layer. Boring CT-7 will be completed near previous boring BH-59 to observe any variations from pre-construction conditions. • Boring CT-11 will be completed at the base of the levee near the existing flood w all in support of a flood wall stability analysis at Station 37+25. The boring will be completed to approximately 50 feet bgs in the foundation soils, terminating in the lower clay layer. The boring will be completed near previous borings BH-50 and BH-51 to observe any variations from pre-construction conditions. • Borings CT-12 through CT-14 will be completed in support of a seepage and stability analysis at Station 47+00. The borings will be completed to depths ranging between 28 and 42 feet bgs, extending between about 10 to 20 feet into the foundation soils and terminating in the pervious layer. 2.4.2.2 Mill River Levee System Based on the as-built record drawings, the Mill River Levee System construction consist of five distinct cross sections shown in Plate XIII of Appendix A as well as one section of flood wall. The cross sections indicate typical embankment construction from Station 0+00 to the West Street Closure Structure at Station 11+60 consisting of impervious blanket material on the waterside of the embankment followed by random fill for the remainder of the embankment. Following DRAFT Drilling Work Plan Connecticut and Mill River Levee Systems United States Army Corps of Engineers City of Northampton Department of Public Works GZA Job No. 01.0174343.00 Northampton, Massachusetts Page 10 of 15 the section of flood wall, the cross sections indicate typical embankment construction from Station 16+50 to Station 23+50 consisting of random fill on both the waterside and landside with an impervious core. The cross sections also indicate an approximately 1-foot-thick layer of riprap along the waterside of the entire levee. Boring locations will be alternated on both the riverside and landside of the embankment top to capture data from both the pervious and impervious fill layers. Foundation soils are anticipated to consist of fill underlain by moderately impervious, pervious, and impervious materials over bedrock. Refer to Appendix B for proposed boring locations and depths compared to the historical as-built boring information for the Mill River Levee System. Boring locations were strategically chosen to support a seepage and stability analysis in each of the five distinct cross sections, as well as two retaining wall stability analyses. • Borings MR-1 through MR-3 will be completed in support of a seepage and stability analysis at Station 6+00. The borings will be completed to depths ranging between 30 and 40 feet bgs, extending between about 15 to 25 feet into the foundation soils. Boring MR-1 will terminate upon bedrock refusal, boring MR-2 will terminate in the pervious layer, and boring MR-3 will terminate in the impervious layer. Borings MR-2 and MR-3 will be completed near previous borings BH-21 and BH-20, respectively, to observe any variations from pre- construction conditions. • Borings MR-4 and MR-5 will be completed adjacent to the existing flood wall in support of flood wall stability analyses at Stations 13+00 and 15+00. The borings will be completed to between 30 and 36 feet bgs in the foundation soils. Boring MR-4 will terminate upon bedrock refusal and boring MR-5 will terminate in the impervious layer. Boring MR-5 will be completed near previous borings BH-19 to observe any variations from pre-construction conditions. • Borings MR-6 through MR-8 will be completed in support of seepage and stability analyses at Stations 18+00, 20+50, 22+00, and 23+00. The borings will be completed to depths ranging between 30 and 32 feet bgs, extending between about 10 to 25 feet into the foundation soils and terminating in the impervious layer. Boring MR-6 will be completed near previous boring BH-41 to observe any variations from pre-construction conditions. 2.4.3 Proposed Drilling Procedures 2.4.3.1 Boring Layout and Utility Clearance The proposed locations of the borings will be laid out in the field by GZA using GPS survey techniques. The initial boring locations were initially evaluated against known utility penetrations as shown on the 2015 as-built survey plans for both Systems. The marked locations will be reviewed in the field by the City to identify any potential conflicts with known levee penetrations, cutoff walls, and/or utilities. Finally, the marked boring locations will also be reviewed in the field by the driller to determine if any drill rig access issues exist. Once the boring layout is completed, NEBC will notify Dig-Safe, as well as obtain trench permits with the City. The City will coordinate internally to have the water, sewer and drain lines marked out at the site as well. Approval of the staked boring locations in the field by the City and USACE (if required) must be received prior to the start of drilling at each borehole. Upon completion of the drilling program, the as-drilled boring locations will be determined by GZA using GPS. Boring logs will be included with daily narratives describing drilling operations. Elevations will be referenced to the North American Vertical Datum of 1988 (NAVD88). Because the original drawings referenced the National Geodetic Vertical Datum of 1929 (NGVD29), a conversion to NGVD29 will be included. Horizontal control will be referenced to the North American DRAFT Drilling Work Plan Connecticut and Mill River Levee Systems United States Army Corps of Engineers City of Northampton Department of Public Works GZA Job No. 01.0174343.00 Northampton, Massachusetts Page 11 of 15 Horizontal datum of 1983 (NAD83). 2.4.3.2 Drilling and Sampling Methodology The subsurface explorations will be performed in accordance with the Technical Specifications for Drilling and Sampling, attached as Appendix C, using drive and wash drilling techniques with a track-mounted ATV drill rig. The explorations are anticipated to be completed over a duration of three to six weeks depending on the number of drill rigs utilized. Drilling will be performed in general compliance with the US Army Corps of Engineers document titled “ER 1110-1-1807, Engineering and Design, DRILLING IN EARTH EMBANKMENT DAMS AND LEVEES”, dated December 2014. Due to the anticipated subsurface conditions consisting of embankment fill materials underlain by outwash sands and gravels and varved clays below the water table, the use of dry drilling methods such as hollow stemmed augurs or sonic drilling techniques are not considered to be appropriate for this program. Concerns about heaving soils into the augers when drilling in the sands and gravels below the water table along with the potential risk of relieving in -situ stress conditions when collecting undisturbed soils samples would occur if dry drilling methods were used. As such, a drive and wash drilling technique using flush jointed casing has been selected for the program. The drilling program will utilize water as a drilling fluid to wash out the casing prior to sampling. Use of side or upward discharging roller bits will also be used to maintain the drilling fluid within the casing. It should be noted that the drillers in New England routinely use drive and wash drilling techniques. Most, if not all, New England drillers are very reluctant to incorporate use of water inside hollow stem augers because their augers typically do not have seals between their flight sections and jamming of the drill string inside the augers has a high probability of occurrence whe n drilling in sands below the water table. Based on GZA’s experience with drilling on earthen embankments in New England, use of drive and wash drilling techniques is generally safer and more productive than drilling with hollow stemmed augers. As required per the ER-1110-1-1807, hydraulic facture calculations have been provided for the proposed drilling approach. The results indicate a very low likelihood of inducing hydraulic fracturing in the embankment or in the foundation soils. Refer to Appendix D for the hydraulic fracturing calculations. The test borings will be advanced to depths ranging approximately between 28 and 50 feet below ground surface utilizing steel casing. Casing size will vary between 6-inch and 3-inch inside diameter and will be selected by the Driller as appropriate to advance the boring and perform the required sampling and/or field testing. Casing shall be driven using a 300-pound hammer falling 24 inches. The number of blows required to advance the casing will be recorded for one- foot increments. The inside of the casing will be cleaned using a rotary drill bit and recirculated drilling fluid (water). The openings or nozzles directing flow of the drilling fluid will be upward or side discharging. Drilling ahead of the casing (i.e. open hole drilling) will not be allowed without approval from GZA and the USACE. In the event that drilling ahead of the casing is approved by GZA and the USACE, drilling will be limited to 1 -foot max beyond the bottom of casing and will only be completed to advance past an obstruction. The circulation fluid will have sufficient consistency and weight to prevent caving and/or blow-in and will minimize intrusion into the embankment. Down pressures and surges will be minimized during drilling, and drilling tools will be raised and lowered slowly and under the head of the drilling fluid. Water will be added to the casing as needed to maintain a constant head of water at all times, especially when raising the drill rods during washout or sampling. For the levee embankment borings, Standard Penetration Testing (SPTs) will be generally be performed on a continuous basis from the ground surface to the pervious/impervious interface and then at 5-foot maximum intervals thereafter. In the event that a sample is not recovered, another spoon will be driven immediately below the failed spoon. Floodwall borings will be performed with SPTs collected at a maximum of 5-foot intervals. GZA may require additional split spoon samples to be collected at any time depending on the conditions encountered. Split spoon sampling will be performed in general conformance with ASTM D-1586, the Standard Penetration Test (SPT). The SPT DRAFT Drilling Work Plan Connecticut and Mill River Levee Systems United States Army Corps of Engineers City of Northampton Department of Public Works GZA Job No. 01.0174343.00 Northampton, Massachusetts Page 12 of 15 consists of advancing a 1 5/8-inch inside diameter standard spilt spoon sampler at least 18-inches with a 140-pound hammer dropping from a height of 30 inches. Upon extraction of each split spoon sample, the spoon will be opened on a stable and level surface and any material in the spoon tip will be immediately placed into sample jars. Prior to placing the retrieved sample into jars, all observations and soil descriptions will be made. Observations made by GZA will include visual classifications in general accordance with the Modified Burmister Classification System. Sufficient material will be retrieved to provide accurate laboratory testing. When drilling in the varved clays, twenty-four-inch-long, 3” I.D. undisturbed tube samples may be collected. Thin- walled “Shelby” Tube Sampling will be conducted in accordance with ASTM D-1587, “Standard Practice for Thin-Walled Tube Sampling of Soils for Geotechnical Purposes.” Although not anticipated if bedrock conditions are encountered during drilling, rock coring will be conducted using NX or HQ-sized core barrels. Groundwater levels will be recorded at the end of drilling; however, it may not be indicative of stabilized groundwater level due to the introduction of water during the drilling process. The elevation of the river at the time of drilling will be noted and recorded. GZA will review and select samples for laboratory testing at Thielsch Engineering’s geotechnical laboratory in Cranston, Rhode Island. Undisturbed tube samples, appropriately sealed upon collection, will be kept upright and handled with care to prevent disturbance by impact, vibration, temperature, etc. All laboratory test results and engineering logs (produced in gINT software) will be included in a written summary of all drilling, sampling, and testing activities. 2.4.3.3 Borehole Backfilling Procedures Upon completion, each borehole will be tremie-grouted with a cement/bentonite grout. During tremie-grouting, boreholes shall be continuously monitored for excessive volume loss and shall periodically be allowed to set before resuming backfilling operations. The flush jointed casing will be slowly extruded from the borehole during the grouting operation to maintain a possible head within the casing. Tremie grouting will be primarily performed under gravity flow; however a minimal amount of pressure may be applied during pumping of grout, if needed, to overcome the static groundwater pressures. As required in ER1110-1-1807, the potential for hydraulic fracturing was assessed under the proposed tremie grouting procedure. Copies of the related hydraulic fracturing calculations are included as Appendix D. Based on results of the calculations, and GZA’s embankment drilling experience, there is minimal risk of inducing hydraulic fracturing during the proposed tremie grouting borehole backfilling procedures. During grouting, GZA and the Driller will monitor the pump pressure utilizing the gauge on the drill rig so that that the grouting pressure does not exceed of 0.4 psi in accordance with the hydrofracture calculations. 2.4.4 Exploration Team Roles and Responsibilities The Subsurface Exploration Program will be performed by New England Boring Contractors (NEBC) under the supervision of GZA GeoEnvironmental, Inc. A project organization chart with office and mobile phone numbers is included as Appendix E. DRAFT Drilling Work Plan Connecticut and Mill River Levee Systems United States Army Corps of Engineers City of Northampton Department of Public Works GZA Job No. 01.0174343.00 Northampton, Massachusetts Page 13 of 15 The GZA Team will include the following: • Mr. Matthew Taylor, P.E. – Project Director/Principal-In-Charge • Mr. Christopher Baker, P.E. – Project Manager • Mr. Christopher Tsinidis, E.I.T. – Field Engineer Mr. Taylor is the Engineer in Charge and will have ultimate responsibility for the execution of the proposed subsurface exploration program in accordance with the Drilling Work Plan. Mr. Baker will be responsible for managing day to day activities on the site. Mr. Baker will make periodic site visits to observe progress and will provide daily coordination with Mr. Tsinidis during active drilling. Mr. Tsinidis will be onsite on a full-time basis to observe and log the subsurface explorations. Mr. Tsinidis will be responsible for the on-site activities including liaising with the City regarding site access (as needed), notifying Mr. Baker and Mr. Taylor if unanticipated conditions are encountered, and coordinating any modifications in the drilling program based on site conditions. Mr. Baker and/or Mr. Tsinidis will coordinate the initial borehole field layout and review with the City and USACE (if required). Mr. Tsinidis will observe the execution of the test borings; log drilling operations; and observe the progress of the work for compliance with the Work Plan; and provide coordination between GZA’s Project Manager, the City, and the drilling subcontractor. Prior to drilling at each boring location, the Site-Specific Drilling Checklist, included in Appendix F, will be reviewed and completed by GZA’s Field Engineer. The purpose of the Site-Specific Drilling Checklist is to verify that best drilling practices are used in the completion of the subsurface exploration program. Upon completion of each boring, the Borehole Closeout Checklist portion of the Site-Specific Drilling Checklist will be completed to ensure proper backfilling of the exploration. The City’s personnel who will be involved on daily basis will be: • Mr. David Veleta, P.E. – City Engineer • Ms. Kris Baker, P.E. – Civil Engineer Mr. Veleta is the primary point of contact for GZA’s contract. Ms. Baker will be the daily point of contact for the borehole access coordination. The New England Boring Contractor (NEBC)Team will be finalized within two weeks of their mobilization to the Site. However, NEBC’s driller will have a minimum of five years of experience drilling on or near dams, levees or floodwalls as required per the USACE’s guidance document ER 1110-1-1807. IF required by the USACE, GZA will provide a copy of NEBC’s driller prior to mobilizing to the Site. 2.4.5 Health and Safety GZA’s work will be performed in accordance with GZA Site-Specific Health and Safety Plan (HASP) which will be provided to the USACE under separate cover, if required. GZA’s HASP has been prepared under the direction of GZA’s Director of Health and Safety, Mr. Richard Ecord. Mr. Tsinidis will also act as GZA’s Site Health and Safety Supervisor (SHSS). NEBC will prepare their own HASP and will be responsible for their personnel to comply with the requirements specified therein. All other emergency phone numbers will be located within the Health and Safety Plan onsite. A health and safety meeting will be conducted by the Site Health and Safety Supervisor prior to beginning work and on a regular basis as DRAFT Drilling Work Plan Connecticut and Mill River Levee Systems United States Army Corps of Engineers City of Northampton Department of Public Works GZA Job No. 01.0174343.00 Northampton, Massachusetts Page 14 of 15 required. All paperwork including contact information, MSDS sheets, and work plan will be located on the drill rig at all times. 2.4.6 Risk Mitigation As described in the Section 2.3.3.2 – Drilling Methodology and Sampling, the boreholes will be advanced with drive and wash techniques using flush jointed casing and water as a drilling fluid. The risk of hydraulic fracturing will be mitigated by maintaining the roller bit inside the casing, using a side or upward discharging roller bit, and maintaining a constant head of water inside the casing at all times. Calculations have been provided in Appendix D that demonstrate that the risk of hydraulic fracture is low. As described in Section 2.4.3.3, the proposed tremie grouting technique to backfill the boreholes was also evaluated relative to its potential to induce hydraulic fracturing. By typically using gravity flow (i.e. no pumps) and low pump pressure (less than 0.4 psi) when needed to overcome static groundwater pressures, along with careful monitoring, the potential for hydraulic fracturing is low. The driller and GZA’s engineer will carefully monitor the grouting operation and grout pressure, if needed. If excessive grout takes occur, the use of bentonite chips will be incorporated into the backfilling operation prior to resuming grouting operations. Included in Appendix F is our Site-Specific Drilling Checklist. This checklist is intended to assist the drilling team in making sure the proper equipment is onsite and available to accomplish the drilling program. The checklist provide s a summary of contact information, general scope of work requirements, procedures for interim borehole protection during the drilling, a checklist with critical observations that could indicate a changed condition is occurring, and a minimum list of materials that the drilling should have on site to address unanticipated conditions such as artesian conditions or excessive grout takes. In GZA’s opinion, this site-specific checklist is a form of Risk Mitigation. Because the levees do not normally impound river water, the develop of artesian conditions is not anticipated. In the unlikely event that artesian flow is encountered during drilling, the Driller will take the appropriate measures as outlined in the attached drilling specifications and briefly described herein. These measures may include one or more of the following actions: 1) add additional casing to top of well until static water level is reached; 2) insert a pneumatic or mechanical packer/plug into casing; and/or 3) install a ball or gate valve at the top of the casing. Once the artesian flows have been controlled, the borehole will be tremie grouted. Depending on conditions encountered, packers and/or casing may be required to be grouted in-place. If heavy rain events take place during drilling operations, GZA personnel will monitor water levels of the Mill River and Connecticut River using existing staff gauges located approximately 5-feet downstream of the Clement Street Bridge in Northampton (Mill River) and at the Northampton Pump Station (Connecticut River). The water level readings can also be accessed and viewed online using the following links: Mill River: https://water.weather.gov/ahps2/hydrograph.php?wfo=box&gage=nmim3; CT River: https://water.weather.gov/ahps2/hydrograph.php?wfo=box&gage=nhmm3. It should be noted that the water levels are reported in the NGVD29 datum. To convert to the NAVD88 datum, 0.67 feet should be subtracted from the NGVD29 datum elevation. The City of Northampton’s Local Emergency Flood Plan, latest revision dated March 10, 2006, includes emergency action response water levels for during a potential flood event. The initial stages of the emergency plan are triggered when river levels rise to an elevation of 105 feet (NAVD88). At this elevation, the Connecticut River begins to back up the sewage outfall line to the manhole invert at the Hockanum Road Pumping Station, which triggers a flood control DRAFT Drilling Work Plan Connecticut and Mill River Levee Systems United States Army Corps of Engineers City of Northampton Department of Public Works GZA Job No. 01.0174343.00 Northampton, Massachusetts Page 15 of 15 alarm. The City of Northampton DPW will then be mobilized to begin flood protection protocols. If river levels rise to El. 105 feet (NAVD88) during drilling, drilling operations will cease, the borehole will be backfilled in accordance with Section 2.4.3.3, and all equipment and personnel will be demobilized from the levee. Lastly, the experienced driller along with an experienced engineer overseeing the drilling operation will provide another level of risk mitigation with respect to the potential for inducing hydraulic fracturing. Continuous communication and sharing of observations will be critical in the early detection of a potentially risky situation. If such observations are made, reasonable modifications to the drilling program will be made to address the situation in a reasonable and responsible manner. DRAFT FIGURES DRAFT PROJ. MGR.: CLB DESIGNED BY: YY REVIEWED BY: CLB OPERATOR: YY DATE: 8-26-2019 JOB NO. 401,000 2,000 3,000500 SCALE IN FEETUSGS QUADRANGLE LOCATION © 2019 - GZA GeoEnvironmental, Inc., J:\170,000-179,999\174343\174343-00.CLB\Figure 1 - LOCUS PLAN - Northampton-9-4-2019.mxd, 9/20/2019, 12:52:41 PM, Yixing.yuanCONNECTICUT RIVER & MILL RIVER LEVEENORTHAMPTON, MASSACHUSETTS FIGURE NO. 01.174343.00 1 SOURCE: THIS MAP CONTAINS THE BING MAPS AERIAL ONLINE MAP SERVICE. SITE LOCATION PLAN Legend $1 Pump_stations E Station Closure Structures Floodwall Levee DRAFT SHEET NO. CITY OF NORTHAMPTON - LEVEE CERTIFICATION NORTHAMPTON, MASSACHUSETTS PROPOSED BORING LOCATION PLAN CONNECTICUT RIVER LEVEE SYSTEM CITY OF NORTHAMPTON D.P.W. NORTHAMPTON, MASSACHUSETTS AUGUST 2019 01.0174343.00 - FIGURE 2 CLB CLB MAT AJP - AS SHOWN 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 CT-1 CT-11 US-91 GENERAL NOTES LEGEND INDICATES PROPOSED EMBANKMENT BORINGS 1. BASE AERIAL PHOTOGRAPH SOURCE: ESRI, GOOGLE EARTH, MASSGISDIGITAL, CT ECO, DIGITALGLOBE, GEOEYE, I-CUBED, USDA, USGS, AEX, GETMAPPING, AEROGRID, IGN, IGP, SWISSTOPO, AND THE GIS USER COMMUNITY. 2. LOCATION OF STATIONING APPROXIMATE 3. THE PURPOSE OF THIS DRAWING IS TO LOCATE, DESCRIBE, AND REPRESENT THE POSITIONS OF EMBANKMENT AND WALL EXPLORATIONS, IN RELATION TO THE SUBJECT SITE. THIS DRAWING IS NOT CONSIDERED A LAND SURVEY. THE LOCATIONS SHOWN SHOULD BE CONSIDERED ACCURATE ONLY TO THE DEGREE IMPLIED BY THE METHOD USED. 0 SCALE IN FEET 100 200 400 INDICATES PROPOSED WALL BORINGSNSEW CT-1 CT-2 CT-3 CT-6 CT-7 CT-8 CT-9 CT-10 CT-5 CT-12 CT-13 CT-14 US-91RTE-5R.R.CT-11 CT-4 NSEWHOCKANUM RDVENTURERS FIELDAPPROXIMATE LOCATION OF WWTP EFFLUENT PIPE APPROXIMATE LOCATION OF TWO 13,000 GALLON UST'S DRAFT 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 SHEET NO. CITY OF NORTHAMPTON - LEVEE CERTIFICATION NORTHAMPTON, MASSACHUSETTS PROPOSED BORING LOCATION PLAN MILL RIVER LEVEE SYSTEM CITY OF NORTHAMPTON D.P.W. NORTHAMPTON, MASSACHUSETTS AUGUST 2019 01.0174343.00 - FIGURE 3 CLB CLB MAT AJP - AS SHOWN MR-1 MR-5 GENERAL NOTES LEGEND INDICATES PROPOSED EMBANKMENT BORINGS 1. BASE AERIAL PHOTOGRAPH SOURCE: ESRI, GOOGLE EARTH, MASSGISDIGITAL, CT ECO, DIGITALGLOBE, GEOEYE, I-CUBED, USDA, USGS, AEX, GETMAPPING, AEROGRID, IGN, IGP, SWISSTOPO, AND THE GIS USER COMMUNITY. 2. LOCATION OF STATIONING APPROXIMATE 3. THE PURPOSE OF THIS DRAWING IS TO LOCATE, DESCRIBE, AND REPRESENT THE POSITIONS OF EMBANKMENT AND WALL EXPLORATIONS, IN RELATION TO THE SUBJECT SITE. THIS DRAWING IS NOT CONSIDERED A LAND SURVEY. THE LOCATIONS SHOWN SHOULD BE CONSIDERED ACCURATE ONLY TO THE DEGREE IMPLIED BY THE METHOD USED. 0 SCALE IN FEET 100 200 400 INDICATES PROPOSED WALL BORINGS NSEWRTE - 1 0 RTE-66MR-4 MR-5 MR-8 MR-7 MR-6 MR-3 MR-2 MR-1 DRAFT TABLE DRAFT Table 1 Proposed Boring Schedule Connecticut River and Mill River Levee System Northampton, MA Job No. 01.174343.00 CT-1 3+00 40 132 20 112 Embankment Boring Observe grain size distribution, collect soil samples, develop strength, permeability, and settlement parameters, support cross sectional levee seepage and stability analysis proposed at Station 2+50. 1ft top soil, 2ft impervious soil, 17ft random fill, 20ft foundation CLAY (varved clay) CT-2 5+80 35 132 20 112 Embankment Boring Observe grain size distribution, collect soil samples, develop strength, permeability and settlement parameters, support cross sectional levee seepage and stability analysis proposed at Station 10+00.. 1ft top soil, 2ft impervious soil, 17ft random fill, 15ft foundation CLAY (varved clay) CT-3 8+00 36 131 18 113 Embankment Boring Observe grain size distribution, collect soil samples, develop strength, permeability and settlement parameters, support cross sectional levee seepage and stability analysis proposed at Station 10+00. 1ft top soil, 2ft impervious soil, 17ft random fill, 16ft foundation CLAY (varved clay) CT-4 13+00 34 131 16 115 Embankment Boring Observe grain size distribution, collect soil samples, develop strength, permeability and settlement parameters, support cross sectional levee seepage and stability analysis proposed at Station 10+00. 1ft top soil, 2ft impervious soil, 17ft random fill, 14ft foundation CLAY (varved clay) CT-5 15+50 30 131 16 115 Embankment Boring Observe grain size distribution, collect soil samples, develop strength, permeability and settlement parameters, support cross sectional levee seepage and stability analysis proposed at Station 10+00. 1ft top soil, 2ft impervious soil, 17ft random fill, 10ft foundation CLAY (varved clay) CT-6 18+00 36 132 16 116 Embankment Boring Observe grain size distribution, collect soil samples, develop strength, permeability and settlement parameters, support cross sectional levee seepage and stability analysis proposed at Station 20+00. 1ft top soil, 2ft impervious soil, 17ft random fill, 14ft foundation CLAY (varved clay) CT-7 22+50 42 131 21 110 Embankment Boring Observe grain size distribution, collect soil samples, develop strength, permeability and settlement parameters, support cross sectional levee seepage and stability analysis proposed at Station 20+00. 1ft top soil, 2ft impervious soil, 17ft random fill, 22ft foundation CLAY (varved clay) CT-8 28+00 38 131 19 112 Embankment Boring Observe grain size distribution, collect soil samples, develop strength, permeability and settlement parameters, support cross sectional levee seepage and stability analysis proposed at Station 20+00. 1ft top soil, 2ft impervious soil, 17ft random fill, 18ft foundation CLAY (varved clay) CT-9 32+00 36 131 18 113 Embankment Boring Observe grain size distribution, collect soil samples, develop strength, permeability and settlement parameters, support cross sectional levee seepage and stability analysis proposed at Station 20+00. 1ft top soil, 2ft impervious soil, 17ft random fill, 16ft foundation CLAY (varved clay) CT-10 36+00 36 131 18 113 Embankment Boring Observe grain size distribution, collect soil samples, develop strength, permeability and settlement parameters, support cross sectional levee seepage and stability analysis proposed at Station 20+00 and retaining wall stability analysis proposed at Station 37+25. 1ft top soil, 2ft impervious soil, 17ft random fill, 16ft foundation CLAY (varved clay) CT-11 38+75 50 113 14 99 Wall Boring Observe grain size distribution, collect soil samples, develop strength, permeability and settlement parameters, retaining wall stability analysis proposed at Station 37+25. 1ft top soil, 2ft impervious soil, 17ft random fill, 30ft foundation CLAY (varved clay) CT-12 40+50 42 131 21 110 Embankment Boring Observe grain size distribution, collect soil samples, develop strength, permeability and settlement parameters, support cross sectional levee seepage and stability analysis proposed at Station 47+00. 1ft top soil, 2ft impervious soil, 17ft random fill, 22ft foundation CLAY (varved clay) CT-13 43+75 32 131 10 121 Embankment Boring Observe grain size distribution, collect soil samples, develop strength, permeability and settlement parameters, support cross sectional levee seepage and stability analysis proposed at Station 47+00. 1ft top soil, 2ft impervious soil, 5ft random fill, 10ft exisiting fill, 8ft foundation CLAY (varved clay) CT-14 47+00 36 131 18 113 Embankment Boring Observe grain size distribution, collect soil samples, develop strength, permeability and settlement parameters, support cross sectional levee seepage and stability analysis proposed at Station 47+00. 1ft top soil, 2ft impervious soil, 5ft random fill, 10ft exisiting fill, 16ft foundation CLAY (varved clay) Total Boring Footage 523 MR-1 2+75 40 145 28 130 Embankment Boring Observe grain size distribution, collect soil samples, develop strength, permeability and settlement parameters, determine depth to bedrock, support cross sectional levee seepage and stability analysis proposed at Station 6+00.1.5ft top soil, 26.5ft random fill, 32ft foundation CLAY (varved clay) MR-2 6+50 30 145 26 129 Embankment Boring Observe grain size distribution, collect soil samples, develop strength, permeability and settlement parameters, support cross sectional levee seepage and stability analysis proposed at Station 6+00.1.5ft top soil, 24.5ft random fill, 4ft foundation CLAY (varved clay) MR-3 11+00 40 144 26 128 Embankment Boring Observe grain size distribution, collect soil samples, develop strength, permeability and settlement parameters, support cross sectional levee seepage and stability analysis proposed at Station 6+00.1.5ft top soil, 32.5ft random fill, 32ft foundation CLAY (varved clay) MR-4 12+80 36 131 34 130 Wall Boring Observe grain size distribution, collect soil samples, develop strength, permeability and settlement parameters, determine depth to bedrock, support retaining wall stability analysis proposed at Station 13+00.1.5ft top soil, 28.5ft random fill MR-5 14+50 30 129 12 129 Wall Boring Observe grain size distribution, collect soil samples, develop strength, permeability and settlement parameters, support retaining wall stability analysis proposed at Station 15+00.1.5ft top soil, 32.5ft random fill, 46ft foundation CLAY (varved clay) MR-6 16+80 30 138 20 128 Embankment Boring Observe grain size distribution, collect soil samples, develop strength, permeability and settlement parameters, support cross sectional levee seepage and stability analyses proposed at Station 18+00, 20+50, and 22+00.1.5ft top soil, 28.5ft impervious fill MR-7 19+00 30 138 20 118 Embankment Boring Observe grain size distribution, collect soil samples, develop strength, permeability and settlement parameters, support cross sectional levee seepage andstability analysis proposed at Stations 18+00, 20+50, and 22+00.1.5ft top soil, 28.5ft impervious fill MR-8 22+00 32 138 10 130 Embankment Boring Observe grain size distribution, collect soil samples, develop strength, permeability and settlement parameters, support cross sectional levee seepage andstability analysis proposed at Stations 18+00, 20+50, and 22+00.1.5ft top soil, 30.5ft impervious fill, 48ft foundation CLAY (varved clay) Total Boring Footage 268 Notes: - Item No.2" & "- Item No.3 " by USACE, April 1939 2. Drilling plan is developed in accordance with USACE ER 1110-1-1807. 3. Elevations refer to Mean Sea Level Datum 4. TBH = Top of Borehole, TFS = Top of Foundation Soil 6. Wall borings to be sampled continuously through fill material and at 5-foot intervals through foundation soils. If bedrock is encountered, a minimum 10-foot rock core will be obtained. 1. Anticipated soil conditions obtained from "Connecticut River Flood Control Project - Analysis of Design for Local Protection Works - Northampton, Mass. Connecticut & Mill Rivers, Massachusetts 5. Embankment borings will be samples continuously through embankent (fill) material and at 5-foot intervals through foundation soils. If bedrock is encountered, a minimum 10-foot rock core will be obtained. TBH Elevation Proposed Boring Depth (FT) Appx. Levee Height (FT) Approximate TFS Elevation Boring Type Connecticut River System Mill River System Boring #Anticipated Soil ConditionsApproximate Station Boring Purpose J:\170,000-179,999\174343\174343-00.CLB\Work Plan\Northampton_Boring ScheduleDRAFT APPENDIX A SELECT RECORD DRAWINGS DRAFT WAR DEPARTMENT "' 0 0 0 "' " >: !40 >-"' ~ :30 "' ~ 120 " a 110 ~ "' 100 140 130 120 110 100 ·~ ' RIVERSIDE El/32.50 E/./.32.42 El./3?..33 EU32.27 ' Top of' dtke '-..._ -----------.... , 1 Or1g1no! ground surf'oce 2 ''-fL'4' V.C . .sewer -------------1"""" ------------- t. Meadow SI: Romp l + 14 .. 0 '.2 i '\ V) \l a: 'l. Meadow $t romp Sfo. /S•/O El 132.22 El. /JO.O /f ._/--+-- 15•00 140 ~ "' 130 14- 2 ~ ~ -c: ~ ~ 17•00 140 130 120 110 ;oo 120 ; NOTES •. ~ Sfoflons marked Tra. Sta· ore 110 ~ along US. Engineer traverse. cl flevoftons_ refer 'fo Mean '-~-;;1 7t.0~0;--~-'-~~~'-~--.,20~.~o~o~~.L.~~--1.~~~L-~~..L~~~2 ,~.~0~0 ~~.L.~--'----'-~~~L-~~..L~~=1~~~_i__~~J100 Sea Level Dofum. 3o•o 0 ror turtner deta11s si?.,;>I contract PROFILE ON l OIK:E SCALE: HOR. I IN.: 100 Ft VERT. IJN.: 20FT,. drowirljS furnished c>ity. I I CORPS OF ENGINEERS, U. S. ARMY Curye Dofo P.t. ·Sfo. 20 .. 97.47 PC.· Sta 18 + 54.42 Pr·Sfo. 22• 70.02 /• 74'30' 0·10<00· R· 319.62' T·243.05' L•4J560' Riprop lo El 130,.3 RlyERSIQE Manhole· Sta 25 •OO CONNECTICUT RIVER FLOOD CONTROL NORTHAMPTON DIKE PLAN AND PROFILE STA.O•OO 10 STA.30•25 CONNECTICUT RIVER MASSACHUSETTS U.S. ENGINEER OFFICE, PROVIDENCE, R. !., OPERATION ANO MAINTENANCE MANUAL r.x:>RTHAMPTON, MASS. PLATE VI DRAFT WAR DEPARTMENT I d "'EAoow 100 Limit oT' f/Jis controcf :.:;::::__c=c-'f'~~~~~-~t--~~~-i~~~~ Ou Tl e T 54" .sform sewer Inv. El. 99.8 £.b..!.!:!. SCALE: 1•=100' PROFILE SCALE: HOR. 1•: 100' VERT. I"• 20' Ot-..50 LANDSIDE. RIVERSIDE , .• ·c:.t'o •'' ,,. ~ . 150 ~~~~~~~~~~-+~--1140 100 CORPS OF ENGINEERS. U. S. ARMY NOTES Curve Dcro Pl. Sta. 40• 72.71 P.C sta. J!Jf 13.16 P.T. Sta. 42+!7.49 I. 4Z 0 -3o' D. 13°-S?'-s4" R. 410. 281 T. /5!J.SS L. 304. Jj P.I. sta. 42+ 98.IO P.a Sta. 42• IT. 85 P.T. Sta. 43-1-78.06 I. 8°-!8'-45" a 5°·11' ~ ztr· R. 1104.31 T. 80. 25 L. 160. 21 P./. Sfo. 48 • 95.2T P.C. sta. 471 43. 74 F.T. STo. 50+ 41.2 7 I. 2G<t..45' o. B·-s;;'-:JJ" R. 637.27' T. 151. §!J' L. 297.531 stations marked "Tro. sto. ·ore a/Ong U.S. Engineers Trol/erse. Elevotioi?s ref'er to Mean Sea level Datum. Cantwr inferYal is two feet For further derails see contract drawings furnished ci ly. CONNECTICUT RIVER FLOOD CONTROL NORTHAMPTON DIKE PLAN AND PROFILE STA. 30+25 TO STA. 49•50 • CONNECTICUT RIVER MASSACHUSETTS SCALE: l IN1tOOFT. 100' 0 100' 200' U.S. ENGINEER OFFICE, PROVIDENCE, R. I .• OPERATION AND MAINTENANCE MANUAL NORTHAMPTON, MASS. PLATE VII DRAFT WAR DEPARTMENT LANDSIDE 6" gran:I TYPICAL CROWN SECTION SCALE 1M"' '5'-o~ ,. 0 5' 10' Origi'1ol svrf'ace RIVERSIDE Pervious LANDSIDE dike RIVERSIDE 6" top soil Pipe toe drain. SECTION STA. 3+00 TYPICAL FROM STA. 0+00 TO STA. 3+00± SCALE 1" = 10'-OM LANDSIDE SECTION STA. 26+00 TYPICAL FROM STA. 3+00± 10 STA. 36+-oo± AND FROM· STA. 39+50± TO STA.42+38.7 SCALE I" = 10'-o" LAND SIDE Slope spot sodded and with 4"114" sods, /'-6"cc 25 RIVERSIDE RIVERSIDE !Wrvious moferiaf---;:;.;.ie.".:2 Original ground surf'oce 4·x4• sods, !~·cc o· top soil SloPf? spof sodded and S8€Jded toe drain, TYPICAL FROM SECTION STA. 46+00 TYPICAL FROM STA. 45+00± TO STA. 49 +30± STA. 42+ 38.7 TO STA. 45+00± EXCEPT CUT IN NORMAL POSITION SCALE !"= 10'-o" OFF TRENCH seedect blanket material El. J.30.0 blC!nket CORPS OF ENGINEERS, U. S. ARMY RIVERSIDE RIPRAP SECTION TYPICAL FROM STA. 15 + 30± TO STA. 24+90± ANO FROM STA.39+60t TO STA.42-t-38.7 SCALE 1M= 10!..o• NQil'..S. Dike qrode is of shoulders of dike crown Elevations refer to Mean Sea Level Oaf um For further. defoi/s see confracl drawings furnished city. CONNECTICUT RIVER FLOOD CONTROL ·NORTHAMPTON DIKE EMBANKMENT DETAILS CONNECTICUT RIVER IO' OPERATION ANO MAINTENANCE MANUAL NORTHAMPTON, MASS. PLATE VIII DRAFT WAR DEPARTMENT CORPS OF ENGINEERS, U. S. ARMY 140 FT. 140 FT. _!:~~---_:_ _____________________ .....!_O_!_OF OIKE:1 _____________ ----t=EL.132.3;\-----.CEL132.!! ______________________________ ~132~~- / \ 130 120 110 J • > ~ • 10 • 0 z • • • • 90 > 0 ~ z 0 80 ~ ~ • J " • .. 7 60 •o 12~ 4own to limll of uplorollon G'I EL+ll.9 / -\-M1odow Streit Romp I \ I BH;2\ I •oL. , " " " ,, 12 " " 12 • 10 12 10 2 BH-3 2oo'L. " " 120 70 •• 60 50 • > 0 ~ 40 FT. 15+00 J-----------------.J...-----------------..L---------....J40F~ 5+00 10+00 20+00 2!5+00 140 FT. 130 12 J • > ~ • • 0 z • • • • ;; '" • z 0 i •. J • 7 ---~132.~-=----r-,--------70"._!>"._!llKE_:::l_~ • " I .Jr--Hockonum I Rood Romp I Ori9inol o;iro11nd surface ol t. dike BH-27 " " \ I \ I \"' "?-= ocO ,.o \ " PUMPING STATION " 2 " " DIKE STATIONING •• 140 FT. 70 J w > ~ 60.F-T.'1-------"~<;""-----------------,;.'S;;;-----------------==.d'.;;;:--..!:/----------------,.;l""------------------o-J60 FT. ~C+OO 3!5+00 DIKE STATIONING 40+00 4!5+00 !50+00 R. ind1cotes rirusitn of o;ki: t l. indit::(lft!s londside of Oik1: C For description nf numtrir:ol clouts stt Pioli No. XV A Ground surfacing and stotio11ing to f/JOJ along 'iE. of dik#, saa Platas VI 8 VII. LEGEND ~. E~llli•g tmbonkmtnt·cMtfly •ond a 111t D P•rvio~s formotion • ModtrQ!ely impervious formotion § impervious formolil)l'I W. T. ~ ~ 'Wiiter Tab~ at time of eicploration CONNECTICUT RIVER FLOOD NORTHAMPTON DIKE SUB SURFACE PROFILE CONN. RIVER DIKE CONTROL COMNECTICUT RIVER MASSACHUSETTS HOR.llN,•lOOFT SCALE• VERT. I IN.• 10 FT. U.S. ENGINEER OFFICE. PROVIDENCE, R. /., OPERATION AND MAINTENANCE MANUAL NORTHAMPTON, MASS. PLATE VlllA DRAFT WAR DEPARTMENT Dike Curve /)ofa P. I. Sto. 40 .,.58,96 P.C Stu 30 •9!J.?I PT Sta. 42+03,90 I· 42°·33" 0 • 14"'-oO' R · 410.28' T • /59.7'5' L • 304.69' 140 130 120 II 0 Sanitary 24" sewer from ~l!of west .skJe of c;fy~-,, "- LANDSIDE Win9wall·----- me of" eorlh fill ~ ~ ~~~ PLAN SCALE I"= 20' PROFILE . HOR. (' " 20' SCALE: VERT. I" ,. Io' , , / I I I I I LIMIT OF THIS CONTRACT LIMIT OF 1939 SECTION LIMIT OF THIS CONTRACT 140 130 120 II 0 100 90 80 CORPS OF ENGINEERS, U.S. ARMY NOTES Curve nA" I? l 5fo A -0+4f,49 P.C. Sta A -0+06.38 P.CC.Sfo. A -O+ 70,06 I· 60'00' R • 60. QI' T • 35. If' L • 63,6{}' Curve~· P. !. 5fo. A -0.,. tJlJ,83 P.C.CSto.A -0+70,06 P. r Sta. A -I +05,76 I• 30"-0d R • 6Q,/t3' T • /Q,27' L • 35,70' CurYe ·c· P. l Sfo. lJ -0+17.15 P. c. Sta. B -o•oo.oo P. r Sta. 13 -Or3?.5Z I •4S'-OO' R • 41.40' T· 17./5' L • 32.52' Elevations refer to mean sea /eve/ datum. For further details .See contract drawiti9s furnished city. CONNECTICUT RIVER FLOOD CONTROL NORTHAMPTON PUMPING STATION PUMPING STATION PLAN a WALLS a DIKE -STATION 36+00 to 39+60 CONNECTICUT RIVER MASSACHUSETTS 10, SCAL, ; I IN." N:P FT. 30. U. , ENGINEER OFFICE PROVIDENCE R.L OPERATION AND MAINTENANCE MANUAL NORTHAMPTON, MASS. PLATE IX DRAFT WAR DEPARTMENT Romp,Slt?.M0r8? PARADISE~/ POND ~f J:f ff! i ===:::::::_:_:_::::::::::::_:::::::_-=:_:_------ ----- M 2'W M 4+o0 DIKE CURVE OA-fA •A" ~;~ ~z 'f!8 .. 4T.30 /.' -• /VI 5 .. 45.25 'f A Sfo. M l/+.JZ.41 .l -JJ!/5'-J2 O• 5"-40' rd .JOZ!I' /i' = !()//.SI' L .. 587.!5' M 6 +OQ M s+oo M (l+OO M 12+oo PROFILE SCALE• HOR. 1":100' VERT.1":10' M 14+-QO LIMITS OF THIS CON FOR TRACT· CANAL WORK ~ ,. -----._ __ _ M 16+-0Q XISTING ~ M22+-oo ISO 110 100 M 2.41-00 CORPS OF ENGINEERS, U.S. ARMY P.C-A Slo.NS,.4525 NOTES ,Jl'I.. //''-I _, __ . _,_- TIE AT P. C. -A STA.M-5+45.25 i Oike 99.!55!za' -....!.~·-+-ISfo. M·l?...0583 i[rov .sYo. IO~l6.J9 ' __ .;-52.S!J'oTf.s-ef JJ;"""::T-.Sh#-l?-00.83 V'--""<:C--H'!..f.9' Trov.Sh. !0"'85.15 TIE AT STA.M-12+05.84 a STA. M-12+06J33 Oilre .;f(Jfion.s . CQn(l/ .sfqfio. ore pref'tret:/ b.fl "!/" f/erofil;ns r":r::ef'or;.::reds/!! lfC" For furl her cf, f "/. '6'0n ea Level dofom. drawin9s fur.,.,,· hedors. see confracf ,,1s e city. CONNECTICUT RIVER . NORTHAMPTO~LOO~IKE CONTROL PLAN AND PROFILE DIKE AND DIVERSION CANAL ENTRANCE MILL RIVER 'tXI sgALE•llN.•~T. MASSACHUSETTS U.S. ENGINEER OFFICE PRO too' • VIDENCE, A. I., 0PERATION AND MAINTENANCE MANUAL NORTHAMPTON, MASS. PLATE XII DRAFT WAR DEPARTMENT Slope was> stxk:led ond seed~ 1:0-ropso1/ River /50':t-wide MILL RIVER Oec. 19.JIJ £1. /Z0.8~ 6"grave/ .hound with chy 1:0-topsoil MILL -.Siope Was sodded and seeded 'RIVER --f:_ ----·-~ ~ SECTION AT STA. M-1 +00 TYPicAL: FROM STA.:·M-0+'71! TO STA. M·l+24± SECTION AT STA. M-4+ 45 TYPICAL FROM STA. M-1+24± TO STA. M-11+57:!: UPSTREAM EDGE OF BRIDGE _AT STA. M-11+59.7! 3tope··vw:is sodded and seed. 1::..0" hand placed rlprop Random moferial, Note lJ lmperv/QUS bhnkef moferiq/ ;::..o· hand phced rtprop '~ t=o-slripplng CORPS OF ENGINEERS, U. S. ARMY .sodded and.seeded 1:.0· topsoil Slope 1+0 ~<led and seeded . (}ravel bedding Pipe foe drain Pipe foe drain NOTES ---Oike sfaliOns have prefix hi-. . £/ewflons re:ler lb Mean SM-LeYel Oofum. ·mt" Tvdher d<:i/01/j, see conlracl d/'"aw1119 !'t1rn1~hed c::!& · 7?ontlom rnolertol 0;;' ino/ rDt.lnd svrFoce 6 "grovel beddi. •f>,~';>i;,..~:rrne more pervious port of' the random Pipe foe drain SECT!QN AT STA. M-23+ 12:t TYPICAL FROM STA. M·21+12t TO STA.M-23+47"!" EXCEPT NO RIPRAP FROM STA. M-22+69± TO STA. M-23+47:!: N.Y. N.H. 8] R.R. EL 1/4.7.5 /)umped riprop · BRIDGE Piverslon cono/ bolfcm rlpmp £/e'v.114. ~ SECTION AT STA.M-15+52.43 TYPICAL FROM STA.M--15+43.43" TO STA.M-J5+61.43 fEI 10.5.0 (}rtJVe! beddtng Steel sheef piling SECTION AT STA. M-17+47:t TYPICAL FROM STA.M-16+50± TO STA. M-21+12:! EXCEPT NO SHEET PILING FROM STA. M-19+72 TO STA. M-211'12 material was> placed in this secfion.(NoTe D) CONNECTICUT RIVER FLOOD NORTHAMPTON DIKE EMBANKMENT DETAILS CONTROL MILL RIVER MASSACHUSETTS IJI SCALI' l IN. '" If FT. 2li U.S. ENGINEER OFFICE, PROVIDENCE, R. I., OPERATION AND MAINTENANCE MANUAL NORTHAMPTON, MA.SS. PLATE XIII DRAFT WAR DEPARTMENT ----------~----' . ------/29-. A -. El 14U.Q5 NORTHAMPTON ELECTRIC 2 .sfory br/Ck LIGHT CO. l) ,, -----iL ------- Sta. M·/4 tJ4..93 ---------L I ---------L £Ki'stin. cor.c. wall ~ ;i; !Q ~ ..... ~-..... ~ l:i ~,'.§ Z=;t...jti:: >-£1.139.8() PLAN SCALE' I": 20' "' " ' ' -!! " <'.; "' DEVELOPED PROFILE RIVERSIDE RACE C.rpqnsion j'oinf LANDSIDE ELEVATION SCALE. HOR. IM -20' • VERT. 1"-10' 'TYPICAL BETWEEN STA. M-12+2s.e4 AND STA M-15+43.43 13'-o" WALL SECTION A SI 'lllLAR, BUT WITHOUT PILASTERS OR ARCHITECTURAL TREATMENl BETWEEN STA. M~~~~E~l*t: 1 ~~~ STA. M-16+59.00 TYPICAL BETWEEN STA. M-12+34.93ANO STA. M-13+54.93 ANO BETWEEN STA. M-15+71.43 AND STA. M-15+76.43 SCALE; r: t'·ou VERSIDE LAND SIDE .r o' ~feel sheel piling ~CTIO~c?L~' ;. ?,~:!LASTER ' I ~ ' ( ' / DETAIL OF EXPANSION JOllllT •" SCALE• 3",..1'-0" 0 3" 6• i / / / (/,A,,..-- / / t} CORPS OF ENGINEERS. U. S. ARMY ( I / ~ "- END VIEW OF FINS ,. SCALE: 1"= 5' .. ,. For deft7i/ of fii1s see end weH' 0t1 fhis shut?/ SCALE:\": s' NOTES Oike sfofion.s prefixed by lefter "M.w Elevatiom refer lo ~n Sea Level Dalum. For further details see.controot drow1iJ9s furnished ciffj· CONNECTICUT RIVER FLOOD CONTROL MILL RIVER . NORTHAMPTON DIKE CONCRETE WALL DETAILS MASSACHUSETTS ,.. ... U.S. ENGINEER OFFICE, PROVIDENCE, A. I., OPERATION AND MAINTENANCE MANUAL NORTHAMPTON, MASS. PLATE XIV DRAFT WAR DEPARTMENT 0: 0: ·o 12 "' "' <t .. "' I I :r i'.t., 0: -' ... > -' ·o 140 ;;: -.. 0: ~ -' .. ·2 -' :;; 130 -' -., "' "' => ~ 0 -' ... 110 > ... -' .. ... Cf} JOO z .. ... "' I I-90 ... ... ... ;!; z 80 0 fi > ... -' ... 70 60 50 0!00 ... .. ' :r ., Pro/Jp/J/e rock sur"lbce 10+00 -' 0 .. GROUND SURFACE a -' 0 0: 0 "' "' 0: -' ·o 'b en "' " <O 20+00 STATIONING IS THAT -' 0: b -o "' 0: -!2 "' 0 "' ' :r ., 30+00 ALONG t. OF DIVERSION CANAL TOP OF EARTH DIKE M-0+00 LEGEND -Sound bedrock. Ell Weathered bedrock. ~ Artificial fill. ~ Impervious formation. ITIIIIJ Moderately impervious formation. D Pervious formation. BH Drive som~le bore hole. M-5+00 TOP OF CONCRETE WALL Sandstone M-10+00 M-15+00 GROUND SURFACE a STATIONING IS THAT ALONG t. OF DIKE SHOWN ON PLATE XII 140 130 120 "' ... <O ' ... .. I 110 ... .. Top so~ ... " ' 90 BOTTOM OF CUT 80 LEGEND BH Orive sompre bore hole 70 FA Auoer boring R Righf of conol t. L Left of canal t. 60 [iz:l Glociol !oke deposit (cloy) 50 40+00 TOP OF EARTH DIKE M-20+00 "' => I-.. 0 -' ... > ... -' .. ... "' z .. ... "' I I-... ... ... ;!; z 0 ;:; " ... -' ... CORPS. OF ENGINEERS, U. S. ARMY DESCRIPTION OF NUMERICAL CLASSES [I] Variable -Graded from Gravel to Coarse Sond-Contoin1 little medium sand. [[) Uniform coarse to Medium Sand-COntolns Httle 9ranl and fine sond. [!! yinioble-Groded from Gravel to MedMn SOnd-Contoln1 little fine soncl. ~ uniform Medium to Fine Sood-Contains little coarse sand ond coafll silt. []] Variable-Graded from Grovel to Fine Sand-Contains tittle coone silt. [U Uniform Fine Sand to coarse S!lt-COnto!M little medium sand ond medium silt. [!] yarloble-Graded from Grovel to Coarse Si!l:-Contoins little medium silt. [!] Uniform Coarse to M~ium Sllt-COntotn. llttle fine sand ond fine silt . (2) VOriable-Groded from Gravel to Medium Sill-Contains little fine lilt fifil Uniform Medium to Fine Slit-Contains little coarse silt ond coarse cjay. Possnses behavior charocteristics of silt. ~ Uniform Medium Silt to Coone Clay-Conloins little coorse silt ond medium cloy. Possnses behavior charocteristb of cloy • ITIJ Voriable-Gl'ode<I from GroYel or Coone Sand lo Fine Silt-Contains llttllt COOIW cloy. @ Uniform Fine Slit to Cloy -Contains little medium silt ond fine cloyk:ollokfs). Possesses behoYiot charocteriltics of sill jjiJ lk!lform Cloy-Contolns little silt ~ behovior charcn-rlstlcs of cloy • [ill" yorlable-Groded from Coarse Sand to c1ay-contolns llltle fine cloJ' Ccolloids). Possesses behavior choroeteristics of silt. ~ Variable Cloy-Groded from sond to fine cloy(collqidsl. Possesses behavior characteristics of cloy. 150 130 o-w 120 ~ !!' z 0 ~ 110 ~ w J w.-~~C~O~N~N"""E~C-T-IC~U-T~~-R-IV,,_E-R~~-FL_O_O __ O~~C-O~N-T_R_O_L~--1 100 90 NORTHAMPTON DIKE SUB SURFACE PROFILE CONN. RIVER DIKE CONNECTICUT RIVER MASSACHUSETTS SCALE:HOR. I IN.• 100 FT. VERT. I IN.~ 10 FT. U.S. ENGINEER OFFICE, PROVIDENCE, R. I., OPERATION AND MAINTENANCE MANUAL NORTHAMPTON, MASS. PLATE XVA DRAFT APPENDIX B AS-BUILT DRAWINGS WITH APPROXIMATE PROPOSED BORING LOCATIONS DRAFT WILLIAMS STREETHANCOC K S T R E E T EASTERN A V E N U E LOCUS NORTHEAST SURVEY CONSULTANTS116 PLEASANT ST. SUITE 302P.O. BOX 109EASTHAMPTON, MA 01027(413) 203-5144PLAN OF LAND INNORTHAMPTON, MAPREPARED FOR THECITY OF NORTHAMPTON1 8EXISTINGCONDITIONSSH1 CT-1 CT-2 Connecticut River Proposed Borings City of Northampton - Levee Certification Northampton, Massachusetts Project No.: 01.0174343.00 Date: 10/22/2019 Legend Approximate Location of Proposed Boring CT-1DRAFT LOCUS VENTURERS FIELD ROADNORTHEAST SURVEY CONSULTANTS116 PLEASANT ST. SUITE 302P.O. BOX 109EASTHAMPTON, MA 01027(413) 203-5144PLAN OF LAND INNORTHAMPTON, MAPREPARED FOR THECITY OF NORTHAMPTON2 8EXISTINGCONDITIONSSH2 CT-3 CT-4 Figure 6B Connecticut River Proposed Borings City of Northampton - Levee Certification Northampton, Massachusetts Project No.: 01.0174343.00 Date: 10/22/2019 Legend Approximate Location of Proposed Boring CT-3 DRAFT LOCUS VENTURERS FIELD ROADVENTURERS FIELD ROADLOCUS NORTHEAST SURVEY CONSULTANTS116 PLEASANT ST. SUITE 302P.O. BOX 109EASTHAMPTON, MA 01027(413) 203-5144PLAN OF LAND INNORTHAMPTON, MAPREPARED FOR THECITY OF NORTHAMPTON3 8EXISTINGCONDITIONSSH3 CT-5 CT-4 Connecticut River Proposed Borings City of Northampton - Levee Certification Northampton, Massachusetts Project No.: 01.0174343.00 Date: 10/22/2019 Legend Approximate Location of Proposed Boring CT-4 DRAFT LOCUSVENTURERS FIELD ROADINTERSTATE 91NORTHEAST SURVEY CONSULTANTS116 PLEASANT ST. SUITE 302P.O. BOX 109EASTHAMPTON, MA 01027(413) 203-5144PLAN OF LAND INNORTHAMPTON, MAPREPARED FOR THECITY OF NORTHAMPTON4 8EXISTINGCONDITIONSSH4 CT-6 CT-7 Figure 6D Connecticut River Proposed Borings City of Northampton - Levee Certification Northampton, Massachusetts Project No.: 01.0174343.00 Date: 10/22/2019 Legend Approximate Location of Proposed Boring CT-6 DRAFT INTERSTATE 91HENRY STREETLOCUS NORTHEAST SURVEY CONSULTANTS116 PLEASANT ST. SUITE 302P.O. BOX 109EASTHAMPTON, MA 01027(413) 203-5144PLAN OF LAND INNORTHAMPTON, MAPREPARED FOR THECITY OF NORTHAMPTON5 8EXISTINGCONDITIONSSH5 CT-8 Connecticut River Proposed Borings City of Northampton - Levee Certification Northampton, Massachusetts Project No.: 01.0174343.00 Date: 10/22/2019 Legend Approximate Location of Proposed Boring CT-8 DRAFT INTERSTATE 91LOCUS NORTHEAST SURVEY CONSULTANTS116 PLEASANT ST. SUITE 302P.O. BOX 109EASTHAMPTON, MA 01027(413) 203-5144PLAN OF LAND INNORTHAMPTON, MAPREPARED FOR THECITY OF NORTHAMPTON6 8EXISTINGCONDITIONSSH6 CT-9 CT-10 Connecticut River Proposed Borings City of Northampton - Levee Certification Northampton, Massachusetts Project No.: 01.0174343.00 Date: 10/22/2019 Legend Approximate Location of Proposed Boring CT-9 DRAFT LOCUS INTERSTATE 91U.S. ROUTE 5 - PLEASANT STREETLOCUS NORTHEAST SURVEY CONSULTANTS116 PLEASANT ST. SUITE 302P.O. BOX 109EASTHAMPTON, MA 01027(413) 203-5144PLAN OF LAND INNORTHAMPTON, MAPREPARED FOR THECITY OF NORTHAMPTON7 8EXISTINGCONDITIONSSH7 CT-10 CT-11 CT-12 CT-13 Connecticut River Proposed Borings City of Northampton - Levee Certification Northampton, Massachusetts Project No.: 01.0174343.00 Date: 10/22/2019 Legend Approximate Location of Proposed Boring CT-12 DRAFT LOCUS LOCUS DIKE ROADU.S. ROUTE 5 - PLEASANT STREETLOCUS NORTHEAST SURVEY CONSULTANTS116 PLEASANT ST. SUITE 302P.O. BOX 109EASTHAMPTON, MA 01027(413) 203-5144PLAN OF LAND INNORTHAMPTON, MAPREPARED FOR THECITY OF NORTHAMPTON8 8EXISTINGCONDITIONSSH8 CT-13 CT-14 Connecticut River Proposed Borings City of Northampton - Levee Certification Northampton, Massachusetts Project No.: 01.0174343.00 Date: 10/22/2019 Legend Approximate Location of Proposed Boring CT-13DRAFT WAR DEPARTMENT CORPS OF ENGINEERS, U. S. ARMY 140 FT. 140 FT. _!:~~---_:_ _____________________ .....!_O_!_OF OIKE:1 _____________ ----t=EL.132.3;\-----.CEL132.!! ______________________________ ~132~~- / \ 130 120 110 J • > ~ • 10 • 0 z • • • • 90 > 0 ~ z 0 80 ~ ~ • J " • .. 7 60 •o 12~ 4own to limll of uplorollon G'I EL+ll.9 / -\-M1odow Streit Romp I \ I BH;2\ I •oL. , " " " ,, 12 " " 12 • 10 12 10 2 BH-3 2oo'L. " " 120 70 •• 60 50 • > 0 ~ 40 FT. 15+00 J-----------------.J...-----------------..L---------....J40F~ 5+00 10+00 20+00 2!5+00 140 FT. 130 12 J • > ~ • • 0 z • • • • ;; '" • z 0 i •. J • 7 ---~132.~-=----r-,--------70"._!>"._!llKE_:::l_~ • " I .Jr--Hockonum I Rood Romp I Ori9inol o;iro11nd surface ol t. dike BH-27 " " \ I \ I \"' "?-= ocO ,.o \ " PUMPING STATION " 2 " " DIKE STATIONING •• 140 FT. 70 J w > ~ 60.F-T.'1-------"~<;""-----------------,;.'S;;;-----------------==.d'.;;;:--..!:/----------------,.;l""------------------o-J60 FT. ~C+OO 3!5+00 DIKE STATIONING 40+00 4!5+00 !50+00 R. ind1cotes rirusitn of o;ki: t l. indit::(lft!s londside of Oik1: C For description nf numtrir:ol clouts stt Pioli No. XV A Ground surfacing and stotio11ing to f/JOJ along 'iE. of dik#, saa Platas VI 8 VII. LEGEND ~. E~llli•g tmbonkmtnt·cMtfly •ond a 111t D P•rvio~s formotion • ModtrQ!ely impervious formotion § impervious formolil)l'I W. T. ~ ~ 'Wiiter Tab~ at time of eicploration CONNECTICUT RIVER FLOOD NORTHAMPTON DIKE SUB SURFACE PROFILE CONN. RIVER DIKE CONTROL COMNECTICUT RIVER MASSACHUSETTS HOR.llN,•lOOFT SCALE• VERT. I IN.• 10 FT. U.S. ENGINEER OFFICE. PROVIDENCE, R. /., OPERATION AND MAINTENANCE MANUAL NORTHAMPTON, MASS. PLATE VlllA Figure 4 Connecticut River Subsurface Profile with Proposed Boring City of Northampton - Levee Certification Northampton, Massachusetts Project No.: 01.0174343.00 Date: 10/22/2019 CT-1 CT-2 CT-3 CT-4 CT-5 CT-6 CT-7 CT-8 CT-9 CT-10 CT-11 CT-12 CT-13 CT-14 Legend Proposed Boring: CT-1 DRAFT MILL RIVER DIVERSIONPLANPLANMill River Proposed BoringsCity of Northampton - Levee CertificationNorthampton, MassachusettsProject No.: 01.0174343.00Date: 10/22/2019LegendApproximate Locationof Proposed BoringMR-1MR-2MR-3MR-4MR-5MR-6MR-7MR-8MR-1DRAFT WAR DEPARTMENT 0: 0: ·o 12 "' "' <t .. "' I I :r i'.t., 0: -' ... > -' ·o 140 ;;: -.. 0: ~ -' .. ·2 -' :;; 130 -' -., "' "' => ~ 0 -' ... 110 > ... -' .. ... Cf} JOO z .. ... "' I I-90 ... ... ... ;!; z 80 0 fi > ... -' ... 70 60 50 0!00 ... .. ' :r ., Pro/Jp/J/e rock sur"lbce 10+00 -' 0 .. GROUND SURFACE a -' 0 0: 0 "' "' 0: -' ·o 'b en "' " <O 20+00 STATIONING IS THAT -' 0: b -o "' 0: -!2 "' 0 "' ' :r ., 30+00 ALONG t. OF DIVERSION CANAL TOP OF EARTH DIKE M-0+00 LEGEND -Sound bedrock. Ell Weathered bedrock. ~ Artificial fill. ~ Impervious formation. ITIIIIJ Moderately impervious formation. D Pervious formation. BH Drive som~le bore hole. M-5+00 TOP OF CONCRETE WALL Sandstone M-10+00 M-15+00 GROUND SURFACE a STATIONING IS THAT ALONG t. OF DIKE SHOWN ON PLATE XII 140 130 120 "' ... <O ' ... .. I 110 ... .. Top so~ ... " ' 90 BOTTOM OF CUT 80 LEGEND BH Orive sompre bore hole 70 FA Auoer boring R Righf of conol t. L Left of canal t. 60 [iz:l Glociol !oke deposit (cloy) 50 40+00 TOP OF EARTH DIKE M-20+00 "' => I-.. 0 -' ... > ... -' .. ... "' z .. ... "' I I-... ... ... ;!; z 0 ;:; " ... -' ... CORPS. OF ENGINEERS, U. S. ARMY DESCRIPTION OF NUMERICAL CLASSES [I] Variable -Graded from Gravel to Coarse Sond-Contoin1 little medium sand. [[) Uniform coarse to Medium Sand-COntolns Httle 9ranl and fine sond. [!! yinioble-Groded from Gravel to MedMn SOnd-Contoln1 little fine soncl. ~ uniform Medium to Fine Sood-Contains little coarse sand ond coafll silt. []] Variable-Graded from Grovel to Fine Sand-Contains tittle coone silt. [U Uniform Fine Sand to coarse S!lt-COnto!M little medium sand ond medium silt. [!] yarloble-Graded from Grovel to Coarse Si!l:-Contoins little medium silt. [!] Uniform Coarse to M~ium Sllt-COntotn. llttle fine sand ond fine silt . (2) VOriable-Groded from Gravel to Medium Sill-Contains little fine lilt fifil Uniform Medium to Fine Slit-Contains little coarse silt ond coarse cjay. Possnses behavior charocteristics of silt. ~ Uniform Medium Silt to Coone Clay-Conloins little coorse silt ond medium cloy. Possnses behavior charocteristb of cloy • ITIJ Voriable-Gl'ode<I from GroYel or Coone Sand lo Fine Silt-Contains llttllt COOIW cloy. @ Uniform Fine Slit to Cloy -Contains little medium silt ond fine cloyk:ollokfs). Possesses behoYiot charocteriltics of sill jjiJ lk!lform Cloy-Contolns little silt ~ behovior charcn-rlstlcs of cloy • [ill" yorlable-Groded from Coarse Sand to c1ay-contolns llltle fine cloJ' Ccolloids). Possesses behavior choroeteristics of silt. ~ Variable Cloy-Groded from sond to fine cloy(collqidsl. Possesses behavior characteristics of cloy. 150 130 o-w 120 ~ !!' z 0 ~ 110 ~ w J w.-~~C~O~N~N"""E~C-T-IC~U-T~~-R-IV,,_E-R~~-FL_O_O __ O~~C-O~N-T_R_O_L~--1 100 90 NORTHAMPTON DIKE SUB SURFACE PROFILE CONN. RIVER DIKE CONNECTICUT RIVER MASSACHUSETTS SCALE:HOR. I IN.• 100 FT. VERT. I IN.~ 10 FT. U.S. ENGINEER OFFICE, PROVIDENCE, R. I., OPERATION AND MAINTENANCE MANUAL NORTHAMPTON, MASS. PLATE XVA Figure 5 Mill River Subsurface Profile with Proposed Borings City of Northampton - Levee Certification Northampton, Massachusetts Project No.: 01.0174343.00 Date: 10/22/2019 Legend Proposed Boring: MR-1 MR-1 MR-2 MR-3 MR-4 MR-5 MR-6 MR-7 MR-8DRAFT APPENDIX C TECHNICAL SPECIFICATIONS FOR DRILLING AND SAMPLING DRAFT NORTHAMPTON LEVEE CERTIFICATION SUBSURFACE EXPLORATION PROGRAM TECHNICAL SPECIFICATIONS FOR DRILLING AND SAMPLING Page 1 October 2019 PART 1 – GENERAL 1.1 DESCRIPTION A. Work Included 1. Furnish all labor, materials, tools and equipment for performing drilling and sampling as described in the Drilling Work Plan for Subsurface Exploration Program dated October 10, 2019 and Boring Location Plans provided by GZA. The Work shall be performed under the direct charge of an approved competent foreman experienced in this type of work who can evaluate and describe accurately the earth materials encountered. 2. All Work shall be performed in strict accordance with this standard specification, unless otherwise indicated in the Master Subcontract Agreement between GZA and New England Boring Contractors dated September 19, 2019. 3. All boreholes shall be advanced via drive and wash methods and fully cased throughout drilling of the entire depth of each hole. No spinning of casing or open hole drilling will be allowed to advance the borehole. Hollow-Stem-Augers (HSAs) or percussion drilling (e.g. down-hole hammers or other air advancement tooling) shall not be allowed to advance any borehole. Should a boring encounter cobbles/boulder such that advancement of a hole via approved fully cased drive/wash methods is not possible, the borehole shall be relocated within the general vicinity of the initial location. Re-location shall be in coordination with GZA. Abandoned boreholes shall be backfilled with cement grout upon completion in accordance with Article 3.10 herein. 4. All Work shall be performed to avoid damage to existing dam features, utilities and buried structures. Subcontractor shall be responsible for damage and repairs resulting from Subcontractor’s work. 5. The work as described in the Work Plan shall also include the furnishing of all materials, labor, equipment, incidentals, and all else necessary for providing track mounted drill rig access for all boring locations. 6. Artesian conditions are not anticipated at the proposed boring locations. However, as a contingency, the Subcontractor should be prepared to encounter these conditions at all proposed boring locations. 7. The Subcontractor shall maintain sufficient backup equipment in order to execute the emergency measures contained herein to address artesian conditions, as judged necessary by the Engineer in the field. The Subcontractor shall provide experienced personnel capable of executing any emergency work in a safe, rapid, workmanlike manner. B. Location, Type, Number and Depth of Explorations 1. GZA will provide the Subcontractor with a project specific Boring Location Plan indicating the required location, type, and number of the proposed explorations. Anticipated drilling depths and sampling intervals are included in the Work Plan. 2. The proposed boring locations provided by GZA are approximate and may be changed by the Subcontractor in the field to avoid utilities, obstructions, access conflicts or for design considerations. If the proposed location varies by more than 15 feet from the location shown on the Boring Location Plan, GZA may establish an alternate location for the proposed boring. The Subcontractor shall then re-evaluate the revised test boring location for compliance with utility clearances and permit requirements (if any) at no extra cost. DRAFT NORTHAMPTON LEVEE CERTIFICATION SUBSURFACE EXPLORATION PROGRAM TECHNICAL SPECIFICATIONS FOR DRILLING AND SAMPLING Page 2 October 2019 3. The Work executed under this Section shall be observed by GZA, who will prepare boring logs. GZA shall, at their discretion, modify the drilling program shown on the Subcontract Documents based on conditions encountered in the field. Changes in scope of work resulting from instructions from GZA shall be reflected in the total cost for the item in question based on the actual final quantity and the unit price bid item for the item. GZA may increase or decrease the number and depth of borings, relocate borings, increase or decrease the number of field samples, all at no change in the contract unit prices. 4. The sequence of explorations shall be determined by GZA in consultation with the Subcontractor. GZA may change the sequence of exploration at any time during the exploration program. 1.2 QUALIFICATIONS OF DRILLING PERSONNEL A. Geotechnical boring work involves highly specialized skills and tasks, particularly under the conditions which are expected to be encountered during the execution of this Contract. The Contractor’s drilling personnel shall all be experienced drillers with a minimum of four (4) years direct field experience with drilling work of this type. The Contractor’s drilling superintendent (i.e. the lead driller) shall be on-site during all drilling activity and shall have a minimum of eight (8) years direct field experience with drilling work of this type. All of the Contractor’s drilling personnel shall have previous experience with the drilling equipment provided by the Contractor for the execution of this work. B. The qualifications of Contractor’s personnel, including the drilling superintendent and all other field personnel, shall be subject to review by GZA. 1.3 APPLICABLE DOCUMENTS A. Drilling services will be provided in accordance with Drilling Work Plan for Subsurface Exploration Program dated September 27 and Boring Location Plans provided by GZA. B. The following codes and standards shall apply to the Work performed. If there is, or seems to be, a conflict between this Specification and a referenced document, the matter shall be referred to GZA. All references listed below shall be the latest edition. 1. American Society for Testing and Materials (ASTM), including: a. ASTM D 1586 Standard Test Method for Standard Penetration Test (SPT) and Split-Barrel Sampling of Soils b. ASTM D 1587 / 1587M Standard Practice for Thin-Walled Tube Sampling of Fine-Grained Soils for Geotechnical Purposes c. ASTM D 2487 Standard Practice for Classification of Soils for Engineering Purposes d. ASTM D 4220 / 4220 Standard Practices for Preserving and Transporting Soil Samples e. ASTM D 2113 Standard Practice for Rock Core Drilling and Sampling of Rock for Site Investigation f. ASTM D 5079 Standard Practices for Preserving and Transporting Rock Core Samples g. ASTM D 6519 Standard Practice for Sampling of Soil using the Hydraulically Operated Stationary Piston Sampler 2. Compliance Documents, including: a. Occupational Safety and Health Administration (OSHA) regulations: 29 CFR, Part 1904, Recording and Reporting Occupational Injuries and Illnesses 29 CFR, Part 1910, Occupational Safety and Health Standards DRAFT NORTHAMPTON LEVEE CERTIFICATION SUBSURFACE EXPLORATION PROGRAM TECHNICAL SPECIFICATIONS FOR DRILLING AND SAMPLING Page 3 October 2019 29 CFR, Part 1926, Safety and Health Considerations for Construction b. U.S. Department of Transportation Regulations c. U. S. Environmental Protection Agency (EPA) Regulations d. All other applicable federal, state, or local rules, regulations, and guidelines 3. GZA’s Health & Safety Plan will be provided to Subcontractor for informational purposes only. Subcontractor shall be responsible for preparing a Health and Safety Plan applicable to Subcontractor’s employees. 1.4 PERMITS AND SITE ACCESS/PROTECTION A. Unless noted otherwise, the Subcontractor shall apply for, pay for and obtain all necessary permits and licenses for lawful execution of the work. These shall include but are not necessarily limited to: railroad crossings, sidewalk crossings, pavement cuts, and repairing streets and sidewalks and utility permits from authorities having jurisdiction. The Subcontractor shall be required to obtain trench opening permits from the City of Northampton (the City, Client). There will be no charge assessed by the City for the Trench Opening Permits. No other permits are anticipated; however, the Subcontractor shall be prepared to adhere to the requirements and pay any associated fees of any other permits required. B. The Subcontractor shall obtain and erect all necessary traffic safety and work zone control measures required to safely perform the work and protect the work zone from outside influences including but not limited to: vehicular traffic, pedestrians, machinery, and animals. Traffic safety and work zone control measures may include, but is not be limited to: barricades, traffic cones/barrels, warning signs, lights, police details and any railroad flagmen. 1.5 PROJECT RECORD DOCUMENTS A. The Subcontractor shall make measurements such as sample depth, number of blows required to advance the casing per foot, number of blows required to advance the split spoon sampler per 6 inches, sample recovery, rock core recovery, rock coring time in minutes per foot, down pressure on the drill rods during rock coring, water levels, and other measurements which GZA may require documenting the exploration and testing. These measurements shall be provided to GZA in the field to document the work. B. Unless noted otherwise, GZA will be responsible for classifying soil samples and rock cores. The split spoon sampler shall be disassembled, cleaned and reassembled by the Subcontractor. 1.6 SUBMITTALS Not Used DRAFT NORTHAMPTON LEVEE CERTIFICATION SUBSURFACE EXPLORATION PROGRAM TECHNICAL SPECIFICATIONS FOR DRILLING AND SAMPLING Page 4 October 2019 PART 2 – PRODUCTS 2.1 GENERAL A. Whenever any product is specified by brand name and/or model number, such specifications shall be deemed to be used for the purpose of establishing a standard of quality and facilitating the description of the product desired. The Subcontractor may submit complete comparative data to GZA for consideration of another product that shall be equivalent in every respect to that so specified. Substitute products shall not be ordered, delivered to the site, or used in the Work unless accepted by GZA in writing. GZA will be the sole judge of the suitability and equivalency of the substituted product. B. The Subcontractor shall furnish all installation equipment, tools, materials and miscellaneous instrumentation components. All equipment, tools, materials, and miscellaneous instrumentation components shall be in good working order as described in Section 2.2 below. No payment shall made for damaged equipment, tools, materials and miscellaneous instrumentation components. C. Any supplier to be used by the Subcontractor shall be subject to approval by GZA. To the extent that they apply, the Subcontractor shall impose on each of his suppliers, the complete requirements of this Specification. The Subcontractor shall be directly responsible to ensure all suppliers are completely aware of and abide by the requirements herein. 2.2 EQUIPMENT A. The Subcontractor shall provide drilling equipment with all components in good working order and free from leaks at all times during the project and with sufficient capability to advance the boreholes to the specified project elevations. No payment will be provided for lost time due to drilling equipment breakdown or maintenance. B. The condition of all equipment to be used by the Contractor shall be subject to approval by GZA before the work is started. However, approval of the equipment shall not be construed as including approval of the performance thereof. Additional equipment shall be provided by Contractor where required to perform the work satisfactorily according to the specifications. C. The Contractor shall select equipment which is suitable for the work of the contract. Specifically, the equipment shall be capable of being mobilized to the proposed boring locations under the access and ground conditions to be encountered for this work. Access to each hole will require use of a tracked drill rig. The equipment shall also be capable of executing the work on the embankment with respect to the sloping conditions at the respective drill sites, depth of boring, size of hole, boring tolerances. It shall be the Contractor’s sole responsibility to verify that the plant and equipment selected and sent to the site is appropriate for the Work described in the Work Plan. The Contractor shall not, except as specifically stated within the Contract Documents, be allowed to damage or modify the existing features of the Facility. D. The Contractor shall select equipment which is suitable for executing the Work of the Contract in accordance with the specific conditions at each borehole site, including cont rol of water, sediment, dust, exhaust, and noise. The Contractor must supply appropriate equipment which will allow the Work of the Contract to be executed in a safe and efficient manner without damage to the Facility or undue risk to personnel. The Contractor shall be solely responsible for any delays or expenses incurred due to inappropriate equipment. E. Casing: Casing for soil borings shall be extra heavy, steel flush joint casing. The casing dimensions (length and diameter) shall be adequate to perform the sampling, rock coring, testing and instrumentation installation specified herein. The lead casing section shall be equipped with either DRAFT NORTHAMPTON LEVEE CERTIFICATION SUBSURFACE EXPLORATION PROGRAM TECHNICAL SPECIFICATIONS FOR DRILLING AND SAMPLING Page 5 October 2019 a drive or spin shoe depending on the site drilling conditions and the drilling technique specified by GZA. F. Hollow Stem Augers: Hollow Stem Augers will not be permitted. G. Split-Spoon Sampler: Split-spoon samplers shall satisfy ASTM Standard Method D1586, latest edition. The drive shoe shall be three inches (3") minimum long and shall be tapered to a one- sixteenth-inch (1/16") edge at the tip. Split-spoon samplers shall be equipped with top check valves and bottom core catchers. 1. Each drill rig shall be equipped with a minimum of five (5) new complete split-spoon samplers, at least two (2) of which shall be 3-inch O.D. split spoons. 2. Throughout the duration of each project, the Subcontractor shall provide new split-spoon samplers as required. 3. In general, the split-spoon sampler shall have an outside diameter of two inches (2”) and a uniform inside diameter of one and three-eighths inches (1-3/8") throughout its length. When sampling coarse soils where recovery is difficult with the standard (2”) split-spoon sample, or at locations where a larger volume of soil recovery is needed for laboratory testing purposes, a three-inch (3”) split-spoon having an inside diameter of two and five eighths inches (2-5/8”) shall be used as directed by GZA. Split spoon samplers shall allow for recovery of two-foot (2’) long samples. 4. Subcontractor shall maintain an adequate on-site supply of core catchers (basket type). 5. Drop Hammers: Unless directed by GZA, split-spoon samplers shall be advanced in accordance with the criteria set forth in ASTM Standard Method D1586-99. Drop Hammers for split spoon sampling shall be 140 pounds and shall be capable of free falling 30 inches. Acceptable hammer types include donut, safety or automatic trip hammers. Donut and safety hammers shall be driven using a cathead and rope as required in ASTM D1586-99. Automatic hammers must provide an automated mechanism to raise and drop the mass to allow optimal energy transfer. Steel cable and winch assemblies used to lift and drop the hammer for spilt spoon sampling are not acceptable. Drop hammers used to advance casing shall be at least 300 pounds. H. Undisturbed Tube Sampling: Provide Shelby Tube samplers conforming to ASTM D1587 -94. Sampling tube shall be at least thirty inches (30”) long, three inches (3”) outside diameter, 16 -gauge wall thickness, and have a sharp cutting edge. The tube shall be clean, not damaged and free of rust. Piston-samplers shall be similar to Sprague and Henwood’s No. A 15119 or Ackers No. 22041 -7, or a self-contained hydraulically operated piston sampler such as the “Osterberg” sampler may be used as accepted by GZA. Provide heat source, microcrystalline wax, Mobil 2300 or equal, well sand, vinyl electrical tape, and sealing caps for purposes of sealing tube samples. I. Rock Core Barrel and Bits: All coring of bedrock shall be accomplished with a double tube type diamond core barrel (N-size) in lengths of five feet (5’) or less. Runs up to 10 feet (10’) may be permitted at the acceptance of GZA if wireline methods are used. J. Packers: In the event that uncontrolled flow cannot be suitably addressed (in the opinion of the Engineer) using cement grout placed by gravity or under pressure through a removable packer, a sacrificial packer shall be inserted within the borehole in an attempt to curb the seepage flow and allow grout to be placed and set effectively. The packer shall be an inflatable -type packer or plug, of sufficient size to accommodate the anticipated borehole sizes for the project. Refer to Paragraph 3.8 below for additional information. DRAFT NORTHAMPTON LEVEE CERTIFICATION SUBSURFACE EXPLORATION PROGRAM TECHNICAL SPECIFICATIONS FOR DRILLING AND SAMPLING Page 6 October 2019 K. Decontamination equipment, if needed, s h a l l consist of one or more of the following: 1. Portable steam cleaning equipment 2. Pump sprayer for reagent grade methanol application, satisfactory to GZA 3. Potable Water 4. Alconox, liquinox, or other detergent 5. New brushes for scrubbing equipment 6. Portable tub for containing drilling tools and fluids during decontamination 7. DOT approved 55-gallon drums for collecting and handling of excess drill cuttings, drill fluid, and drill cutting specified herein. If requested by GZA, Subcontractors shall construct a decontamination pad. 2.3 MATERIALS A. Sample Containers 1. Split Spoon Sample Jars a. The Subcontractor shall provide wide mouth, Teflon-faced, self-sealing, clean glass, eight (8) ounce jars for storage of spilt spoon samples. Labeling of soil sample jars shall include “Project”, “Contract No.”, “Boring No.”, “Sample No.”, “Sample Depth”, “Amount of penetration and recovery”, “the number of blows for each 6 inches of penetration or fraction thereof in inches”, and “Date of Sample”. Unless otherwise instructed, labeling of the jar samples shall be by GZA. Subcontractor shall provide caps or labels upon which GZA can record pertinent information about the soil sample. b. Store and protect all samples from freezing at or near the site during the course of the contract. 2. Rock Cores a. Rock cores shall be placed in boxes made of common pine lumber with outside dimensions (including cover) measuring 5 feet 2-1/2 inches long by 11-1/2 inches wide and 3-3/4 inches high, constructed of ¾-inch dressed lumber and partitioned with ¼-inch lumber so that the cores for each boring will be kept separate. The maximum capacity of each box is not to exceed twenty feet (20’) of rock core. When specified, core shall be placed in rigid half round trays made from cutting schedule 40 size PVC pipe longitudinally prior to being placed in the core boxes. Equip all boxes with the necessary secured partitions to separate five-foot (5’) lengths of core, wood or plastic dividers to separate individual core runs. b. The boxes shall be equipped with hinged covers and approved locks, catches and handles. The use of nails to secure the rock core box cover will not be permitted. c. Place rock cores neatly in the boxes in the sequence in which the material was removed from the hole. d. Labeling of rock core boxes shall include “Project”, “Contract No.”, “Boring No.”, “Core Run No.”, “Depth of Core”, and “Date of Core”. Unless otherwise instructed, labeling of the core boxes shall be by GZA. B. Bentonite-Cement grout for backfilling boreholes shall be non-shrink using high early strength Type I/II Portland Cement. DRAFT NORTHAMPTON LEVEE CERTIFICATION SUBSURFACE EXPLORATION PROGRAM TECHNICAL SPECIFICATIONS FOR DRILLING AND SAMPLING Page 7 October 2019 C. Water Supply for use in Drilling: Subcontractor shall have access to a water supply from the City at the Department of Public Works Facility. Necessary equipment may include pumps, water trucks, trailers, hoses and all other items necessary to maintain an adequate water supply. All discharge water shall be controlled to prevent contamination, pollution, excessive erosion, or other damage. The providing of water for drilling, sampling and testing work shall be considered incidental to the work. D. Petroleum-based lubricants shall not be used on downhole drilling equipment. DRAFT NORTHAMPTON LEVEE CERTIFICATION SUBSURFACE EXPLORATION PROGRAM TECHNICAL SPECIFICATIONS FOR DRILLING AND SAMPLING Page 8 PART 3 - EXECUTION 3.1 GENERAL A. Subcontractor shall furnish: 1. All materials, equipment, and services to perform test borings, take samples of soil and rock, perform testing, and backfill boreholes. 2. All materials, equipment, and services to install equipment as specified herein and in accordance with the regulations of local and state agencies. B. GZA reserves the right to postpone drilling or to direct the Subcontractor to obtain additional utility clearance information if, in GZA’s opinion, the Subcontractor has not performed sufficient due diligence to mitigate a potential utility conflict or unsafe condition. C. The Subcontractor shall arrange for its own work and storage areas at the various locations of the project. D. The Subcontractor shall, at all times, keep the work areas in neat, clean and safe condition. This includes use of rodent proof trash containers and removal of all trash and garbage from the work site daily. Upon completion of each portion of work at a work site, Subcontractor shall promptly remove from such work areas all of its equipment, construction plant, and temporary structures not to be used at or near the same locations during later stages of the work. E. The purpose of the borings is to determine the physical properties, arrangement, and thickness of the various soil/rock strata as they exist in the ground, obtain samples of soil and rock for laboratory testing, and determine the depth to the groundwater table. The Subcontractor shall obtain samples representative of the material comprising each stratum as it exists in the ground. The borings may also be required to perform in-situ testing and to install instrumentation monitoring devices/equipment. F. The Subcontractor shall, at a minimum, measure the depth to the groundwater table in borings prior to continuation of drilling each day, at the end of each day, and before backfilling. If loss of drilling fluid occurs, the Subcontractor shall provide GZA with the depth at which drilling water is lost, the amount of loss, and the range of depth over which such losses occurred. G. Decontamination: Decontamination procedures, although not anticipated, may include one or more of the following: 1. Drilling equipment shall arrive at the site clean and free of leaks. Conduct decontamination of drilling equipment at decontamination areas designated by and to the satisfaction of GZA. Decontaminate all equipment that contacts soil directly or indirectly, such as drill casing, drill rods, sampling equipment and storage areas on the drill rig for such equipment before the first borehole has been started, after completion of each borehole and prior to commencement of next borehole, and after last borehole of drilling program has been completed. 2. Conduct decontamination of sampling equipment and materials to the satisfaction of GZA. 3. Soapy liquids generated from decontamination activities will be collected from the decontamination area and placed into drums provided by the Subcontractor for later disposal by GZA. Pressure washing of equipment will be conducted at the decontamination area. DRAFT NORTHAMPTON LEVEE CERTIFICATION SUBSURFACE EXPLORATION PROGRAM TECHNICAL SPECIFICATIONS FOR DRILLING AND SAMPLING Page 9 3.2 PREPARATION A. Obtain all permits and licenses, pay charges and fees and give all notices necessary for lawful execution of work before performing drilling at any location. B. Before performing drilling at any location, the Subcontractor shall notify the specified utility clearance agency (i.e. Dig Safely New York, etc.). In addition, the Subcontractor shall confirm locations of buried structures and utilities with all government agencies and/or utility companies. The Subcontractor shall also notify the local water and sewer departments if they are not a subscriber to the local utility clearance agency. The Subcontractor shall provide a list to GZA of all utilities identified at each proposed test boring location. Subcontractor shall provide GZA with the DIGSAFE clearance information prior to commencement of drilling and sampling. C. The Subcontractor shall obtain and erect all necessary traffic safety and work zone control measures required to safely perform the work and protect the work zone from outside influences including, but limited to: vehicular traffic, pedestrians, machinery, and animals. Traffic safety and work zone control measures may include but not be limited to: barricades, traffic cones/barrels, warning signs, lights, police details and any railroad flagmen. 3.3 DRILLING TECHNIQUES A. Boreholes with Casing: 1. Drive casing vertically with a weight of at least 300 pounds free-falling 24 inches through earth and other materials to such depth below the ground surface as required to maintain an open borehole or as directed by GZA. N o spinning o f casing shall be allowed. 2. Provide visible 1-foot marks on the casing prior driving. GZA shall record the blows per foot, hammer weight and free-fall distances. Simultaneous washing and driving of casing will not be permitted except with the specific permission of GZA. 3. The casing shall be maintained full of drilling fluid at all times when drilling is conducted below the water table. Drilling fluid shall be added to the borehole as drilling tools are withdrawn to make up the displacement volume of the drilling tools and thus maintain the required fluid level inside the casing and prevent soil “blow-in” within the borehole and maintain borehole stability. 4. The drill bit shall not be advanced below the bottom of casing without approval from USACE and the Engineer. If the casing cannot be advanced past an obstruction, the rollerbit may (with approval from the USACE and GZA) be advanced a maximum of 1 foot beyond the bottom of the casing using open hole drilling techniques. Thereafter, the driller shall then drive the casing through this short section of open hole to achieve the fully cased condition. In this manner, the casing could be advanced past initial refusal, while minimizing the depth of exposed open hole conditions. 5. If boreholes are left open overnight, the driller shall ensure that the hole is entirely cased. The borehole casing shall be filled with water at the end of the work day. Although artesian conditions are not anticipated, an appropriately sized screw-on top cap shall be affixed to the top of the casing and buttressed by the drill rod extension from the drill deck, thus sealing the top of the casing. B. Uncased Boreholes: Uncased boreholes will not be permitted. C. Drill rods shall be BW or larger unless otherwise approved by GZA. DRAFT NORTHAMPTON LEVEE CERTIFICATION SUBSURFACE EXPLORATION PROGRAM TECHNICAL SPECIFICATIONS FOR DRILLING AND SAMPLING Page 10 D. Water ports in the drill bits shall be so arranged that there is no downward discharge of the drill water ahead of the bit, and the minimum amount of fluid necessary to carry the cuttings out of the borehole shall be used. E. The minimum borehole diameter shall be 4 inches to accommodate the core barrels and undisturbed samplers. 3.4 SAMPLING TECHNIQUES A. Spilt Spoon Sampling: 1. Before taking a sample, the borehole shall be cleaned fully to the top of proposed sampling interval using equipment that will not disturb the material to be sampled. The drill bit shall be withdrawn slowly to prevent loosening of the soil around the borehole. The level of drilling fluid in the boring shall be kept at the top of casing during sampling operations and during sample extraction. If the use of water as a drill fluid is insufficient to prevent the material from rising into the casing (i.e. blow-in), the Subcontractor shall utilize a water to maintain the stability of the bottom of the borehole. Do not advance casing below the top elevation of each sampling interval. 2. Perform split spoon sampling (i.e. Standard Penetration Testing) in accordance with ASTM D1586. With the sampler resting on the bottom of the borehole, the sampler shall be driven 24- inches with blows from a 140-pound hammer falling 30 inches unimpeded. Obtain split spoon samples at changes in strata and at intervals not to exceed 5 feet as measured from top to top of sequential split spoon samples. 3. When continuous split spoon sampling is required by GZA, the Subcontractor shall advance the borehole to the top of each sampling interval prior to advancing the spilt spoon sampler. Inserting the spilt spoon sampler into a hole previously created by a prior split spoon sample is not permitted without permission from GZA. The use of A-rod extensions for conducting continuous split spoon sampling shall not be permitted without permission from GZA. 4. A recovery of less than 6 inches of soil in the split barrel portion of the sampler shall be an unacceptable sample. Attempt another sample immediately below or at the same previously sampled depth until acceptable recovery is obtained. 5. Refusal shall be defined as the resistance to penetration of the split spoon sampler of not less than one hundred (100) blows per one (1) inch when driven with a one-hundred forty (140) pound weight free-falling thirty (30) inches. GZA shall determine that refusal actually has been encountered. Spilt spoon refusal shall not be accepted as termination above specified bottom elevation unless authorized by GZA. GZA may direct the use of a roller bit or other means to advance the boring. 6. The split spoon sampler shall be clean prior to lowering into the borehole for sampling. 7. GZA will collect representative samples from the spilt spoon and place the sample in a jar supplied by the Subcontractor. Samples shall be placed in the jars in the condition in which they are removed from the split spoon sampler without squeezing, mashing, or otherwise excessively distorting the sample. The Subcontractor shall keep a sufficient supply of jars on site throughout the duration of the project. 3.5 THIN-WALLED TUBE SAMPLES A. Undisturbed samples of cohesive and/or organic soils shall be taken at depths as determined by GZA. The Subcontractor shall have available the equipment required to obtain and preserve such samples in accordance with ASTM D 1587. The samples shall be approximately 24 -inches-long and 3-inches DRAFT NORTHAMPTON LEVEE CERTIFICATION SUBSURFACE EXPLORATION PROGRAM TECHNICAL SPECIFICATIONS FOR DRILLING AND SAMPLING Page 11 nominal diameter. Samples with less than 50 percent recovery are unacceptable. If less than 50 percent sample recovery is obtained, clean out hole to bottom of depth previously penetrated and obtain an additional sample in the same manner. B. Drilling Procedure 1. Undisturbed samples shall be collected from boreholes advanced by using casing and water or using open hole techniques with drilling mud. Casing shall have an I.D. at least 1/2 inch larger than the maximum O.D. of the sampler and shall be advanced to the elevation at which sampling is to start. The borehole shall be thoroughly cleaned out using a bit through which fluid does not jet ahead of the cutting edge. The minimum amount of fluid necessary to bring the cuttings to the surface shall be used. 2. If the boring is advanced using drilling mud, a minimum 4 - to 5-foot length of casing shall be placed in the top of the borehole, at the ground surface. Additional casing shall be used as required to maintain an open borehole. The borehole shall be advanced to the required depth using a bit at least 4 inches in diameter. 3. Subcontractor shall be responsible to maintain the stability of the borehole to prevent “run-in” of sand and other loose material into the borehole. The Subcontractor shall be prepared, at no additional cost, to employ casing, if at the discretion of GZA, “run-in” conditions may be or are encountered. C. Thin-Walled Sampling Device 1. Undisturbed soil samples are to be recovered by means of either a fixed head or piston head sampling device. The fixed head sampler is advanced by mechanically pushing the tube into the soil in one continuous motion using the drill rig’s hydraulic system. 2. For soft soils, use a piston-type sampling device, similar to Sprague and Henwood’s No. A 15119 or Ackers No. 22041-7 in which piston rods extend to the top of the ground surface, or a self - contained hydraulically operated piston sampler such as the “Ost erberg” sampler, or a casing- actuated piston sampler such as the “Hong” sampler for sample collection. 3. The sampler selected shall be designed to utilize sample tubes of three inches outside diameter. When samplers utilizing piston rods extending to the ground surface are used, positive locking of the piston rods with respect to the surface of the ground must be provided to prevent upward or downward motion of the piston during the advance of the sampling tube and the piston rods must be positively locked to the drill pipe at the surface during removal of the sampler for the depth to which it penetrated the undisturbed soil. If the piston rods are locked to the mast of a truck- mounted drill rig, the rig shall be blocked and anchored to the ground in such a manner as to prevent motion of the rig during the sampling operation. 4. The Subcontractor shall select the sampling device to be used in agreement with GZA. D. Thin-Walled Sampling Procedure 1. Thin-walled sample tube shall be fastened to the drill rod by a coupling head having a check valve that will permit the escape of water trapped above the sample as the tube is forced into the soil, but which will close as the sample is withdrawn. 2. After the borehole has been cleaned, the sampler shall be lowered to the bottom of the boring. The drill rod used to push the sampler shall be at least B size. Before taking the sample, the Subcontractor shall increase the power on the rig so full pressure will be immediately available to advance the sampler. The Subcontractor shall make sure that the truck jacks are carrying the load of the truck when load is applied to the sampler. The sampling tube shall be forced into the DRAFT NORTHAMPTON LEVEE CERTIFICATION SUBSURFACE EXPLORATION PROGRAM TECHNICAL SPECIFICATIONS FOR DRILLING AND SAMPLING Page 12 soil in a continuous drive at a uniform rate. The rate and length of penetration shall be observed during the drive. E. Retrieving Thin-Walled Tube Samples 1. After the sampler has been advanced, the Subcontractor shall wait approximately 15 minutes before beginning withdrawal. Thin-walled tubes in soft soils shall be turned two revolutions to shear the soil at the bottom of the tube prior to withdrawal. The sampler shall then be withdrawn in a smooth motion using hydraulic pressure to pull the sampler at a rate of about 1 inch per second. After the sampler has pulled free from the bottom of the borehole, withd rawal shall stop momentarily to allow the drilling fluid to flow around the bottom of the sampler (about 30 seconds). Withdrawal shall then continue at a uniform rate. Breaking drill rod joints during withdrawal shall be done carefully and in as large sections as can be practically handled so as not to disturb the sample. 2. The bottom of the sampler shall be immediately capped to prevent any loss of material. The sampler shall be removed with the tube remaining in as near vertical a position as possible. 3. The sampler shall be cleaned, inspected, and reassembled, with care being taken to note the condition of all parts. Repair or replacement of any malfunctioning part shall be made before further sampling. F. Sealing and Marking Tube Samples 1. The Subcontractor shall be responsible for sealing and marking samples. The only material removed from the tube shall be loose cuttings, free water or washed soil and obviously disturbed material. Disturbed material may be sealed in glass jars. 2. If undisturbed soil extends to either end of the tube, it shall be removed for a length of approximately 1 inch and the recess so formed shall be filled with melted microcrystalline wax, Mobil 2300 or equal as approved by GZA, and allowed to cool. If the soil does not extend to within 1 inch of either end of the tube, melted microcrystalline wax shall be poured directly against the soil to fill the tube completely. In cases where this distance is excessive, a plug of melted microcrystalline wax not less than 2 inches long shall be poured against the soil and allowed to cool. The empty portion of the tube may be filled with an approved bulk filler. The interior surface of the tube shall be cleaned of soil and foreign matter and dried before the wax plug is poured to ensure a watertight contact between the wax and the metal. Both ends of the soil sample shall be sealed with wax in this manner immediately after the sample is taken. Both ends of the tube shall be closed by a plastic or metal cap, of a type manufactured specifically for this purpose, fastened and sealed by taping to the tube with waterproof plastic tape and dipped multiple times in melted microcrystalline wax. 3. Each tube shall be permanently marked to show which end is the top, the date, boring number, sample number, depth of sample below ground surface, amount of penetration, amount of recovery, distance from ends of tube to sample, and the GZA project number. 4. The Subcontractor shall permit GZA sufficient opportunity to review the sample to assess sample quality, recovery and to obtain any field testing data prior to sealing the sample. 3.6 ROCK CORING A. Take continuous rock cores in borings as indicated on the Boring Location Plan. Rock coring shall be performed using a bottom discharge rotary diamond bit and core recovery barrels of the type and size specified below. Rock coring may also be implemented if a refusal condition, as defined herein, is encountered above the proposed bottom of borehole depth or when directed by GZA. DRAFT NORTHAMPTON LEVEE CERTIFICATION SUBSURFACE EXPLORATION PROGRAM TECHNICAL SPECIFICATIONS FOR DRILLING AND SAMPLING Page 13 B. All coring shall be accomplished by an appropriate rotary, wire-line, or other drilling method consistent with normally accepted practices. Prior to inserting the core barrel into the borehole, firmly seat the casing in rock and wash out the borehole with water sufficiently clean for coring to the satisfaction of GZA. Casing shall be of a sufficient size to permit coring with N-size core barrels. C. Core barrels shall be double tube type with non-rotating split inner barrels. All coring shall be accomplished using NW size drilling rods. Cores shall be withdrawn at intervals not exceeding 5 feet unless it can be shown to the satisfaction of GZA that longer runs produce equal or better recovery and quality of core. Core shall be withdrawn at the first sign of blockage or grinding. If core recovery is poor or breakage is excessive, the Subcontractor shall make every effort to improve the recovery and sample quality by changing bit types, altering drilling rates, by shortening runs, by changing drilling fluid circulation, or by whatever other methods are required. No additional payment will be made for such changes unless authorized by GZA. D. Drilling methods employed shall be adjusted continuously to obtain maximum core recovery. This may include adjustments to rate of flow of drilling fluid, rotation rate, and down pressure. Variations in bit types, in terms of diamond size, matrix, and configuration of water ports may also be required to maximize core recovery. E. The Subcontractor shall provide functional gages on each drill rig to permit the measurement of the down pressure of the drill rig during operation. GZA shall record the drilling time per foot of drilling, (down pressure) hydraulic force, and drill speed, if available. F. All recovered cores, including fragments, shall be carefully handled to avoid breakage. When specified, the cores shall be placed in half round trays made from cutting schedule 40 PVC pipe longitudinally prior to being placed in the wooden core boxes. Cores shall be placed in the box in consecutive order as they are removed from the core barrel. The trough containing each core shall be fully identified and marked to show the bottom and top of each core. GZA shall label each core box identifying the boring, run number, depth, recovery and rock quality designation (RQD) of each core run. Storage and Protection of all samples (including soil samples obtained during drilling) shall be transported and stored in accordance with requirements specified herein. G. Special care shall be taken to locate and note the depth and thickness of all clay and mud seams or cavities in a core. Wherever a core is lost or at any known seam or cavity, a spacer shall be placed in the proper relative position in the core box. The spacer shall be marked with the top depth and length of the missing core and the nature of the missing segment (for example, “lost core,” “cavity,” etc.). Any core that is removed from the box shall be replaced by a spacer, equal in length to the removed core, marked with the date, purpose, and name of the person removing the core. H. If requested by GZA, the Subcontractor shall leave certain borings open temporarily with casing to bedrock to permit geophysical instruments or other equipment to be inserted by the driller or by others. 3.7 PACKING, STORING, AND SHIPPING GEOTECHNICAL SAMPLES A. The Subcontractor shall be responsible for preserving all samples in undamaged condition until final acceptance by GZA. All samples shall be protected from rough handling and excessive heat or cold. Samples shall not be allowed to freeze. If this occurs, the Subcontractor shall replace the samples at the Subcontractor’s expense. The Subcontractor shall keep all descriptive labels and designations on sample jars and boxes clean and legible. B. The Subcontractor shall deliver all soil and rock core samples to a location to be designated by GZA. Care must be taken when handling and shipping to prevent damage of any kind including, DRAFT NORTHAMPTON LEVEE CERTIFICATION SUBSURFACE EXPLORATION PROGRAM TECHNICAL SPECIFICATIONS FOR DRILLING AND SAMPLING Page 14 but not limited to: breakage, freezing or heating of the samples during transportation. 3.8 BACKFILLING BOREHOLES AND SITE RESTORATION A. Boreholes, including abandoned boreholes, shall be backfilled to ground surface as indicated in the Work Plan. B. Although artesian conditions are not anticipated at the proposed boreholes, if artesian conditions are encountered and the outflow from the top of the borehole is judged to be unacceptable, three methods are acceptable to control flow: 1. Addition of additional vertical length of casing or riser to the top of the well to above static water level. 2. Insertion and inflation of a mechanical or pneumatic packer or pneumatic pipe plug or a positive, threaded connection to the top of the well or casing. 3. Installation and closure of a ball or gate type valve at the top of the casing. C. Boreholes shall be backfilled with cement bentonite grout. Excess drill cutting shall be disposed of at on-site locations approved by the City or placed in 55-gallon drums as specified by GZA. D. Grouting of Boreholes without artesian conditions shall be completed as follows: 1. General: Any casing through the soil portion of the boring shall not be removed until the bedrock portion of the boring has been grouted. 2. Materials and Mixes a. The grout mix shall consist of Portland Type I/II cement, pulverized bentonite, and water. Portland cement shall be furnished in 94-pound sacks and shall be stored and protected to prevent contamination, exposure, and formulation of lumps. Bentonite shall be furnished in sacks and shall be free of lumps and foreign matter. Water shall be clean and free from injurious amounts of oil, acid, organic matter, or other deleterious substances. b. The grout mix ratio of water to cement shall be expressed in cubic feet of water per 94- pound sack of cement. The water/cement ratio shall generally range between about 1:1 and 2:1 and as high as about 3:1 for tremie grouting. c. All grout shall contain a proportion of pulverized bentonite equal to approximately 2 percent of the weight of cement (2 pounds of bentonite per 94-pound sack of cement). A smooth slurry shall first be prepared by mixing the bentonite and water. The cement shall then be added to this slurry. 3. Equipment: A suitable grout mixer of the venturi (funnel or hose type) or mechanical type (mortar mixer) shall be used to obtain a mixed, uniform, and flowable grout mixture. A pump in good working condition and of suitable capacity shall be used to pump the grout mixture. 4. Grouting Procedure: Boreholes shall be backfilled by grouting with an appropriate non -shrink grout placed by tremie from the bottom up. Use a minimum 1 -inch I.D. tremie pipe (inserted to the bottom of the hole) and keep bottom of tremie pipe in contact with and submerged in the grout throughout the process. Grout will be allowed to flow by gravity or pumped at low to moderate pressure through the tremie pipe and into the bottom of the casing. Fill the (entire bedrock portion) and casing with 5 to 10 feet of grout before extracting the casing approximately half that distance and sounding the depth to the top of grout. Repeat the process until the borehole is filled to one to two feet from ground surface with the bottom of the casing left to a depth of five -feet below grade. Add additional segments of pipe to raise the top of the casing above static grout -DRAFT NORTHAMPTON LEVEE CERTIFICATION SUBSURFACE EXPLORATION PROGRAM TECHNICAL SPECIFICATIONS FOR DRILLING AND SAMPLING Page 15 level. Leave casing in the hole until initial grout set is established. Thereafter remove last section of casing and top of hole to six-inches below grade with fresh grout. Loam and seed final six-inches to grade. E. Grouting of Boreholes without artesian conditions shall be completed as follows: 1. In the event that piezometric levels are above the top of the casing, additional lengths of casing may be added at the top of the borehole to attempt to establish static conditions. If this is unsuccessful or impractical, grouting will be performed through a borehole packer or a positive threaded connection to the drill casing. The grout pump shall be attached to the packer pipe or threaded connection such that grout may be injected through the packer or threaded connection into the pressurized zone. 2. Grout shall be injected into the borehole under pressure in accordance with the pressures established in the site-specific work plan and as coordinated with the Engineer. Pressure shall be measured by a calibrated gauge at the discharge end of the grout hose. The maximum grout pressure employed should not exceed 4 psi, OR at a pressure just sufficient to overcome the internal artesian pressure within the borehole and induce grout movement into the hole. Grouting shall continue until refusal, which is defined as a grout take of less than 1 cubic feet in five minutes at maximum grouting pressure, provided the volume of grout injected is equal to or greater than the theoretical hole volume. Grout consistency shall be adjusted, through the change in water content. 3. If flow can be controlled with a packer below the casing and grout refusal achieved, then the packer shall be left in place until the grout has set 8 hours or until sample indicates initial set has occurred. Thereafter if the packer can be removed with minimal effor t, it may be retrieved. If not, it shall be left in place. In either event, the remainder of the borehole shall be abandoned as per the procedures for backfilling without artesian conditions. As an alternate, the driller may make a positive threaded connection at the top of the casing and grout the casing full depth. 4. In the event that seepage outflow cannot be controlled through the procedure above or that seepage is observed on the outside of the casing, the Subcontractor shall be prepared to pump grout until refusal is achieved, fully grout the casing, and leave the casing and packer (if used) in place. The packer can be retrieved if possible but may also be abandoned in place. The casi ng shall then be cut off one foot below ground surface and the hole backfilled to six-inches below grade with a standard concrete mix. F. The Subcontractor shall be responsible for the performance of backfilled boreholes for a period of one (1) year after completion. The Subcontractor shall be responsible to repair settled boreholes during such time at no additional cost to GZA or the site Owner. G. Restoration, including minor grading and seeding of heavily disturbed areas is included as part of the Work. The subcontractor shall repair disturbed areas by loaming, raking, and seeding areas as directed by the Engineer, to the satisfaction of t he City and the Engineer. 3.9 ABANDONED HOLES A. An abandoned hole is defined as any one of the following: 1. The casing or apparatus is removed from a borehole or the hole is abandoned without permission of GZA. 2. A boring is started and for any reason is not carried to the depth required by GZA. DRAFT NORTHAMPTON LEVEE CERTIFICATION SUBSURFACE EXPLORATION PROGRAM TECHNICAL SPECIFICATIONS FOR DRILLING AND SAMPLING Page 16 3. The Subcontractor fails to furnish GZA with the required samples and cores. B. Subcontractor shall make an additional borehole at a location selected by GZA to replace each abandoned hole. Seal the abandoned borehole as specified in Article 3.10 above. C. Drill holes that are discontinued with the approval of GZA due to inability of the drill to penetrate the formation shall be paid for the actual depth drilled, together with backfilling and surface restoration costs. 3.10 MANAGEMENT OF INVESTIGATION-DERIVED WASTE (IDW) A. If requested by GZA, the Subcontractor shall provide sufficient equipment and materials to store and dispose of Investigation-Derived Waste (IDW). Unless specified otherwise in the subcontract agreement, management of IDW shall be in accordance with this Specification. B. Drill cuttings generated during the geotechnical and environmental investigations can be separated into the following waste streams: personnel protective equipment (i.e. disposable coveralls, gloves), drill cuttings, drilling fluids, development and test fluids and, and general trash and garbage. The management protocols reflect three strategies: a) accumulation of drummed waste from each borehole by the Subcontractor until the drilling is completed; b) management of the waste streams based upon field screening; and c) transport/disposal of uncontaminated waste streams by the Subcontractor and of potentially contaminated waste streams by a separate waste disposal subcontractor. C. The Subcontractor shall furnish all labor, materials, tools, and equipment, required to handle/store IDW on the drilling site. IDW containers shall be labeled with a description of the contents of the container. Specifically, materials showing no evidence of environmental contamination will be labeled with a blue label; materials that appear to contain environmental contamination will be labeled with a green label. IDW that has been deemed uncontaminated (blue label) based upon field screening will be transported and disposed/recycled by the Subcontractor. IDW that exhibits evidence of potential contamination (green label) will be transported and disposed by others. D. If the work is to be conducted in areas where hazardous materials are known to exist or may exist, GZA will inform the Subcontractor prior to mobilization to the site. In an area where toxic or hazardous materials are encountered, the Subcontractor shall conduct its operations in accordance with worker protection levels (Level B, Level C, modified Level D) as required by OSHA and called for in the Subcontractor’s Health & Safety Plan. E. Spill Prevention: The Subcontractor shall prevent and control release of waste to the environment. Any waste released to the environment shall be cleaned up by the Subcontractor at its own expense. Subcontractor shall provide materials (i.e. absorbent pads, 50-pound bag Speedi-Dry, etc.) at the site to contain spills or other releases of waste into the environment. 3.11 QUALITY ASSURANCE A. GZA shall have the right, at all reasonable times, to inspect the Subcontractor’s work, material, equipment, or inspection procedures as applicable to the work covered by this specification to confirm that the specified requirements are being complied with. B. Unless authorized by GZA, drilling or testing shall only be done in the presence of GZA. Subcontractor shall keep GZA advised at all times regarding its drilling schedule. C. The presence or activity of GZA shall not relieve the Subcontractor in any way of his obligations to complete the Work specified on the Subcontract Agreement and in accordance with this specification. Furthermore, the fact that GZA may inadvertently overlook a deviation from some requirements of this specification shall not constitute a waiver of that requirement, nor of the DRAFT NORTHAMPTON LEVEE CERTIFICATION SUBSURFACE EXPLORATION PROGRAM TECHNICAL SPECIFICATIONS FOR DRILLING AND SAMPLING Page 17 Subcontractor’s obligation to correct the condition when it is discovered, nor of any other obligation under these specifications. D. Certain test equipment, requiring high precision and not easily calibrated in the field, shall be calibrated prior to use on this project by a testing laboratory acceptable to GZA. In this case, the certification of calibration shall include the calibration standard used and its traceability to National Institute of Standards and Testing (NIST) or a natural physical constant. Alternately, if the calibration facility used is the original manufacturer of the test equipment, the Subcontractor shall provide documentation that the past use of the items calibrated by the calibration facility has been satisfactory. GZA will give the Subcontractor advance notice of any such calibrations that may be required. DRAFT NORTHAMPTON LEVEE CERTIFICATION SUBSURFACE EXPLORATION PROGRAM TECHNICAL SPECIFICATIONS FOR DRILLING AND SAMPLING Page 18 PART 4 - MEASUREMENT AND PAYMENT Not Used END OF SECTION DRAFT APPENDIX D HYDROFRACTURE POTENTIAL CALCULATIONS DRAFT GZA GeoEnvironmental, Inc. 249 Vanderbilt Ave Norwood, MA 02062 781-278-3700 FAX 781-278-5701 Engineers and Scientists JOB: 01.174343.00 Northampton Drilling Plan SHEET NO.: _______1_________ OF ______4_______ CALCULATED BY: ______YY_______ DATE: _ 10/7/2019___ CHECKED BY: ______CLB_______ DATE: _ 10/7/2019___ Hydraulic Fracture Calculation for Northhampton Drilling Program Objective: Perform calculations to evaluate the potential risk of hydraulic fracture in the bore holes for the proposed drilling program of the Connecticut and Mill River Levee Systems in Northampton, MA. The evaluations were conducted for the following two cases: - Load case #1: during drilling process using the drive-and-wash method; - Load case #2: during grouting process after the completion of a bore hole. Assumptions: During drilling - The bore hole is drilled using drive-and-wash technique, in which the steel casing is driven into ground while the excavated materials in the bore hole are washed out from the top of the casing using water as drilling fluid (Fig.1); - It is highly unlikely that hydraulic fracutures develop on the lateral cylinderical surface of the bore holes, as the lateral wall is protected by the steel casing. The drilling bit shall not advance beyond the base of casing. The cut surface at the bottom of the casing is the only surface to be evaluated for the risk of hydraulic fracture during drilling. - The hydrostatic water pressure in the bore hole compensates the descrease in the soil pressure of the underlying soil due to excavation, and minimize the disturbance of the soil that is to be sampled at a specified depth of interval. The water pressure is less likely to exceed the original ground water pressure at the bottom of casing. During grouting - Upon completion of the bore hole, bore hole will be tremie-grouted with a cement/bentonite grout while pulling the casing out from the ground. - The grout can be pressurized to maintain the bore hole stability. But it is required that the pressurized value in the tremie-grout, plus the weight of the grout and minus the ground water pressure, shall not exceed an allowlabe pressure (assumed 0.4psi/ft, less likelihood of artesian condition), otherwise, only the weight of grout is allowed in the bore hole. Method: - The hydraulic fracture pressure in the bore hole is estimated based on the elasticity method documented in the Andersen et al 1994 (Reference 2). - During drilling, the hydrostatic water pressure shall not exceed the estimated hydrualic fracture pressure at the bottom of the bore hole. - During grouting, the maximum pressurized value is estimated at the bottom of the bore hole provided the assumed allowable pressure 0.4psi/ft. If pressureized grouting is not nneceessary, grouting shall occur with the weight of grout only. In the end, the pressurized value plus the weight of the grout shall not exceed the estimated hydraulic fracture pressure at the bottom of the bore hole. Reference: - "Guideline for Drilling In and Near Embankment Dams and Their Foundations" by FERC Division of Dam and Safety and Inspections (2016) - "Estimation of Hydraulic Fracture Pressure in Clay" by Anders on, Rawlings, Lunne and By (1994) - "Estimation of Maximum Allowable Grouting Pressure" by GZANY (2017)DRAFT GZA GeoEnvironmental, Inc. 249 Vanderbilt Ave Norwood, MA 02062 781-278-3700 FAX 781-278-5701 Engineers and Scientists JOB: 01.174343.00 Northampton Drilling Plan SHEET NO.: _______2_________ OF ______4_______ CALCULATED BY: ______YY_______ DATE: _ 10/7/2019___ CHECKED BY: ______CLB_______ DATE: _ 10/7/2019___ Fig.1 Schematic of drive and wash drilling method (Massachusett s DEP) Input Parameters: Unit weight of water γw 62.4pcf Total unit weight of soil γsoil 125pcfTypical value for Embankment fill material γeff γsoil γw62.6 pcfEffective unit wegith γdry 105pcfDry unit weight σt 0psfAssume no tensile allowed for soilTensile strength At rest lateral earth pressure coefficient K0 0.5 Bore hole depth h depth 40ftTypical anticipated boring depth for Connecticut and Mill River Levees γgrout 95pcfGrout unit weight Averaged cement/betonite grout Maximum allowable pressure γallowable 0.4 psi ftDRAFT GZA GeoEnvironmental, Inc. 249 Vanderbilt Ave Norwood, MA 02062 781-278-3700 FAX 781-278-5701 Engineers and Scientists JOB: 01.174343.00 Northampton Drilling Plan SHEET NO.: _______3_________ OF ______4_______ CALCULATED BY: ______YY_______ DATE: _ 10/7/2019___ CHECKED BY: ______CLB_______ DATE: _ 10/7/2019___ Load Case #1: Hydraulic Fracture during Drilling IF ground water table at top of bore hole h water hdepth u w γw h water2496 psfInitial pore pressure Initial stress at the base of bore hole: Initial vertical effective stress σ'v0 γeff hdepth2504 psf Initial lateral effective stress σ'h0 K0 σ'v01252 psf Estimate hydraulic fracture pressure based on Elasticity theory (Eq. 2 in Andersen et al paper) Fracture pressure at the base of bore hole p f 2 σ'h0u wσt5000 psf (to generate radial fracture) Drilling with water in the bore hole: p b γw hdepth2496 psfp b pfOkay IF Ground water table is below bottom of bore hole h water 0ft u w γw h water0 psf Initial stress at the base of bore hole: Initial vertical effective stress σ'v0 γdry hdepth4200 psf Initial lateral effective stress σ'h0 K0 σ'v02100 psf Estimate hydraulic fracture pressure based on Elasticity theory (Eq. 2 in Andersen et al paper) p f.dry 2 σ'h0uwσt4200 psfFracture pressure in bore hole (radial fracture) Drilling with water filled up in the bore hole: p b γw hdepth2496 psfp b pf.dryOkayDRAFT GZA GeoEnvironmental, Inc. 249 Vanderbilt Ave Norwood, MA 02062 781-278-3700 FAX 781-278-5701 Engineers and Scientists JOB: 01.174343.00 Northampton Drilling Plan SHEET NO.: _______4_________ OF ______4_______ CALCULATED BY: ______YY_______ DATE: _ 10/7/2019___ CHECKED BY: ______CLB_______ DATE: _ 10/7/2019___ Load Case #2 Hydraulic Fracture during Grouting Grouting with cement/bentonite grout Assumed max allowable pressure at the bottom of bore hole p allowable γallowable hdepth2304 psf Weight of grout at the bottom of bore hole p grout.weight γgrout hdepth3800 psf IF original ground water table at top of bore hole h water hdepth Initial pore pressure u w γw h water2496 psf p pressurize pallowable p grout.weightu w1000 psf Check pressure in the bore hole: p b p pressurize pgrout.weight4800 psfp b pfOkay IF Ground water table is below bottom of bore hole h water 0ft u w γw h water0 psf p pressurize pallowable p grout.weightu w1496psf<0, No need for pressurization p b p grout.weight 3800 psfp b pf.dryOkayDRAFT APPENDIX E PROJECT ORGANIZATIONAL CHART DRAFT City of Northampton Department of Public Works David Veleta, P.E. City Engineer (413) 587-1570 ext. 4310 GZA Matthew Taylor, P.E. Principal / Vice President O: (781) 278-5803 C: (781) 686-3737 GZA Richard Ecord, CIH, CSP Director of Health and Safety O: (781) 278-3809 C: (404) 234-2834 GZA Chris Tsinidis Lead Field Engineer Site Health and Safety Supervisor O: (781) 278-5833 C: (978) 602-3800 Drilling Subcontractor GZA Christopher Baker, P.E. Senior Project Manager O: (781) 278-5881 C: (781) 856-5645 DRAFT APPENDIX F SITE-SPECIFIC DRILLING CHECKLIST DRAFT SITE-SPECIFIC DRILLING CHECKLIST Site Specific Drilling Checklist – Connecticut River and Mill River Levee System – Drilling and Testing Project Page 1 1. CLIENT/SITE/PROJECT INFORMATION Site Name: Connecticut River and Mill River Levee Systems Client: City of Northampton Site Address: Northampton, Massachusetts Site Info: Work to take place at the Connecticut River Levee and the Mill River Levee. Job/Project #: 01.0174343.00 Estimated Start Date: October 2019 Estimated Finish Date: November 2019 2. PROJECT CONTACT INFORMATION Name / Email: Company / Assigned Role: Telephone Notes Matthew A. Taylor Matthew.Taylor@gza.com Principal-in-Charge, GZA Office: (781) 278-5803 Mobile: (781) 686-3737 Christopher L. Baker Christopher.Baker@gza.com Project Manager, GZA Office: (781) 278-5881 Mobile (781) 856-5645 Chris Tsinidis Chris.Tsinidis@gza.com Geotechnical Engineer, GZA Office: (781)-278-5833 Mobile: (978)-602-3800 3. SCOPE OF WORK Scope of work consists of the following (to be performed by Subcontractor, unless otherwise noted): • Perform 22 test borings – fourteen (14) on the Connecticut River Levee and eight (8) on the Mill River Levee; • Collect split spoon samples for pervious material and Shelby tube samples for impervious material 4. EXPLORATION INFORMATION Rig Type (check as many as applicable): Truck Rig ATV Soil Scout Barge-Mounted Other: ________________ # of Borings ____22_________ Diameter: ___SW/PW/HW____ # of Wells ______0_________ Diameter: _____n/a_________ Vibrating Wire Sensors: ______n/a_________ # of Piezometers ______0_______ Diameter: _______n/a______ Vibrating Wire Sensors: ______n/a_______ Road Boxes ________ Protective Casings ___n/a ___ EXPLORATION INFORMATION (Continued) Water Available On-Site? Yes No Location: City of Northampton, DPW_ Restrictions: _______________ Police Detail Required? Yes No Location:_________________________ Responsibility: _______________ GPR / Vacuum Excavation Required? Yes No Other: DRAFT SITE-SPECIFIC DRILLING CHECKLIST Site Specific Drilling Checklist – Connecticut River and Mill River Levee System – Drilling and Testing Project Page 2 5. PRE-WORK CHECKLIST Site-Specific Health and Safety Plan (No work shall be performed by GZA personnel without approved HASP in place) Public Utility Clearance By Whom:_Digsafe____ Date: _____________ Ticket No. _____________________ Clearance for On-site Utilities (by Owner) Subcontractor Certificate of Insurance (with GZA and Owner as Additional Insured) Existing Subsurface Information for Site? Yes No Reviewed? Yes No Existing Instrumentation at Site? Yes No Reviewed? Yes No Describe known subsurface conditions: __Anticipated subsurface conditions are noted on the Boring Schedule (Work Plan Attachment 4), and are based on a review of the available boring logs and as-built drawings. ___________________ 6. POTENTIAL HAZARD ASSESSMENT (CHECK ALL THAT APPLY) Potential Artesian Conditions Hydraulic Fracturing (due to drilling or grouting) Damage to Corewall / Outlets / Appurtenances Transport of Soil Material / Borehole Collapse Uncontrolled Seepage Rockfill / Riprap Water/Barge Borings On-Slope Borings Drilling/Coring Through Concrete or Masonry Dam Work Inside Inspection Gallery Excavations / Test Pits Other: Leaving boreholes open overnight or the weekend. 7. SITE-SPECIFIC OVERVIEW OF HAZARDS/MITIGATIONS (Based on #6, above) Describe the potential hazards expected to be present at the site (refer to items checked in Section 6 above), and describe the planned mitigation measures to be implemented. Use brief abstract statements or more detailed narrative as may be appropriate. POTENTIAL HAZARDS: MITIGATIONS: Artesian conditions encountered during test boring, resulting in uncontrollable flow or transport of soil: The levees are not currently retaining water, and, in most cases, the drilling will be completed from the crest of the levees. Therefore, artesian conditions within the borings is not anticipated. In the unlikely event that uncontrollable flow is encountered during drilling, the Subcontractor shall take the appropriate measures. This may include one or more of the following actions: • Add additional casing to top of well until static water level is reached; • Insert a pneumatic or mechanical packer/plug into casing; and/or • Install a ball or gate valve at the top of the casing After flow conditions have been controlled, the Contractor will grout the borehole using the grout mixes. Depending on conditions encountered, packers and/or casing may be required to be grouted in-place. Borehole collapse/Rockfill/Riprap: All boreholes shall be advanced using drive and wash drilling methods. Percussion (down-hole hammer) and/or other air-based drilling methods shall not be allowed. Other drilling methods, such as the use of hollow stem augers (HSA) to penetrate near-surface riprap or rockfill, shall only be allowed with approval of the Engineer, based on the soil and groundwater conditions encountered. “Open hole” drilling methods shall not be used. Regardless of the method, a positive head of water shall be maintained throughout advancement of the borehole. Hydraulic fracturing during drilling: Only water shall be allowed for use as a drilling fluid, air or bentonite drilling mud shall not be allowed. The drill bit shall not be advanced beyond the casing unless approved by the engineer and the USACE, based on the soil and groundwater conditions present. The drill string shall be raised/lowered slowly so as to mitigate the potential to generate significant changes in pressure. DRAFT SITE-SPECIFIC DRILLING CHECKLIST Site Specific Drilling Checklist – Connecticut River and Mill River Levee System – Drilling and Testing Project Page 3 POTENTIAL HAZARDS: MITIGATIONS: Hydraulic fracturing during grouting: The maximum grout pressure should not exceed 0.4 psi per foot of depth including the weight of grout and allowing for the groundwater/piezometric levels, OR at a pressure just sufficient to overcome artesian pressure within the borehole and induce grout movement into the hole. Damage to Corewall / Outlets / Appurtenances Utility clearance to be conducted by Digsafe and the Owner (City of Northampton) prior to drilling. In locations where a corewall is present based on available drawings, the borehole will be offset from the center of the levee to avoid drilling into/through the corewall. Leaving boreholes open overnight or over the weekend. To the extent practicable, the driller shall schedule their work such that boreholes are started and completed during one work day or at minimum be completed by the end of the work week. It is understood that in some instances this will not be possible due to the depth of some of the holes. When it is necessary to leave an open borehole overnight or over the weekend, the following steps shall be undertaken: • Prior to leaving the site after any workday, the driller shall ensure that the hole is entirely cased. • The borehole casing shall be filled with water at the end of the work day and a threaded steel end cap screwed onto the top of the exposed casing. The end cap shall be backed with a drill-rod affixed to the drill rig swivel. • An evaluation of whether artesian conditions are present shall be undertaken by the driller in coordination with the Consultant. • If it is determined artesian conditions are present, an appropriately sized mechanical packer shall be inserted into the upper portion of the casing such that the casing is sealed preventing any outflow of water or soil. DRAFT SITE-SPECIFIC DRILLING CHECKLIST Site Specific Drilling Checklist – Connecticut River and Mill River Levee System – Drilling and Testing Project Page 4 8. DAILY ON-SITE CHECKLIST (Check/Confirm Daily and For Each New Exploration) Date: _____________________ Exploration No.: ___________________________ Item: Notes / Comments Rig setup is stable? Yes No* Unanticipated loss of water during drilling? Yes* No Casing driven to/below bottom of borehole at end of day? Yes No* Blow-in / Running Sands / Collapse? Yes* No Settlement of casing or ground around borehole? Yes** No Increased seepage or turbidity near boring? Yes** No Unanticipated flow conditions in borehole? (Rapidly rising/falling levels, surging, etc.) Yes** No Drill rig and work area secured against vandalism at end of day? Yes No* Whirlpools/vortices noted upstream of boring location (or adjacent to barge)? Yes** No Changes in volume or clarity of flow from pipes/outlets adjacent to drilling? Yes* No *Checkboxes with an asterisk require comment, and conditions should be discussed with Project Manager. **Checkboxes with double asterisk require a “Stop Work” and call to the Project Manager when observed. DRAFT SITE-SPECIFIC DRILLING CHECKLIST Site Specific Drilling Checklist – Connecticut River and Mill River Levee System – Drilling and Testing Project Page 5 9. BOREHOLE CLOSEOUT CHECKLIST (To Be Performed on Completion of an Exploration) Date: _____________________ Exploration No.: ___________________________ Item Notes/Comments Has boring been grouted to surface? Yes No* Excessive grout take observed (>125% of theoretical volume)? Yes** No Significant settlement of grout observed after 24 hours? Yes** No Excess cuttings have been properly disposed? Yes No* *Checkboxes with an asterisk require comment, and conditions should be discussed with Project Manager. **Checkboxes with double asterisk require a “Stop Work” and call to the Project Manager when observed. DRAFT SITE-SPECIFIC DRILLING CHECKLIST Site Specific Drilling Checklist – Connecticut River and Mill River Levee System – Drilling and Testing Project Page 6 10. PLAN ACKNOWLEDGEMENT AND APPROVALS GZA WORK PLAN APPROVALS GZA Employee / Role Signature Date Christopher Baker Project Manager Matthew Taylor Principal in Charge Tom Jenkins Consultant Reviewer GZA WORK PLAN – SITE STAFF ACKNOWLEDGEMENT I have read and understand the information set forth in this Plan. GZA Employee Name GZA Employee Signature Date GZA WORK PLAN – SUBCONTRACTOR ACKNOWLEDGEMENT The following individuals indicate their acknowledgement and/or approval of the contents of this Site -Specific Work Plan based on their understanding of project work activities, associated hazards and the appropriateness of measures to be implemented. Subcontractor Employee Name Subcontractor Employee Signatures Date DRAFT SITE-SPECIFIC DRILLING CHECKLIST Site Specific Drilling Checklist – Connecticut River and Mill River Levee System – Drilling and Testing Project Page 7 11. ATTACHMENTS • Attachment A – List of Required Materials and Support Equipment DRAFT SITE-SPECIFIC DRILLING CHECKLIST Site Specific Drilling Checklist – Connecticut River and Mill River Levee System – Drilling and Testing Project Page 8 Attachment A List of Required Materials and Support Equipment The Subcontractor shall maintain sufficient backup equipment and supplies in accordance with the site-specific work plan provided by the Consultant to execute the emergency measures contained therein should they be necessary, as judged by the Consultant and/or Owner in the field during drilling. These materials and equipment shall constitute the minimum requirements necessary for emergency response. These materials and equipment shall be kept on-hand in addition to those required to execute the borings. Once borings have been completed, these materials may be used for other work on site, or removed. The Subcontractor may propose alternates or amendments to the list, provided that the intent of the work plan and Contract Documents are met, in the opinion of the Consultant and the Owner. Materials shall be kept at a location readily accessible by the Subcontractor during execution of the borings. Ideally, emergency materials and equipment should be kept on a service truck or trailer as close to the work area as possible, and in no case more than a 5-minute drive from the work area. Additional Required Materials: 1. Type I/II Portland Cement – (35) 94-lb. bags (1 pallet) 2. ASTM C-33 Sand – (56) 50-lb. bags (1 pallet) 3. Powdered Bentonite – (5) 50-lb bags 4. Bentonite Pellets – (10) 50-lb bags Additional Optional Materials: 1. Anti-Washout Admixture – (1) 5-gallon pail 2. Concrete Set Accelerator (for Type I/II Cement only) – (1) 5-gallon pail Additional Required Equipment: 1. Flush-jointed Casing – Provide at least (1) 1-foot and (2) 2-foot long sections of casing. Maximum casing section for the following casings shall be 5 feet. a. 25 linear feet of 6-inch ID casing (SW) b. 70 linear feet of 5-inch ID casing (PW) c. 70 linear feet of 4-inch ID casing (HW) 2. Portable Grout Pump/Plant – (1). 3. Spare Hoses for Grout Pump/Plant – 300 linear feet. 4. Inflatable/mechanical packers or pipe plugs – (2) solid, (2) with bypass a. Packers/plug with bypass shall be provided in the event that insertion of a tremie tube for grouting below packer/plug is required. b. Packers/plugs provided shall be capable of sealing the range of casing diameters listed above. If necessary, provide multiple packer/plug types to cover range of diameters. c. Packers/plugs shall be capable of withstanding at least 40-feet of head pressure. 5. Spare pressure gauge for discharge end of grout hose. 6. Threaded casing cap(s) with adapter(s) for valve and pressure gauge. DRAFT Proactive by Design APPENDIX D DAILY FIELD REPORTS DRAFT 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. DRAFT Photo 1: NEBC Drill Rig 1 drilling at MR3 facing south. Photo 2: NEBC Drill Rig 2 drilling at MR-6, facing north. DRAFT 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, DRAFT MILL RIVER DIVERSIONPLANPLANDRAFT 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 bgsDRAFTDRAFT 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.DRAFTDRAFT 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 PROGRAMDRAFT DRAFT 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. DRAFT Photo 1: NEBC Drill Rig 1 drilling at MR-7 facing south. Photo 2: NEBC Drill Rig 2 drilling at MR-3, facing south. DRAFT 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, DRAFT MILL RIVER DIVERSIONPLANPLANDRAFT 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 hoursDRAFTDRAFT 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 hoursDRAFTDRAFT 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 SYSTEMSDRAFT DRAFT 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).DRAFT 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,DRAFT MILL RIVER DIVERSIONPLANPLANDRAFT 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 hoursDraftDRAFT 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 QUANTITIESDRAFT DRAFT 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.DRAFT 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,DRAFT MILL RIVER DIVERSIONPLANPLANDRAFT 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 hoursDraftDRAFT 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 CompleteDRAFT DRAFT 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.DRAFT 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,DRAFT MILL RIVER DIVERSIONPLANPLANDRAFT 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 hoursDraftDRAFT 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% 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 21 20 105% 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 30 33.5 32 44 36 36 30 817.5 791 103% 10 Asphalt Patch Bag 0 2 0% 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 DraftDRAFT 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.DRAFT 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,DRAFT MILL RIVER DIVERSIONPLANPLANDRAFT 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 drillingDraftDRAFT 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 PROGRAMDRAFT DRAFT Proactive by Design APPENDIX E 2020 TEST BORING LOGS DRAFT 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 DRAFT 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 DRAFT 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 DRAFT 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 DRAFT 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 DRAFT 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 DRAFT 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 DRAFT 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 DRAFT 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 DRAFT 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 DRAFT 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 DRAFT 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 DRAFT 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 DRAFT 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 DRAFT 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) DRAFT Proactive by Design APPENDIX F GEOTECHNICAL LABORATORY TEST RESULTS DRAFT 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 DRAFT 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-B124DRAFT 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-B125DRAFT 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-B126DRAFT 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-B127DRAFT 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-B128DRAFT 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-B129DRAFT 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-B130DRAFT 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-B132DRAFT