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Drilling Work Plan_Northampton Levee_Revised - 11-20-19 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 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: 01.0174343.00 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 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 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 ______________________________________ 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). 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. 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 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. 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. 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. 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. 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 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 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 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. 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 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 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. FIGURES PROJ. MGR.: CLBDESIGNED BY: YYREVIEWED BY: CLBOPERATOR: YYDATE: 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.yuanCON NEC TICU T 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 L e g e n d $1 Pump_stations E Station Closure Structures Floodwall Levee 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 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 TABLE 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 Schedule APPENDIX A SELECT RECORD DRAWINGS 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 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 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 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 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 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 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 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 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 APPENDIX B AS-BUILT DRAWINGS WITH APPROXIMATE PROPOSED BORING LOCATIONS WILLIAMS STREETHANCO C K S T R E E T EASTE R N 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-1 LOCUS VENT URERS FIEL D R O A D NORTHEAST 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 LOCUS VENTURERS FIELD ROADVENT URERS FIEL D R O A D LOCUS 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 *'04;564''6*'04;564''6LOCUSVENTURERS 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 INTERSTATE 91HEN R Y S T R E E T LOCUS 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 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 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 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-13 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 MILL RIVER DIVERSIONPLANPLANMillRiverProposedBoringsCityofNorthampton-LeveeCertificationNorthampton,MassachusettsProjectNo.:01.0174343.00Date:10/22/2019LegendApproximateLocationofProposedBoringMR-1MR-2MR-3MR-4MR-5MR-6MR-7MR-8MR-1 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-8 APPENDIX C TECHNICAL SPECIFICATIONS FOR DRILLING AND SAMPLING 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. 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 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 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 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. 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. 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. 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. 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. 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 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 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. 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, 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 - 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. 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 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. NORTHAMPTON LEVEE CERTIFICATION SUBSURFACE EXPLORATION PROGRAM TECHNICAL SPECIFICATIONS FOR DRILLING AND SAMPLING Page 18 PART 4 - MEASUREMENT AND PAYMENT Not Used END OF SECTION APPENDIX D HYDROFRACTURE POTENTIAL CALCULATIONS 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-was h 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) 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 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Okay 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Okay APPENDIX E PROJECT ORGANIZATIONAL CHART 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 APPENDIX F SITE-SPECIFIC DRILLING CHECKLIST 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: 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. 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. 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. 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. 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 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 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.