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D-312319-001-B Response
Page 1 of 1 Shop Drawing Submittal Response Date: October 22, 2025 Project Name: Town of Yarmouth – Wastewater Collection & WRRF Phase 1 Contract 5 Submittal: D-312319-001-A – Dewatering Spec Section No.: 321123 Reviewer: B. Deely Review Status: ☒ CODE 1: Approved ☐ CODE 2: Approved As Noted ☐ CODE 3: Approved As Noted/Resubmit - Resubmission required ☐ CODE 4: Rejected ☐ CODE 5: Receipt Acknowledged (Not Subject to the Engineer’s Approval) Comments: 1. No Comments. SHOP DRAWING REVIEW ☒ Approved ☐ Approved As Noted ☐ Approved As Noted/Resubmit ☐ Full ☐ Partial ☐ Rejected ☐ Receipt Acknowledged (Not Subject to the Engineer’s Approval) The Contractor is responsible for the details and dimensions of fabrication and manufacture, the means, methods, techniques, sequences, or procedures of construction, and performing its work in a safe manner. The Contractor is also responsible for confirmation and verification of all field measurements, and coordination with other related shop drawings and Contract requirements. The Engineer’s review of this shop drawing is limited to review for conformance with the Contract Documents and design concept. This review does not relieve the Contractor from errors or omissions in the submittal, or from the Contractor’s responsibility of addressing any deviations from the Contract Documents, or for any other Contract requirement. Note: The review of shop drawings containing design calculations or drawings signed and sealed by a professional engineer (“Contractor Specialty Engineer”) does not constitute a detail check of calculations, nor does it relieve the Contractor’s Specialty Engineer from the responsibility for the design and detailing of the specialty component or system contained in such shop drawings. By: B. Deely Date: 10/20/25 Project: Yarmouth - WW Phase 1 - C5 Rt 28 Yarmouth, Massachusetts Submittal #312319-001.B - Dewatering 312319 - Dewatering Revision B Submittal Manager Dereck Pacheco (Dig It Construction LLC) Status Open Date Created Oct 2, 2025 Spec Section 312319 - Dewatering Responsible Contractor Dig It Construction LLC Received From Final Due Date Oct 16, 2025 Lead Time Cost Code Location Type Submittal Package Approvers Amanda Hepner (CDM Smith) Ball in Court Amanda Hepner (CDM Smith) Distribution Amanda Hepner (CDM Smith), Angelina Franklin (Dig It Construction LLC), Jason DelleFemine (Wright and Pierce), Keith Fernandes (Dig It Construction LLC), Lou Ragozzino (Wright and Pierce), Michael OMalley (CDM Smith), Priscilla Bloomfield (CDM Smith) Description Please see attached for revised submittal. Submittal Workflow Name Sent Date Due Date Returned Date Response Attachments General Information Attachments D-312319-001-B Dewatering.pdf Amanda Hepner Oct 2, 2025 Oct 16, 2025 Pending Page 1 of 1 Printed On: Oct 6, 2025 12:55 PM EDT LETTER OF TRANSMITTAL DATE: 10/1/2025 TO: CDM Smith ATTENTION: Michael P. Guidice, P.E. Senior Project Manager FROM: Dig-It Construction LLC PROJECT NAME: Yarmouth – Contract #5 -Wastewater Collection System 22 Diamonds Path S.Dennis Ma 02660 Office: 508-432-1635 WE ARE SENDING YOU ☒Submittal ☒Shop Drawings ☐Other Certification Statement: By this submittal, Dig-It Construction LLC hereby represent that we have determined and verified all field measurements, field construction criteria, materials, dimensions, catalog numbers and similar data and we have checked and coordinated each item with other applicable approved shop drawings and all Contract requirements COPIES DATE SPEC Description D-312319-001-B Dewatering THESE ARE TRANSMITTED as checked below ☒For approval ☐As requested ☐Returned for corrections REMARKS: Thank you, SIGNED: Keith Fernandes An Equal Opportunity Employer M/F/V/H Temporary Dewatering Design Submittal – Rev. 1 Wastewater Collection and Water Resource Recovery Facilities: Phase 1 – Contract No. 5 Yarmouth, Massachusetts Prepared For: Dig It Construction, LLC 22 Diamonds Path #7 │South Dennis, MA 02660 Prepared By: GZA 249 Vanderbilt Avenue │ Norwood, MA 02062 781-278-3700 35 Offices Nationwide www.gza.com October 1, 2025 File No.: 02.0178208.00 Copyright ©2025 GZA GeoEnvironmental, Inc. An Equal Opportunity Employer M/F/V/H October 1, 2025 File No. 02.0178208.00 Mr. Keith Fernandes Dig It Construction, LLC 22 Diamonds Path #7 South Dennis, MA 02660 Re: Temporary Dewatering Design Submittal – Rev. 1 Response to Comments Wastewater Collection and Water Resource Recovery Facilities Phase 1 – Contract No. 5 Yarmouth, Massachusetts Dear Mr. Fernandes, GZA has received and reviewed the review comments prepared by CDM Smith dated September 19, 2025, regarding the Temporary Dewatering Design Submittal prepared by GZA and dated September 17, 2025, for the excavation to facilitate the construction of the proposed sewer utilities as part of the above referenced project located in Yarmouth, Massachusetts. We offer the following response to comments. Comment #1: Per GZA’s recommendations and the requirements of Section 310900 – Geotechnical Instrumentation and Monitoring please submit a monitoring plan to be implement on nearby and adjacent structures to monitor for settlement of existing structures due to drawdown of the groundwater table within the radius of influence of dewatering wells. Response #1: Contractor shall submit a monitoring plan in accordance with Section 310900 – Geotechnical Instrumentation and Monitoring of the Project Specifications. Comment #2: Please provide a groundwater discharge plan showing proposed locations of sedimentation basins and disposal location of dewatering water. Response #2: Groundwater shall be directed to a sedimentation tank(s) and/or dirtbag(s). After sedimentation, water shall be discharged to a potential sediment basin with overflow to an approved existing drainage structure such as a catch basin or drainage manhole per all applicable permits and Project requirements. Please refer to attached revised drawings which show potential discharge locations. Actual discharge locations shall be determined by the Contractor in the field and approved by the Engineer. October 1, 2025 02.0178208.00 Temporary Dewatering Design Submittal – RTC Phase 1 Contract No. 5, Yarmouth, MA Page | 2 Proactive by Design An Equal Opportunity Employer M/F/V/H Comment #3: Attached are laboratory test results from soils obtained from test borings for you to confirm your assumptions. Response #3: Noted. Please refer to attached analysis of provided gradation information. Based on the use of the Hazen formula, the design permeability value used seems to be reasonable and in many cases conservative. Four samples indicated permeability values greater than our design assumption. However, these soil zones appear to be isolated and the overall average permeability of the layer is less than the assumed design value for the poorly-graded sand layer. Therefore, our original design assumption appears to be reasonable. No changes to the calculations or design are required at this time. Please refer to the attached design calculations and drawings for further information. Please contact James McDermott at (781) 223-0980 or Rasim Tumer at (781) 278-5884 with any questions or comments that you may have. Sincerely, GZA James McDermott (for) Bradford Roberts, P.E. Project Manager Senior Principal/Consultant Reviewer Rasim Tumer, P.E. Senior Principal An Equal Opportunity Employer M/F/V/H October 1, 2025 File No. 02.0178208.00 Mr. Keith Fernandes Dig It Construction, LLC 22 Diamonds Path #7 South Dennis, MA 02660 Re: Temporary Dewatering Design Submittal – Rev. 1 Wastewater Collection and Water Resource Recovery Facilities Phase 1 – Contract No. 5 Yarmouth, Massachusetts Dear Mr. Fernandes, At your request, GZA has prepared the attached design computations and drawings for the Temporary Dewatering System required for the excavation to facilitate the construction of the proposed sewer utilities as part of the above referenced project located in Yarmouth, Massachusetts. The type and layout of the dewatering system has been developed through a collaborative effort between GZA and Dig It Construction (the Contractor, and their dewatering Subcontractor McQuilkin Dewatering, LLC) and is based on the proposed construction requirements shown on the Contract Documents. The enclosed package provides typical plans, cross sections, details, proposed equipment, and general & material notes, for the proposed dewatering system. Geotechnical Profile: The Geotechnical profile considered in the design of the dewatering system for the above referenced project is based on the information provided in the Project Specifications Appendix A "Yarmouth Contract 5 Boring Logs 2011" prepared by CDM Smith and dated May 2025. This appendix includes information for borings B-102A to B-104, B-108 to B-130, B-133 to B-135, and B- 147 to B-187, performed at the Project Site between January and April of 2011 by New Hampshire Boring, Inc. as well as boring BB-1 to BB-2 performed by New Hampshire Boring, Inc. in June of 2013. A Geotechnical Report for the Bridge Replacement Project for Bridge No. Y-01-002 (9LV) prepared by Lamson Engineering Corporation and dated 11/5/2018 was also included in the Appendix. Only boring logs and soil descriptions were originally available, but the Engineer provided additional gradation analyses as well as part of review comments. No hydraulic testing data was provided. Borings were drilled to between 10-ft and 53-ft below existing grade. Based on the information provided in the boring logs, the approximate profile consists of a layer of SAND which generally extends from the top of the borings to the bottom of the borings. There are select soil descriptions which identify a Silty-Sand, a Silt, or a Sandy Silt or Clay, but the soil is largely described as sand. Based on the boring logs, the groundwater level appears to vary considerably over the Project alignment. General Assumptions The soil profile is assumed to consist of a pervious sand layer which extends to an unknown depth. An estimated permeability value has been assigned to the sand layer based on soil descriptions from October 1, 2025 02.0178208.00 Temporary Dewatering Design Submittal – Rev. 1 Phase 1 Contract No. 5, Yarmouth, MA Page | 2 Proactive by Design An Equal Opportunity Employer M/F/V/H available borings and typical hydraulic conductivity values for natural soils (as shown in Table 1 below). This layer is assumed to have a hydraulic conductivity of approximately 0.05 cm/sec which is the logarithmic average for the range of a Poorly-Graded Sand (SP) in Table 1 below. This value appears to be conservative based on an analysis of the provided gradation analyses and estimated permeability values based on the Hazen formula from this information. For further details, please refer to the attached calculations. An impermeable layer was not identified in a majority of the Contract Borings. Therefore, for the purposes of our calculations, we have assumed the presence of an impermeable layer (bedrock/silt/clay) at approximately 50-ft below the bottom of excavation along the Project alignment. The nearest body of standing water to the proposed excavation areas is assumed to be Parkers River. This river is estimated to be as close as 50-ft from the proposed excavation which is closer than the calculated radius of influence (R) of the system. Based on TM 5-818-5, if the distance to a water source is equal to about R/2 or greater, the source of seepage can be considered a circle with a radius somewhat less than R. Therefore, the maximum radius of influence for the system is estimated to be approximately twice the distance to the existing Parkers River at each excavation area. The existing water level varies along the Project alignment, and the proposed bottom of excavation also varies across the Project alignment. The dewatering system is designed to achieve drawdown of 2-ft below the estimated general BOE. The nearby Parkers River is assumed to be tidally influenced and water levels in this area are assumed to occur at the stated High Tide Level (HTL) of EL.=+2.91-ft. Additionally, the Project alignment is near the coastline and based on information obtained from tidesandcurrents.noaa.gov, the Mean Higher High Water (MHHW) elevation at the nearby station in Chatham, MA is approximately EL.=+2.68-ft. This is generally less than the water level elevations considered in these analyses, or this water level would still fall within the permissible water levels for applicable dewatering methods. Therefore, the assumed water levels used in analysis are considered applicable if the water is tidally influenced. A deep well system is required where the excavation depth required is greater than 15-ft and/or the existing water level is greater than 7-ft above the proposed BOE. A wellpoint system may be used where the excavation required is no more than 15-ft and the existing water level is no more than 7-ft above the proposed BOE. Sump pumping may be attempted to control the groundwater where the existing water level is no more than 2-ft above the proposed BOE. Please refer to the attached marked-up Project Profile for additional information indicating where each dewatering system is estimated to be required. Please refer to the attached calculations for the basis of our groundwater control design. Referenced from: Construction Dewatering: A Guide to Theory & Practice, J. Patrick Powers, P.E., Wiley Series of Practical Construction Guides Min.Max.Min.Max.Min.Max. Open Gravel (GP)10000 1.E+00 3.28E-02 Uniform Gravel (GP)2000 10000 2.E-01 1.E+00 6.56E-03 3.28E-02 Well Graded Gravel (GW)500 3000 5.E-02 3.E-01 1.64E-03 9.84E-03 Uniform Sand (SP)50 2000 5.E-03 2.E-01 1.64E-04 6.56E-03 Well Graded Sand (SW)10 1000 1.E-03 1.E-01 3.28E-05 3.28E-03 Silty Sand (SM)10 50 1.E-03 5.E-03 3.28E-05 1.64E-04 Clayey Sand (SC)1.0 10 1.E-04 1.E-03 3.28E-06 3.28E-05 Silt (ML)0.5 1 5.E-05 1.E-04 1.64E-06 3.28E-06 Clay (CL)0.0001 0.1 1.E-08 1.E-05 3.28E-10 3.28E-07 Description Table1: Range of Hydraulic Conductivity of Natural Soils (k) (Powers) 10-4 cm/sec cm/sec ft/sec October 1, 2025 02.0178208.00 Temporary Dewatering Design Submittal – Rev. 1 Phase 1 Contract No. 5, Yarmouth, MA Page | 3 Proactive by Design An Equal Opportunity Employer M/F/V/H Estimated Flow Rates Our analysis is based on the assumed soil permeability value and existing groundwater levels stated above. The design for the deep wells assumes gravity flow to a partially penetrating well system. The required drawdown elevation was set at 2-ft below the bottom of excavation. Refer to the summary table below and attached calculations for estimated flow rates for the dewatering system in the areas where deepwells are anticipated. Table 2. Dewatering Analysis Summary Location Permeability (cm/sec) Number of Wells Estimated Flow Per Well (gpm) C-1 Main St. (Rt. 28) @ Pump Station No. 3 5.00E-02 Various Max. Well 300 C-2 Main St. (Rt. 28), Winslow Gray Rd, & Ruby St. Max. Well 120 The design for the wellpoints assume gravity flow to a partially penetrating slot with a line source on either side of the trench. The required drawdown elevation was set at 2-ft below the bottom of excavation. The estimated maximum steady state flow per wellpoint (spaced at 5’-0” on center) is 9.1-gpm when a minimum of 400-ft from an existing body of water and 20.7-gpm when a minimum of 175-ft from an existing body of water. Please refer to the attached calculations for additional information. The design for the trench when sumping is assumed is based on gravity flow to a partially penetrating slot with a line source of either side of the trench. The excavation is assumed to be a minimum of 175-ft from an existing body of water. The estimated maximum steady state flow to drawdown water to 2-ft below the proposed BOE is estimated to be 1.71- gpm per foot of excavation trench. Please refer to the attached calculations for additional information. Please note that the groundwater flow rates will vary based on the actual field conditions encountered and the initial flow rates may be greater than the estimated steady state flow rates (approximately 30% higher). GZA recommends that the dewatering system is monitored for flow and that the drawdown is monitored using observation wells (by Others). Based on the actual conditions and the performance of the dewatering system, notify GZA if the required drawdown is not achieved so that GZA can update the design as required. Any potential changes to the system, such as the addition or removal of wells, will be assessed at that time. Dewatering System We recommend a deep well system is used where the excavation required is greater than 15-ft and/or the existing water level is greater than 7-ft above the proposed BOE. Deep wells shall be drilled to 40-ft below existing grade or to refusal, whichever requirement is met first. The wells shall be installed at mutually agreed upon locations (refer to attached plans for proposed well locations and depths). Each well shall be drilled using a nominal 30-in diameter borehole. A 12-inch diameter well with 20-ft of standard PVC mill-slot screen and PVC riser casing shall be placed within the annulus of the borehole. Select filter sand/gravel shall be placed within the screened zone of each well. The remainder of the well boreholes shall be filled with clean sand up to the ground surface. Refer to attached well details for additional information. Filter sand/gravel gradation shall be based on the in-situ soil conditions and will be evaluated at the time of drilling. Each well shall be furnished with a 3” electric well pump capable of maintain the required flow October 1, 2025 02.0178208.00 Temporary Dewatering Design Submittal – Rev. 1 Phase 1 Contract No. 5, Yarmouth, MA Page | 4 Proactive by Design An Equal Opportunity Employer M/F/V/H rate. The well pump shall be appropriately sized for the actual groundwater, soil, and flow conditions encountered in the field. Standby equipment and standby power supply shall be provided as required. We recommend that wellpoints shall be used where the excavation required is no more than 15-ft and the existing water level is no more than 7-ft above the proposed BOE. Wellpoints shall be installed by jetting to a depth of 23-ft below existing grade. The jetted borehole shall be a minimum of 6-in in diameter and filled with filter sand. The wellpoint shall be 1.5-in diameter with a 30-inch screened zone with 0.010” slot openings. Wellpoints shall be installed with a vacuum manifold and shall be connected to a wellpoint dewatering pump with a 880-gpm minimum capacity. The wellpoints and deepwells are currently shown on one side of the proposed trench excavation. The support of excavation system is designed by others, but if the chosen support of excavation system cuts off water from the wells/wellpoints on the opposite side of the trench, then wells/wellpoints may be required to be installed on both sides of the trench excavation. Sump pits shall be provided within the excavation to supplement dewatering as required and to maintain water 2-ft below the bottom of excavation as required. Sump pits may be used as the primary dewatering method where the existing water is no more than 2-ft above the proposed BOE elevation. The dewatering system shall be monitored in the field. Adjust pump size and provide sump pits as required based on actual flow rates and groundwater conditions observed. Notify GZA if the actual field conditions vary from those assumed herein and if the dewatering system is inadequate to draw down groundwater to the desired level or to provide a stable bottom of excavation so that the design can be reevaluated. Please note that this dewatering system will cause groundwater drawdown adjacent to the site. GZA recommends monitoring of nearby structures to observe if any settlement occurs due to the lowering of the groundwater table. Notify GZA if excessive settlement of any adjacent structures is observed so that the effect of the dewatering system can be evaluated. Groundwater Discharge Monitoring of groundwater shall be conducted in accordance with the all required Permits and all Project Requirements. Groundwater, at a minimum, shall pass through a sedimentation tank and/or a dirt bag prior to discharge. A sedimentation tank was sized to be at least 7.3-ft x 13.5-ft x 4-ft deep to settle out fine sand particles (particle size = 0.1mm or larger) assuming a maximum flow rate of 1200-gpm. The actual number and size of sedimentation tanks shall be adjusted in the field as required based on actual conditions encountered and actual testing and observation of discharge. After sedimentation, discharge shall be directed to a potential sediment basin with overflow to an existing drainage structure such as a catch basin or drainage manhole. Discharge areas shall be an approved area as specified in the Project Specifications. Groundwater discharge should be observed prior to the dirt bag and/or sedimentation tank in order to verify all wells are pumping and to observe if there are fines present in the discharge. Groundwater Monitoring Monitor the discharge flow into the silt bag/sedimentation tank and infiltration basin per all applicable Permits and all Project requirements. October 1, 2025 02.0178208.00 Temporary Dewatering Design Submittal – Rev. 1 Phase 1 Contract No. 5, Yarmouth, MA Page | 5 Proactive by Design An Equal Opportunity Employer M/F/V/H Proposed Construction Sequence for Dewatering Operations 1.Field locate all utilities and existing structures which may interfere with the proposed construction. 2.Layout and install temporary support of excavation system (by Others). 3.Layout and install deep wells and/or wellpoints at the approximate locations and to the required depths as shown herein and ancillary piping to sedimentation tank(s)/dirt bag(s). Provide a system which enables observation of the groundwater discharge at the sedimentation tank(s)/dirt bag(s) to verify all pumps are working and if there are fines present in the discharge. The actual locations of the system to be determined in the field. 4.Develop wells that have been installed. 5.Monitor and treat discharged groundwater in accordance with the General Permit and Contract Specifications. 6.Begin excavation (by others). 7.Verify required drawdown has been achieved using monitoring wells. Install additional wells and provide supplemental local sumping as required to dewater any perched groundwater or seepage within the excavation. 8.Excavate to the bottom of excavation and perform required work in accordance with the Contract Documents and Requirements. 9.Grout well holes or remove dewatering system upon completion of proposed construction and backfilling in accordance with the Contract Documents and Specifications. Summary The dewatering system herein has been designed based on an assumed permeability value based on the information provided in the Contract Documents. Please note that the actual flow rates will vary in the field. The dewatering system may require adjustment in the field based on an observational approach in order to facilitate the proposed excavation and construction operations based on the actual groundwater and soil conditions. GZA shall be notified if the soil and groundwater conditions encountered differ from those assumed herein. GZA shall be notified if the required water drawdown is not achieved, or the bottom of excavation is not stable due to the presence of water so that the system can be re-evaluated. We recommend monitoring nearby structures to detect if drawdown from the dewatering system is causing settlement of any adjacent structures. Notify GZA if excessive settlement of any adjacent structures is observed so that the effect of the dewatering system can be evaluated. Please refer to the attached design calculations and drawings for further information. Please contact James McDermott at (781) 223-0980 or Rasim Tumer at (781) 278-5884 with any questions or comments that you may have. Sincerely, GZA James McDermott (for) Bradford Roberts, P.E. Project Manager Senior Principal/Consultant Reviewer Rasim Tumer, P.E. Senior Principal October 1, 2025 02.0178208.00 Temporary Dewatering Design Submittal – Rev. 1 Phase 1 Contract No. 5, Yarmouth, MA Page | 6 Proactive by Design An Equal Opportunity Employer M/F/V/H Table of Contents Temporary Dewatering Design Submittal – Rev. 1 Wastewater Collection and Water Resource Recovery Facilities Phase 1 – Contract No. 5 Yarmouth, Massachusetts Drawings Description DW-0 – DW-3 – REV. 1 General Notes, Well System, Construction Sequence, Plan Views, and Typical Details Marked-up Contract Profile.pdf Delineation between dewatering requirements along alignment Calculations Description Geotechnical Profile & Dewatering Summary_R0.xmcd Dewatering Analysis Assumptions & Summary Geotechnical Data Analysis_R1.xlsx Gradation Analysis Summary Groundwater Drawdown Calculations_R0.xmcd Dewatering and drawdown estimation Filter & Well Yield Analysis_R0.xlsx Well Capacity Calculations References Description Slotted PVC Well Casing.pdf Well Casing Material Specification Pump Cut Sheets.pdf Electric Submersible Pump Cut Sheets Tidal Datums.pdf Tide info from tidesandcurrents.noaa.gov October 1, 2025 02.0178208.00 Temporary Dewatering Design Submittal – Rev. 1 Phase 1 Contract No. 5, Yarmouth, MA Page | 7 Proactive by Design An Equal Opportunity Employer M/F/V/H DRAWINGS SHEET NO. GZA GeoEnvironmental, Inc. Engineers and Scientists PREPARED BY:PREPARED FOR: www.gza.com PROJECT NO.DATE:REVISION NO. DESIGNED BY: PROJ MGR: DRAWN BY: REVIEWED BY:CHECKED BY: SCALE:AS NOTED RT JPM RMC JPM JPM 1 OF 4 DW-0 DRAWING 102.0178208.009/17/2025 TEMPORARY DEWATERING GEN. & DEWATERING NOTES; CONSTRUCTION SEQUENCE WASTEWATER COLLECTION AND WATER RESOURCE RECOVERY FACILITIES: PHASE 1 - CONTRACT NO. 5 YARMOUTH, MASSACHUSETTS SHEET NO. GZA GeoEnvironmental, Inc. Engineers and Scientists PREPARED BY:PREPARED FOR: www.gza.com PROJECT NO.DATE:REVISION NO. DESIGNED BY: PROJ MGR: DRAWN BY: REVIEWED BY:CHECKED BY: SCALE:AS NOTED RTRT JPM RMC JPM JPM 2 OF 4 DW-1 DRAWING 102.0178208.009/17/2025 TEMPORARY DEWATERING MAIN STREET @ PUMP STATION NO. 3 WASTEWATER COLLECTION AND WATER RESOURCE RECOVERY FACILITIES: PHASE 1 - CONTRACT NO. 5 YARMOUTH, MASSACHUSETTS 0 8'8'16'32'48' SCALE IN FEET: 1/16" = 1'-0" N SHEET NO. GZA GeoEnvironmental, Inc. Engineers and Scientists PREPARED BY:PREPARED FOR: www.gza.com PROJECT NO.DATE:REVISION NO. DESIGNED BY: PROJ MGR: DRAWN BY: REVIEWED BY:CHECKED BY: SCALE:AS NOTED RTRT JPM RMC JPM JPM 3 OF 4 DW-2 DRAWING 002.0178208.009/17/2025 TEMPORARY DEWATERING MAIN STREET (ROUTE 28), WINSLOW GRAY ROAD, & RUBY STREET WASTEWATER COLLECTION AND WATER RESOURCE RECOVERY FACILITIES: PHASE 1 - CONTRACT NO. 5 YARMOUTH, MASSACHUSETTS N 0 12.5'25'50'75' SCALE IN FEET: 1" = 25' SHEET NO. GZA GeoEnvironmental, Inc. Engineers and Scientists PREPARED BY:PREPARED FOR: www.gza.com PROJECT NO.DATE:REVISION NO. DESIGNED BY: PROJ MGR: DRAWN BY: REVIEWED BY:CHECKED BY: SCALE:AS NOTED RT JPM RMC JPM JPM 4 OF 4 DW-3 DRAWING 002.0178208.009/17/2025 TEMPORARY DEWATERING TYPICAL DEWATERING DETAILS WASTEWATER COLLECTION AND WATER RESOURCE RECOVERY FACILITIES: PHASE 1 - CONTRACT NO. 5 YARMOUTH, MASSACHUSETTS DDDDDC-1MAIN STREET (ROUTE 28)PLANPROFILEELTON ROAD HUDSON ROAD COLLEGE STREETCOURTLAND WAYAPPLEBY ROADBOG ROADNMAIN STREET(ROUTE 28)TOWN OF YARMOUTH, MASSACHUSETTSWASTEWATER COLLECTION AND WATER RESOURCE RECOVERY FACILITIESPHASE 1 - CONTRACT NO. 5PROJECT NO. CWSRF 8349/5 © 2024 3 Davol Square, Building A, Suite A-425Providence, RI 02903Tel: (401) 751-5360XREFs: [CDMS5_2436, CBSPL000, cwtwp001, XGTWP001, cstwp001, 608264_SV(EG), 608264_SV, 608264_HD (DU), 608264_HD(BRIDGE PROJ), xsvpl001, APSWP001, 2100059WS C3D2018_R3] Images: []Last saved by: LOKHANDESC Time: 5/14/2025 4:27:29 PMpw:\\cdmsmith-az02-pw.bentley.com:pw_pl1\1125\273132\04 Design Services NM_30%\02 Civil\10 BIM_CADD\Contract 5 Rte28 West - Parkers River\C001STPP.dwg DDDDDD(ADJ., B.O.)DDDDC-2MAIN STREET (ROUTE 28)PLANPROFILEWEST Y A R M O U T H R O A D WI N S L O W GR A Y R O A D TOWN OF YARMOUTH, MASSACHUSETTSWASTEWATER COLLECTION AND WATER RESOURCE RECOVERY FACILITIESPHASE 1 - CONTRACT NO. 5PROJECT NO. CWSRF 8349/5 © 2024 3 Davol Square, Building A, Suite A-425Providence, RI 02903Tel: (401) 751-5360SOUTH SEA AVENUE RUBY STREET MAIN STREET (ROUTE 28)XREFs: [XGTWP001, CBSPL000, CDMS5_2436, 608264_SV(EG), 608264_SV, cstwp001, cwtwp001, 608264_HD (DU), 608264_HD(BRIDGE PROJ), xsvpl001, 2100059WS C3D2018_R3] Images: []Last saved by: LOKHANDESC Time: 5/14/2025 6:48:25 PMpw:\\cdmsmith-az02-pw.bentley.com:pw_pl1\1125\273132\04 Design Services NM_30%\02 Civil\10 BIM_CADD\Contract 5 Rte28 West - Parkers River\C002STPP.dwg N DDDDDDDDDC-3MAIN STREET (ROUTE 28)PLANPROFILETOWN OF YARMOUTH, MASSACHUSETTSWASTEWATER COLLECTION AND WATER RESOURCE RECOVERY FACILITIESPHASE 1 - CONTRACT NO. 5PROJECT NO. CWSRF 8349/5 © 2024 3 Davol Square, Building A, Suite A-425Providence, RI 02903Tel: (401) 751-5360NREINDEERLANE MAIN STREET (ROUTE 28)SPRINGER LANE XREFs: [XGTWP001, 608264_HD(XR01), 608264_SV(EG), 608264_SV, cwtwp001, CDMS5_2436, 608264_HD(BRIDGE PROJ), xsvpl001, 608264_HD (DU), 2100059WS C3D2018_R3, 2100059WS C3D2018_R5] Images: []Last saved by: MAKASHIA Time: 5/13/2025 6:53:46 PMpw:\\cdmsmith-az02-pw.bentley.com:pw_pl1\1125\273132\04 Design Services NM_30%\02 Civil\10 BIM_CADD\Contract 5 Rte28 West - Parkers River\C003STPP.dwg DDDDDDDDDC-4MAIN STREET (ROUTE 28)PLANTOWN OF YARMOUTH, MASSACHUSETTSWASTEWATER COLLECTION AND WATER RESOURCE RECOVERY FACILITIESPHASE 1 - CONTRACT NO. 5PROJECT NO. CWSRF 8349/5 © 2024 3 Davol Square, Building A, Suite A-425Providence, RI 02903Tel: (401) 751-5360PROFILEPIERCE STREET HIGGINSCROWELL ROADSIBL E Y D R I V E NBE R R Y A V E N U EMAIN STREET (ROUTE 28)XREFs: [CDM_2436, xsvpl001, XGTWP001, 608264_SV, 608264_SV(EG), 608264_HD (DU), 608264_HD(BRIDGE PROJ), 2100059WS C3D2018_R3, cwtwp001, 2100059WS C3D2018_R5] Images: []Last saved by: MAKASHIA Time: 5/13/2025 1:54:17 PMC:\pw_pl1\MAKASHIA\d4291028\C004STPP.dwg NEPTUNE LANEC-5 MAIN STREET (ROUTE 28) AND PARKERS RIVER CROSSING PROFILE SCALE: HORIZ 1"=40'-0" VERT 1"=4'-0" ROUTE 28 PLAN PARKERS RIVER NEPTUNELANEN TOWN OF YARMOUTH, MASSACHUSETTS WASTEWATER COLLECTION AND WATER RESOURCE RECOVERY FACILITIES PHASE 1 - CONTRACT NO. 5 PROJECT NO. CWSRF 8349/5 © 20243 Davol Square, Building A, Suite A-425 Providence, RI 02903 Tel: (401) 751-5360 XREFs: [CEP000ST, TEP000MA, CWM0200, CDMS5_2436, cstwp001, xsvpl001, CBSPL000, APSWP001, 2100059WS C3D2018_R3, 608264_SV, cwtwp001, 608264_HD (DU), 608264_HD(BRIDGE PROJ), 608264_Updated Linework 20250210, 2100059WS C3D2018_R5] Images: []Last saved by: RANADEMA Time: 5/14/2025 1:03:52 PMC:\pw_pl1\RANADEMA\d4291028\C005STPP.dwg’ D D D C-6COURTLAND WAY, BOG ROAD,APPLEBY ROAD AND HUDSON ROADPROFILE "A"COURTLAND WAYAPPLEBY ROADMAIN STREET(ROUTE 28)TOWN OF YARMOUTH, MASSACHUSETTSWASTEWATER COLLECTION AND WATER RESOURCE RECOVERY FACILITIESPHASE 1 - CONTRACT NO. 5PROJECT NO. CWSRF 8349/5 © 2024 3 Davol Square, Building A, Suite A-425Providence, RI 02903Tel: (401) 751-5360NNMAIN STREET(ROUTE 28)BOG ROADMAIN STREET(ROUTE 28)HUDSON ROADNMAIN STREET(ROUTE 28)PROFILE "B"PROFILE "C"PROFILE "D"NXREFs: [mpswp001, CDMS5_2436, CBSPL000, XGTWP001, cstwp001, 608264_SV(EG), 608264_SV, 608264_HD (DU), xsvpl001, CSTPL062, 608264_HD(BRIDGE PROJ), 2100059WS C3D2018_R3, cwtwp001] Images: []Last saved by: LOKHANDESC Time: 5/14/2025 5:11:33 PMpw:\\cdmsmith-az02-pw.bentley.com:pw_pl1\1125\273132\04 Design Services NM_30%\02 Civil\10 BIM_CADD\Contract 5 Rte28 West - Parkers River\C006STPP.dwg PLAN "A"PLAN "B"PLAN "C"PLAN "D" DDDDDDDDC-7 COLLEGE STREET, ELTON ROAD, SOUTH SEA AVENUE AND WINSLOW GRAY ROAD PROFILE "A" TOWN OF YARMOUTH, MASSACHUSETTS WASTEWATER COLLECTION AND WATER RESOURCE RECOVERY FACILITIES PHASE 1 - CONTRACT NO. 5 PROJECT NO. CWSRF 8349/5 © 20243 Davol Square, Building A, Suite A-425 Providence, RI 02903 Tel: (401) 751-5360 N ELTON ROAD N COLLEGE STREET MAIN STREET(ROUTE 28)MAIN STREET(ROUTE 28)N SOU T H S E A A V E N U E MAIN STREET(ROUTE 28)W I N S L O W G R A Y R O A D MAIN STREET(ROUTE 28)PLAN "A"PLAN "B" PLAN "C" PLAN "D" PROFILE "B"PROFILE "C" PROFILE "D"XREFs: [mpswp001, CDMS5_2436, CBSPL000, cwtwp001, XGTWP001, cstwp001, 608264_SV(EG), 608264_SV, 608264_HD (DU), CSTPL062, 608264_HD(BRIDGE PROJ), xsvpl001, 2100059WS C3D2018_R3] Images: []Last saved by: MAKASHIA Time: 5/13/2025 3:14:30 PMC:\pw_pl1\MAKASHIA\d4291028\C007STPP.dwgN DDDC-8RUBY STREET, WEST YARMOUTH ROAD,SPRINGER LANE, AND MAIN STREET (ROUTE 28)TOWN OF YARMOUTH, MASSACHUSETTSWASTEWATER COLLECTION AND WATER RESOURCE RECOVERY FACILITIESPHASE 1 - CONTRACT NO. 5PROJECT NO. CWSRF 8349/5 © 2024 3 Davol Square, Building A, Suite A-425Providence, RI 02903Tel: (401) 751-5360PROFILE "A"NRUBY STREETMAIN STREET(ROUTE 28)WEST YARMOUTHROADMAIN STREET (ROUTE 28)PROFILE "B"NMAIN STREET (ROUTE 28)SPRINGER LANENPLAN "A"PLAN "B"PLAN "C"XREFs: [CDMS5_2436, CBSPL000, XGTWP001, cstwp001, 608264_SV(EG), 608264_SV, 608264_HD (DU), CSTPL062, 608264_HD(BRIDGE PROJ), xsvpl001, 2100059WS C3D2018_R3, cwtwp001, 2100059WS C3D2018_R5] Images: []Last saved by: LOKHANDESC Time: 5/14/2025 2:44:33 AMpw:\\cdmsmith-az02-pw.bentley.com:pw_pl1\1125\273132\04 Design Services NM_30%\02 Civil\10 BIM_CADD\Contract 5 Rte28 West - Parkers River\C008STPP_1_2206_30784ad7 - Copy.dwg PROFILE "C"NPROFILE "D"PLAN "D"MAIN STREET (ROUTE 28)N DD D D D D D D C-9PIERCE STREET, SIBLEY DRIVEAND BERRY AVENUE TOWN OF YARMOUTH, MASSACHUSETTSWASTEWATER COLLECTION AND WATER RESOURCE RECOVERY FACILITIESPHASE 1 - CONTRACT NO. 5PROJECT NO. CWSRF 8349/5 © 2024 3 Davol Square, Building A, Suite A-425Providence, RI 02903Tel: (401) 751-5360PROFILE "A"NPIERCE STREETMAIN STREET(ROUTE 28)PROFILE "B"PROFILE "C"NBERRY AVENUEMAIN STREET (ROUTE 28) MAIN STREET (ROUTE 28)SIBLEY DRIVENHIGGINS CROWELLROADXREFs: [mpswp001, CDMS5_2436, CBSPL000, XGTWP001, cstwp001, 608264_SV(EG), 608264_SV, 608264_HD (DU), 608264_HD(BRIDGE PROJ), xsvpl001, 2100059WS C3D2018_R3, cwtwp001, 2100059WS C3D2018_R5] Images: []Last saved by: MAKASHIA Time: 5/13/2025 6:47:37 PMpw:\\cdmsmith-az02-pw.bentley.com:pw_pl1\1125\273132\04 Design Services NM_30%\02 Civil\10 BIM_CADD\Contract 5 Rte28 West - Parkers River\C009STPP.dwg PLAN "A"PLAN "B"PLAN "C" DDD122 123 124 D D D C-10HIGGINS CROWELL ROAD,AND REINDEER LANETOWN OF YARMOUTH, MASSACHUSETTSWASTEWATER COLLECTION AND WATER RESOURCE RECOVERY FACILITIESPHASE 1 - CONTRACT NO. 5PROJECT NO. CWSRF 8349/5 © 2024 3 Davol Square, Building A, Suite A-425Providence, RI 02903Tel: (401) 751-5360PROFILE "A"HIGGINS CROWELLROADBERRY AVENUEMAIN STREET(ROUTE 28)NPLAN "A"XREFs: [CDMS5_2436, CBSPL000, XGTWP001, cstwp001, 608264_SV(EG), 608264_SV, 608264_HD (DU), CSTPL062, 608264_HD(BRIDGE PROJ), xsvpl001, 2100059WS C3D2018_R3, cwtwp001, 2100059WS C3D2018_R5] Images: []Last saved by: LOKHANDESC Time: 5/14/2025 3:01:29 AMpw:\\cdmsmith-az02-pw.bentley.com:pw_pl1\1125\273132\04 Design Services NM_30%\02 Civil\10 BIM_CADD\Contract 5 Rte28 West - Parkers River\C010STPP.dwg PROFILE "B"NMAIN STREET (ROUTE 28)REINDEER LANEPLAN "B" DDDDDC-11WINSLOW GRAY ROADPROFILEPLANWINSLOW GRAY ROADMAIN STREET - ROUTE 28AMOS ROADBOXBERRY ROADANTHONY ROADTOWN OF YARMOUTH, MASSACHUSETTSWASTEWATER COLLECTION AND WATER RESOURCE RECOVERY FACILITIESPHASE 1 - CONTRACT NO. 5PROJECT NO. CWSRF 8349/5 © 2024 3 Davol Square, Building A, Suite A-425Providence, RI 02903Tel: (401) 751-5360NXREFs: [CDMS_2436, XGTWP001, xsvpl001, 2100059WS C3D2018_R3, 608264_HD (DU), 608264_HD(BRIDGE PROJ), cwtwp001] Images: []Last saved by: LOKHANDESC Time: 5/14/2025 2:46:09 AMpw:\\cdmsmith-az02-pw.bentley.com:pw_pl1\1125\273132\04 Design Services NM_30%\02 Civil\10 BIM_CADD\Contract 5 Rte28 West - Parkers River\C011STPP.dwg C-12WINSLOW GRAY ROAD, JOSHUA BAKER ROADAND ARBUTUS PATHPROFILEPLANJOSHUA BAKER ROADARBUTUS PATHWINSLOWGRAY ROADTOWN OF YARMOUTH, MASSACHUSETTSWASTEWATER COLLECTION AND WATER RESOURCE RECOVERY FACILITIESPHASE 1 - CONTRACT NO. 5PROJECT NO. CWSRF 8349/5 © 2024 3 Davol Square, Building A, Suite A-425Providence, RI 02903Tel: (401) 751-5360NXREFs: [XGTWP001, xsvpl001, CDMS_2436, 2100059WS C3D2018_R3, 608264_HD (DU), 608264_HD(BRIDGE PROJ)] Images: []Last saved by: LOKHANDESC Time: 5/13/2025 3:00:19 PMpw:\\cdmsmith-az02-pw.bentley.com:pw_pl1\1125\273132\04 Design Services NM_30%\02 Civil\10 BIM_CADD\Contract 5 Rte28 West - Parkers River\C012STPP.dwg 18" MIN. C-13ARBUTUS PATH AND CROSS COUNTRYPROFILEPLANARBUTUS PATHNTOWN OF YARMOUTH, MASSACHUSETTSWASTEWATER COLLECTION AND WATER RESOURCE RECOVERY FACILITIESPHASE 1 - CONTRACT NO. 5PROJECT NO. CWSRF 8349/5 © 2024 3 Davol Square, Building A, Suite A-425Providence, RI 02903Tel: (401) 751-5360CANDLEWOOD LANEXREFs: [CDMS_2436, XGTWP001, xsvpl001, 2100059WS C3D2018_R3] Images: []Last saved by: RANADEMA Time: 5/14/2025 1:11:34 PMC:\pw_pl1\RANADEMA\d4291028\C013STPP.dwg PROFILEC-14CROSS COUNTRYTOWN OF YARMOUTH, MASSACHUSETTSWASTEWATER COLLECTION AND WATER RESOURCE RECOVERY FACILITIESPHASE 1 - CONTRACT NO. 5PROJECT NO. CWSRF 8349/5 © 2024 3 Davol Square, Building A, Suite A-425Providence, RI 02903Tel: (401) 751-5360NPLANXREFs: [XGTWP001, xsvpl001, CDMS_2436, 2100059WS C3D2018_R3, CBSPL000, C-WRRF-WP-001] Images: []Last saved by: RANADEMA Time: 5/14/2025 1:49:31 PMC:\pw_pl1\RANADEMA\d4291028\C014STPP.dwg 154+54.83 TOWN OF YARMOUTH, MASSACHUSETTSWASTEWATER COLLECTION AND WATER RESOURCE RECOVERY FACILITIESPHASE 1 - CONTRACT NO. 5PROJECT NO. CWSRF 8349/5 © 2024 3 Davol Square, Building A, Suite A-425Providence, RI 02903Tel: (401) 751-5360C-15NEPTUNE LANEPROFILE PLAN XREFs: [CDMS5_2436, CBSPL000, XGTWP001, cstwp001, 608264_SV(EG), 608264_SV, 608264_HD (DU), CSTPL062, 608264_HD(BRIDGE PROJ), xsvpl001, 2100059WS C3D2018_R3, cwtwp001, 2100059WS C3D2018_R5, CEP000ST] Images: []Last saved by: LOKHANDESC Time: 5/14/2025 3:00:53 AMpw:\\cdmsmith-az02-pw.bentley.com:pw_pl1\1125\273132\04 Design Services NM_30%\02 Civil\10 BIM_CADD\Contract 5 Rte28 West - Parkers River\C015STPP.dwg NMAIN STREET (ROUTE 28)NEPTUNE LANE October 1, 2025 02.0178208.00 Temporary Dewatering Design Submittal – Rev. 1 Phase 1 Contract No. 5, Yarmouth, MA Page | 8 Proactive by Design An Equal Opportunity Employer M/F/V/H CALCULATIONS GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Dewatering Calc - Geotech Profile & Analysis Summary By: JPM 9/5/2025 Chk: RMC 9/17/2025 Dewatering Calculations Geotechnical Profile & Dewatering Analysis Summary Subject:Summary of geotechnical assumptions and profile for dewatering design. Reference: Contract Drawings, titled "Phase 1 - Contract No. 5; Project No. CWSRF 16676/5", prepared by• CDM Smith, dated May 2025. Project Specifications "Appendix A: Yarmouth Contract 5 Boring Logs 2011", prepared by CDM• Smith dated May 2025. Geotechnical Profile: The Geotechnical profile considered in the design of the dewatering system for the excavation required to facilitate the construction of the proposed sewer utilities as part of the above referenced project are based on the information provided in the Project Specifications Appendix A: "Yarmouth Contract 5 Boring Logs 2011" prepared by CDM Smith and dated May 2025. This appendix includes information for borings B-102A to B-104, B-108 to B-130, B-133 to B-135, and B-147 to B-186, performed at the Project Site between January and April of 2011 by New Hampshire Boring, Inc. as well as boring BB-1 to BB-2 perfromed by New Hampshire Boring, Inc. . in June of 2013. A Geotechnical Report for the Bridge Replacement Project for Bridge No. Y-01-002 (9LV) prepared by Lamson Engineering Corporation and dated 11/5/2028 was also included in the Appendix A. Only boring logs and soil descriptions were available. No gradation analysis or hydraulic testing was provided. Borings were drilled to between 10-ft and 53-ft below existing grade. Based on the information provided in the borings logs, the approximate profile consists of a layer of SAND which generally extends from the top of the borings to the bottom of the borings. There are select soil descriptions which identify a Silty-Sand , a Silt , or a Sandy Silt of Clay, but the soil is largely described as a sand. Based on the boring, the groundwater level appears to vary considerably over the Project alignment. Dewatering calcs_Analysis Summary_R0.xmcd 1/4 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Dewatering Calc - Geotech Profile & Analysis Summary By: JPM 9/5/2025 Chk: RMC 9/17/2025 Dewatering Models: A general soil profile has been developed based on the borings provided in the Contract Documents. This profile assumes a sand layer underlain by an assumed impermeable layer (bedrock/silt/clay) at an assumed depth. Permeability value for the sand layer is based on the soil descriptions provided in the available boring and the below table taken from Powers, "Range of Hydraulic Conductivity of Natural Soils" which provides a range of typical permeability values based on soil description and USCS soil classifications. Please refer to the below Table 1. Deep wells, wellpoints, and sumps will be provided to draw down groundwater in the sand layer. These wells will be designed as partially penetrating wells. Min.Max.Min.Max.Min.Max. Open Gravel (GP)10000 1.E+00 3.28E-02 Uniform Gravel (GP)2000 10000 2.E-01 1.E+00 6.56E-03 3.28E-02 Well Graded Gravel (GW)500 3000 5.E-02 3.E-01 1.64E-03 9.84E-03 Uniform Sand (SP)50 2000 5.E-03 2.E-01 1.64E-04 6.56E-03 Well Graded Sand (SW)10 1000 1.E-03 1.E-01 3.28E-05 3.28E-03 Silty Sand (SM)10 50 1.E-03 5.E-03 3.28E-05 1.64E-04 Clayey Sand (SC)1.0 10 1.E-04 1.E-03 3.28E-06 3.28E-05 Silt (ML)0.5 1 5.E-05 1.E-04 1.64E-06 3.28E-06 Clay (CL)0.0001 0.1 1.E-08 1.E-05 3.28E-10 3.28E-07 Description Table1: Range of Hydraulic Conductivity of Natural Soils (k) (Powers) 10-4 cm/sec cm/sec ft/sec Assumed Hydraulic Conductivity Assume the hydraulic conductivity for the sand layer is the logarithmic average for a typical Uniform Sand (SP) per table 1 above. SAND layer k 0.2 cm sec 0.005 cm sec- ln 0.2( ) ln 0.005()-0.05 cm sec=:= Assumed Impervious Layer No impervious layer was identified in a majority of the borings. Therefore, an impermeabile layer (either bedrock, clay, or silt layer) will be assumed to occur 50-ft below the bottom of excavation at all locations. Dewatering calcs_Analysis Summary_R0.xmcd 2/4 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Dewatering Calc - Geotech Profile & Analysis Summary By: JPM 9/5/2025 Chk: RMC 9/17/2025 Size Sedimentation Tank(s) REV. 1 Estimated Max. Flow of System (based on 2200-ft of trench open @ at least 175-ft from standing water, 300-ft of trench open at least 400-ft from standing water, or trench for up to 4 300-gpm deepwells) Q 1200gpm:= Check Area for Temporary Settling Tank Check size of settling tank based on information provided by the Contractor. Assume Width of Tank Wt 7.3ft:= Assume Length Tank L t 13.5ft:= Water Height in Tank Ht 4ft:= Volume of Tank Vt Wt LtHt2949 gal=:= Tank Surface Area At Wt Lt98.55 ft2=:= Retention Time T Vt Q 0.04 hr=:= Critical Settling Velocity vcs Ht T 0.008 m sec=:=vcs 0.027 ft sec= Profile is sand. Therefore, design tank size to settle out a fine sand particle. Refer to Lindeburg 26-5 for assumed settling velocity values Minimum size for fine sand per USCS Dmin_USCS 0.075mm:= Minimum size for fine sand per USDA Dmin_USDA 0.1mm:= Minimum size for fine sand per Hydrologic Engineering Center Dmin_hydro 0.125mm:= Design particle size for fine sand D10 Dmin_USCS Dmin_USDA+Dmin_hydro+ 3:= Particle Size to settle (fine sand) D10 0.1 mm= Dewatering calcs_Analysis Summary_R0.xmcd 3/4 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Dewatering Calc - Geotech Profile & Analysis Summary By: JPM 9/5/2025 Chk: RMC 9/17/2025 Assumed Settling Velocity vs_1 .01 m sec:= Approximate kinematic viscosity ķ .000001 m2 sec:= Approximate specific Gravity SG 2.65:= Reynold's Number Re vs_1 D10 ķ 1=:=<1.0 Therefore, use Stoke's Law Gravity Constant g 32.17 ft s 2-= Calculate Settling Velocity vs SG 1-() D10( ) 2g 18 ķ0.009 m sec=:= Refer to Lindeburg 26-5 for assumed settling velocity values settling velocity (assume a fine sand) vs 0.009 m sec= Check Min. Required Settling Time treq Ht vs 0.038 hr=:=<T 0.04 hr= OK Required Area Areq Q vs 91 ft2=:=<At 99 ft2= OK Sedimentation tank is sized to settle out fine sand particles for a maximum flow rate of 1200-gpm. Dewatering calcs_Analysis Summary_R0.xmcd 4/4 Printed: 9/17/2025 02.0178208.00 Yarmouth Phase 1 Contract No. 5 Temporary Dewatering Geotechnical Summary Calc by: JPM 9/30/2025 Hazen Formula2 k=100*(D10)2 Coarse Fine Coarse Medium Fine Silt/Clay k (cm/sec) B-102A S-4 14 -16 SP-SM 0 0 0 0.1 87 12.9 N/A N/A 0.1593 0.1347 0.0978 N/A N/A B-104 S-2 5 -7 SP 0 0 0 6 92.7 1.3 1.78 0.95 0.2747 0.248 0.201 0.1543 0.024 B-108 S-4 13 -15 SP 0 0 0.1 2.8 92.2 4.9 2.51 0.96 0.2141 0.1845 0.1324 0.0851 0.007 B-108 S-3 10 -12 SP 0 2.8 2.4 26.7 66.2 1.9 2.25 0.91 0.3667 0.3132 0.2327 0.1628 0.027 B-109 S-3 10 -12 SP 0 0 0 1.8 94.3 3.9 2.47 1.04 0.2249 0.1967 0.1457 0.0912 0.008 B-110 S-4 14 -16 SM 0 0 0.1 2.5 78.9 N/A N/A 0.2269 0.1968 0.1366 N/A N/A B-111 S-5 19 -21 SM 0 0 0.1 1.4 71.4 27.1 N/A N/A 0.1369 0.1131 0.0789 N/A N/A B-112 S-3 9 -11 SP 3.9 9.1 9.6 39.2 36.5 1.7 3.99 0.83 0.758 0.5715 0.346 0.1899 0.036 B-113 S-2 5 -7 SP 0 0.5 0.3 23.2 73 3 2.32 0.96 0.3252 0.281 0.2093 0.1399 0.020 B-114 S-3 9 -11 SP 0 1.2 0.2 47 48 4.91 1.26 0.4876 0.4127 0.247 0.0993 0.010 B-115 S-4 14 -16 SP-SM 0 0 0.4 2 88.4 9.2 2.34 0.95 0.1807 0.1549 0.115 0.0771 0.006 B-116 S-2 5 -7 SP 0 0 0.1 16.8 81.7 1.4 1.91 0.94 0.3074 0.2731 0.2155 0.161 0.026 B-117 S-3 10 -12 SP 0 0.6 1.4 28.9 68 1.1 2.09 0.9 0.3659 0.3167 0.2407 0.1752 0.031 B-118 S-3 10 -12 SP-SM 0 0 0 0 92.1 7.9 1.68 0.88 0.1283 0.1143 0.0929 0.0765 0.006 B-119 S-2 5 -7 SP 0 0 0 7.1 92 0.9 1.73 0.94 0.2811 0.2544 0.2077 0.1625 0.026 B-120 S-2 5 -7 SP 0 0 0.1 5.2 92.1 2.6 2.32 1.17 0.2637 0.2362 0.1874 0.1137 0.013 B-121 S-5 19 -21 SP 0 0 0 0.2 96.5 3.3 2.21 1.06 0.2394 0.2134 0.166 0.1081 0.012 B-122 S-3 9 -11 SP 0 2.1 0.1 8 88.3 1.5 1.87 0.95 0.2819 0.2524 0.2014 0.1508 0.023 B-123 S-3 8 -10 SP 0 0.3 0.4 41.1 55.1 3.1 2.49 0.95 0.4366 0.3742 0.2697 0.1753 0.031 B-124 S-4 14 -16 SP 0 0.1 0.1 4.9 90.4 4.5 2.53 1.26 0.2612 0.2336 0.1844 0.1034 0.011 B-125 S-2 5 -7 SP 0 0.1 0.4 34.2 62.9 2.4 2.95 0.99 0.387 0.3246 0.2241 0.1311 0.017 B-126 S-2 5 -7 SP 0 1.2 4 42 48.4 4.4 3.28 0.93 0.4957 0.4009 0.2643 0.1513 0.023 B-127 S-3 10 -12 SP-SM 0 0.2 0 4.6 84.2 11 N/A N/A 0.2122 0.1803 0.1234 N/A N/A B-128 S-3 8 -10 SP 0 3.8 1.6 46.5 46.4 1.7 2.74 0.97 0.5159 0.4386 0.3071 0.1884 0.035 B-129 S-2 5 -7 SP 0 1.1 0.2 25.8 71.8 1.1 2.37 0.95 0.3428 0.2946 0.2169 0.1446 0.021 B-130 S-11 0.25 -2.25 SW-SM 0 5.1 3.5 54.6 27.4 9.4 7.45 2.38 0.642 0.5416 0.3625 0.0861 0.007 B-130 S-2 5 -7 SP 0 0.2 1.2 77.2 20.1 1.3 2.86 1.45 0.6729 0.6022 0.4785 0.2352 0.055 B-133 S-2 5 -7 SP 0 0.3 0.2 7.8 89.7 2 1.99 1.02 0.2754 0.2469 0.1973 0.1383 0.019 B-135 S-5 19 -21 SP-SM 0 11 1.9 18.5 56.9 11.7 N/A N/A 0.3109 0.2258 0.1258 N/A N/A B-147A S-5 19 -21 SP 0 4.4 7.4 68.8 18.1 1.3 3.26 1 0.9899 0.8154 0.5486 0.3034 0.092 B-148 S-3 10 -12 SP 0 0 0 35.5 63.4 1.1 2.3 0.93 0.3965 0.3412 0.2517 0.1727 0.030 B-149 S-3 10 -12 SP 0 4.6 6.2 20.4 63.9 4.9 3.24 1.01 0.3369 0.2751 0.1881 0.1039 0.011 B-150 S-3 10 -12 SP 0 4 3.8 18.8 69.6 3.8 3.19 0.86 0.2841 0.227 0.1476 0.0889 0.008 B-151 S-5 19 -21 SP 0 12.2 6.4 54 24.4 3 4.69 1.42 0.8201 0.6694 0.4516 0.1749 0.031 B-152 S-3 10 -12 SP 0 2.3 1.8 70.1 25 0.8 2.11 1.03 0.6454 0.5749 0.4509 0.3058 0.094 B-153 S-2 5 -7 SP-SM 0 0 0 3.5 91 5.5 2.19 0.84 0.1758 0.1487 0.1085 0.0802 0.006 B-157 S-3 10 -12 SP 0 2.6 10.1 51.2 33.5 2.6 8.38 0.82 1.0221 0.7777 0.3196 0.122 0.015 B-156 S-4 14 -16 SP 0 6.4 6.5 60.6 25.3 1.2 3.29 1.08 0.7989 0.6626 0.4579 0.2431 0.059 B-158 S-2 5 -7 SP 0 0 0.1 7.1 91.2 1.6 1.95 0.98 0.269 0.2404 0.1904 0.1376 0.019 B-159 S-3 10 -12 SP 0 2.4 3.6 28.8 62.6 2.6 2.45 0.9 0.3817 0.3196 0.2311 0.1558 0.024 B-160 S-3 10 -12 SP 0 2.7 4.5 58.5 32.4 1.9 5.81 1.68 0.7049 0.5853 0.3788 0.1213 0.015 B-161 S-2 5 -7 SP-SM 0 0 0 0.8 88.4 10.8 N/A N/A 0.1474 0.1266 0.0961 N/A N/A B-162 S-2 5 -7 SW-SM 0 0.4 0.3 13.6 76.6 9.1 3.32 1.23 0.2644 0.2264 0.1612 0.0796 0.006 B-162 S-3 10 -12 SP 0 1.1 0.5 12.4 82.4 3.6 2.6 1.05 0.2654 0.2295 0.169 0.1023 0.010 B-163 S-4 14 -16 SP 0 0 1.5 50.1 47.3 1.1 2.77 0.93 0.5224 0.4371 0.3019 0.1885 0.036 B-164 S-2 5 -7 SP 0 2.5 4.5 21.9 68.9 2.2 2.74 0.96 0.3252 0.2712 0.1927 0.1186 0.014 B-164 S-4 13 -15 SP 0 0.3 0.3 60.1 37.7 1.7 2.91 1.36 0.5399 0.4836 0.3688 0.1856 0.034 B-165 S-2 5 -7 SP 0 0 0.4 8.8 90 0.8 1.77 0.94 0.2852 0.2569 0.208 0.1607 0.026 B-165 S-4 13 -15 SW-SM 5.5 1.8 3.2 15.8 64.8 8.9 3.75 1 0.2938 0.2365 0.1516 0.0784 0.006 B-166 S-3 10 -12 SW-SM 0 0 0 2.33 82.8 14.9 N/A N/A 0.2411 0.213 0.1599 N/A N/A B-167 S-3 10 -12 SP 9 5.1 2.7 62.9 18.6 1.7 4.18 1.1 1.1128 0.9074 0.5699 0.2659 0.071 B-168 S-2 5 -7 SP 0 0.3 1.9 59 36.1 2.7 3.87 1.47 0.5821 0.5056 0.3585 0.1505 0.023 B-169 S-4 13 -15 SP-SM 0 0 0 0.1 94.4 5.5 2.53 1.05 0.2194 0.192 0.1416 0.0869 0.008 B-170 S-4 14 -16 SP 0 0 0.5 45.7 51 2.8 3.69 1.13 0.4713 0.3978 0.2613 0.1277 0.016 B-171 S-3 10 -12 SP 0 0 0 10 87 3 2.52 1.05 0.2571 0.2236 0.1657 0.1019 0.010 B-172 S-4 14 -16 SP 0 1.9 3 43.2 50.9 1 3.5 0.97 0.5005 0.4084 0.2634 0.1428 0.020 B-173 S-8 26 -28 SP-SM 0 10.8 10 61.6 5.3 12.3 N/A N/A 0.9454 0.7725 0.5492 N/A N/A B-173 S-11 39 -41 SP 0 1.1 2.7 24.8 70.4 1 2.32 0.93 0.3464 0.2964 0.2189 0.1491 0.022 B-174 S-6 24 -26 ML 0 0 0.1 0.2 2.6 97.1 2.86 1.01 0.014 0.012 0.0083 0.0049 N/A B-174 S-8 31 -33 SP 0 1.2 1.6 41.6 54.3 1.3 2.75 0.89 0.46445 0.3821 0.2639 0.1686 0.028 B-175 S-5 19 -21 SP 0 3.5 6.1 61.3 27.2 1.9 3.65 1.13 0.7819 0.6452 0.434 0.2139 0.046 B-176 S-4 14 -16 SP 0 0 0 0.4 95 4.6 2.47 1.07 0.2253 0.1981 0.1483 0.0911 0.008 B-177 S-4 14 -16 SP-SM 0 0 0 0.7 84.7 14.6 N/A N/A 0.1241 0.1099 0.0881 N/A N/A B-178 S-3 9 -11 SP 0 2.3 2 52.5 40.4 2.8 3.3 1.16 0.554 0.4748 0.3283 0.1678 0.028 B-179 S-3 9 -11 SP-SM 0 0 0.1 2 86.8 11.1 N/A N/A 0.1488 0.1273 0.0962 N/A N/A B-181 S-2 4 -6 SP-SM 0 0.1 1.3 36.9 53.7 8 3.49 1.1 0.4117 0.3415 0.2307 0.1178 0.014 B-186 S-5 19 -21 SP 0 5 3.1 49.9 40.2 1.8 3.36 1.06 0.5887 0.4926 0.3301 0.1751 0.031 B-186 S-7 29 -31 SP 0 0.4 0.2 12.8 84.8 1.8 1.99 0.97 0.2903 0.258 0.2032 0.146 0.021 (1) - D 10 value is as shown on the sieve analysis. N/A indicates that more than 10% passed the smallest sieve size used.AVG4:0.026 (2) - Hazen formula is only reasonable and calculated for samles with a D10 value between 0.1 and 3-mm. N/A indicates that sample does not meet this criteria. (3) - USCS Classification is based on sieve analysis report (4) - Average Permeability value based on the average of all "SP" soil type tests D10 (mm)1 18.5 3.6 Soil Sample Gradation Analyses Boring Sample No.Depth (ft.)USCS Classification3 % Gravel % Sand % Fines Cu (D60/D10) Cc (D30)2/(D60*D10) D60 (mm) D50 (mm) D30 (mm) GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-1 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Groundwater Drawdown Calculations Deepwells (C-1) Subject:Estimation of groundwater flow / drawdown to dewatering system. Reference:Contract Drawings, titled "Phase 1 - Contract No. 5; Project No. CWSRF• 16676/5", prepared by CDM SMith, dated May 2025. Project Specifications "Appendix A: Yarmouth Contract 5 Boring Logs• 2011", prepared by CDM Smith dated May 2025. Construction Dewatering: A Guide to Theory & Practice, J. Patrick• Powers, P.E., Wiley Series of Practical Construction Guides. TM 5-818-5 Dewatering and Groundwater Control Manual• Gravity Flow Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C1.xmcd1/20 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-1 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Define Well Coordinates A typical 300-ft length of excavation is modeled. Well 1 W1 x 101.5-:=W1 y 14.5-:= Well 2 W2x 61.5-:=W2y 13-:= Well 3 W3x 21.5-:=W3y 11-:= Well 4 W4x 18.5:=W4y 8.5-:= Well 5 W5x 58.5:=W5y 4.5-:= Well 6 W6x 98.5:=W6y 1.5-:= Well 7 W7x 138.5:=W7y 2.5:= Well 8 W8x 176:=W8y 10.5-:= Well 9 W9x 176.5:=W9y 4.5:= Well 10 W10x 179.5:=W10y 19.5:= Well 11 W11x 178:=W11y 34.5:= Well 12 W12x 176.5:=W12y 49.5:= Well 13 W13x 176.5:=W13y 64.5:= Determine Distance to Point P from each Well Distance from P to Well i ri Wix x-( ) 2 Wiy y-( ) 2+:= Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C1.xmcd2/20 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-1 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Min.Max.Min.Max.Min.Max. Open Gravel (GP)10000 1.E+00 3.28E-02 Uniform Gravel (GP)2000 10000 2.E-01 1.E+00 6.56E-03 3.28E-02 Well Graded Gravel (GW)500 3000 5.E-02 3.E-01 1.64E-03 9.84E-03 Uniform Sand (SP)50 2000 5.E-03 2.E-01 1.64E-04 6.56E-03 Well Graded Sand (SW)10 1000 1.E-03 1.E-01 3.28E-05 3.28E-03 Silty Sand (SM)10 50 1.E-03 5.E-03 3.28E-05 1.64E-04 Clayey Sand (SC)1.0 10 1.E-04 1.E-03 3.28E-06 3.28E-05 Silt (ML)0.5 1 5.E-05 1.E-04 1.64E-06 3.28E-06 Clay (CL)0.0001 0.1 1.E-08 1.E-05 3.28E-10 3.28E-07 Description Table1: Range of Hydraulic Conductivity of Natural Soils (k) (Powers) 10-4 cm/sec cm/sec ft/sec Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C1.xmcd3/20 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-1 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Assume Soil Permeability (refer to Geotechnical Profile & Dewatering Analysis Summary Calc) ku 0.05 cm sec 0.00164 ft sec=:= k k u ft sec 0.00164=:=ft sec Dewatering System Geometry (deep wells): Geometry varies in this area. Model the area by manhole S1-2 as the highest drawdown area. Existing Grade (varies)EG 8:=ft Groundwater Elevation (HTL Parkers River) GW 2.91:=ft tidally influenced Tip of Well Elevation TIP 32-:=ft 40-ft well Well Screen Length SC 20:=ft Top of Screen Elevation TS TIP SC+12-=:=ft Assumed Elevation of Bottom Impervious Layer (50-ft below BOE) IMP 61-:=ft Distance from well tip to impervious s TIP IMP-29=:=ft Initial Head of Water Above impervious H GW IMP-63.91=:=ft Dewatering System Requirements: Anticipated minimum BOE BOE 11-:=ft Required Drawdown Elevation at SOE DDw_SOE BOE 2-13-=:=ft Final Head of Water Above Well at SOE ho_SOE DDw_SOE IMP-48=:=ft Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C1.xmcd4/20 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-1 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Estimate radius of influence for expected excavation using equation from Figure 4-23 of TM 5-818-5: C 3:=for gravity flow for well system Radius of Influence at Steady State at SOE Rss_SOE C H ho_SOE-( ) ku 10 4-cm sec 1067=:=ft Radius of Influence RSOE Rss_SOE 1067=:=ft say RSOE 1070:=ft The existing Parkers River appears to be the nearest body of standing water to the proposed excavation. This river is measured to be approximately 50-ft from the excavation area spanning between manholes S5-1 and S5-2. The distance is progressively further as the excavation moves to the west. This is further than the calculated radius of influence. Based on TM 5-818-5, if the distance to a water source is equal to about R/2 or greater, the source of seepage can be considered a circle with a radius somewhat less than R. Therefore, the maximum radius is the calculated distance per the above equation Approx. Distance to Existing Parkers River Deg 50:=ft <RSOE 1070=ft R8 2 Deg100=:=ft R7 2 Deg 40+( ) 180=:=ft R9 2 Deg100=:=ft R6 2 Deg 80+( ) 260=:=ft R10 2 Deg100=:=ft R5 2 Deg 120+( ) 340=:=ft R11 2 Deg100=:=ft R4 2 Deg 160+( ) 420=:=ft R12 2 Deg100=:=ft R3 2 Deg 200+( ) 500=:=ft R13 2 Deg100=:=ft R2 2 Deg 240+( ) 580=:=ft R1 2 Deg 280+( ) 660=:=ft Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C1.xmcd5/20 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-1 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Determine Well Flow Rates Estimate well flow rates for Wells 1-13 Min. Well Radius rw 15 12:=ft Approximate Wetted Length of System t DD w_SOE TIP-19=:=ft Check Max Flow per Well Qw_max_1 ĺ k uH fts ft-()2 t ft( )2- ln R1 rw 1 0.30 10 rw H+ sin 1.8 s H + 430.8 gpm=:= Qw_max_2 ĺ kuH fts ft-()2 t ft( )2- ln R2 rw 1 0.30 10 rw H+ sin 1.8 s H + 439.9 gpm=:= Qw_max_3 ĺ kuH fts ft-()2 t ft( )2- ln R3 rw 1 0.30 10 rw H+ sin 1.8 s H + 450.7 gpm=:= Qw_max_4 ĺ kuH fts ft-()2 t ft( )2- ln R4 rw 1 0.30 10 rw H+ sin 1.8 s H + 464.3 gpm=:= Qw_max_5 ĺ kuH fts ft-()2 t ft( )2- ln R5 rw 1 0.30 10 rw H+ sin 1.8 s H + 481.8 gpm=:= Qw_max_6 ĺ kuH fts ft-()2 t ft( )2- ln R6 rw 1 0.30 10 rw H+ sin 1.8 s H + 506 gpm=:= Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C1.xmcd6/20 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-1 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Qw_max_7 ĺ kuH fts ft-()2 t ft( )2- ln R7 rw 1 0.30 10 rw H+ sin 1.8 s H + 543.4 gpm=:= Qw_max_8 ĺ kuH fts ft-()2 t ft( )2- ln R8 rw 1 0.30 10 rw H+ sin 1.8 s H + 616.3 gpm=:= Qw_max_9 ĺ kuH fts ft-()2 t ft( )2- ln R9 rw 1 0.30 10 rw H+ sin 1.8 s H + 616.3 gpm=:= Qw_max_10 ĺ k uH fts ft-()2 t ft( )2- ln R10 rw 1 0.30 10 rw H+ sin 1.8 s H + 616.3 gpm=:= Qw_max_11 ĺ kuH fts ft-()2 t ft( )2- ln R11 rw 1 0.30 10 rw H+ sin 1.8 s H + 616.3 gpm=:= Qw_max_12 ĺ k uH fts ft-()2 t ft( )2- ln R12 rw 1 0.30 10 rw H+ sin 1.8 s H + 616.3 gpm=:= Qw_max_13 ĺ k uH fts ft-()2 t ft( )2- ln R13 rw 1 0.30 10 rw H+ sin 1.8 s H + 616.3 gpm=:= Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C1.xmcd7/20 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-1 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Estimated Flow at each well Qw1 250gpm:=<Qw_max_1 430.8 gpm= Qw2 250gpm:=<Qw_max_2 439.9 gpm= Qw3 250gpm:=<Qw_max_3 450.7 gpm= Qw4 300gpm:=<Qw_max_4 464.3 gpm= Qw5 300gpm:=<Qw_max_5 481.8 gpm= Qw6 300 gpm:=<Qw_max_6 506 gpm= Qw7 300gpm:=<Qw_max_7 543.4 gpm= Qw8 300gpm:=<Qw_max_8 616.3 gpm= Qw9 300gpm:=<Qw_max_9 616.3 gpm= Qw10 300gpm:=<Qw_max_10 616.3 gpm= Qw11 300gpm:=<Qw_max_11 616.3 gpm= Qw12 300gpm:=<Qw_max_12 616.3 gpm= Qw13 300gpm:=<Qw_max_13 616.3 gpm= Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C1.xmcd8/20 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-1 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Determine Drawdown: hi x y, ( )H2 Qwi gpm ĺ kln R ri x y, ( ) 0.0022280094-ri x y, ( )1.5 H>if H Qwi gpm 0.13ln R ri x y, ( ) ln 10 R H 0.0022280094 ĺ kH1 0.8 s H 1.5 - -otherwise :=ri Drawdown function for well system (from bottom of impervious) X x y, ( ) 1 N i H hi x y, ( )-( ) = := Input Properties ng 5:=Grid/Mesh Size Variable xlow 150-:=xhigh 250:=Enter the endpoints of the x range: Enter the number of divisions of x range:xn xhigh xlow- ng 80=:= Enter the endpoints of the y range:ylow 50-:=yhigh 100:= Enter the number of divisions of y range:yn yhigh ylow- ng 30=:= Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C1.xmcd9/20 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-1 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Required Drawdown Elevation at Excavation DDr 13-:=ft Define Grid for Graphics SOE x y, ( )x y DD r := Initial Groundwater above impervious H 63.91=ft Top of Screen Elevation TS 12-=ft Apply Unit Conversion 1gpm ft sec 0.0022280094 ft2= Drawdown Elevation DD x y, ( ) GW X x y, ( )-:= Use CreateMesh to build a grid of values: Drawdown F CreateMesh DD xlow, xhigh, ylow, yhigh, xn, yn, ():= Bottom of SOE SOE CreateMesh SOE xlow, xhigh, ylow, yhigh, xn, yn, ():= Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C1.xmcd10/20 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-1 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Drawdown Contours F Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C1.xmcd11/20 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-1 By: JPM 9/5/2025 Chk: RMC 9/17/2025 3D Groundwater Drawdown F SOE, Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C1.xmcd12/20 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-1 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Drawdown Drawdown Through Centerline of Excavation F SOE, Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C1.xmcd13/20 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-2 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Groundwater Drawdown Calculations Deepwells (C-2) Subject:Estimation of groundwater flow / drawdown to dewatering system. Reference:Contract Drawings, titled "Phase 1 - Contract No. 5; Project No. CWSRF• 16676/5", prepared by CDM SMith, dated May 2025. Project Specifications "Appendix A: Yarmouth Contract 5 Boring Logs• 2011", prepared by CDM Smith dated May 2025. Construction Dewatering: A Guide to Theory & Practice, J. Patrick• Powers, P.E., Wiley Series of Practical Construction Guides. TM 5-818-5 Dewatering and Groundwater Control Manual• Gravity Flow Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C2.xmcd1/18 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-2 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Define Well Coordinates Well 1 W1 x 512-:=W1 y 25.5:= Well 2 W2x 462-:=W2y 21:= Well 3 W3x 412-:=W3y 17:= Well 4 W4x 362.5-:=W4y 13.5:= Well 5 W5x 312.5-:=W5y 9.5:= Well 6 W6x 262.5-:=W6y 5.5:= Well 7 W7x 213-:=W7y 1.5:= Well 8 W8x 163-:=W8y 1-:=Well 15 W15x 194:=W15y 6.5-:= Well 9 W9x 113-:=W9y 3.5-:=Well 16 W16x 244:=W16y 4.5-:= Well 10 W10x 63-:=W10y 6.5-:=Well 17 W17x 294:=W17y 2.5-:= Well 11 W11x 13-:=W11y 9.5-:=Well 18 W18x 344:=W18y 0.5-:= Well 12 W12x 36.5:=W12y 9.5-:=Well 19 W19x 0:=W19y 57.5-:= Well 13 W13x 86.5:=W13y 8.5-:=Well 20 W20x 22-:=W20y 102.5-:= Well 14 W14x 136.5:=W14y 7.5-:=Well 21 W21x 44-:=W21y 147.5-:= Determine Distance to Point P from each Well Distance from P to Well i ri Wix x-( ) 2 Wiy y-( ) 2+:= Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C2.xmcd2/18 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-2 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Min.Max.Min.Max.Min.Max. Open Gravel (GP)10000 1.E+00 3.28E-02 Uniform Gravel (GP)2000 10000 2.E-01 1.E+00 6.56E-03 3.28E-02 Well Graded Gravel (GW)500 3000 5.E-02 3.E-01 1.64E-03 9.84E-03 Uniform Sand (SP)50 2000 5.E-03 2.E-01 1.64E-04 6.56E-03 Well Graded Sand (SW)10 1000 1.E-03 1.E-01 3.28E-05 3.28E-03 Silty Sand (SM)10 50 1.E-03 5.E-03 3.28E-05 1.64E-04 Clayey Sand (SC)1.0 10 1.E-04 1.E-03 3.28E-06 3.28E-05 Silt (ML)0.5 1 5.E-05 1.E-04 1.64E-06 3.28E-06 Clay (CL)0.0001 0.1 1.E-08 1.E-05 3.28E-10 3.28E-07 Description Table1: Range of Hydraulic Conductivity of Natural Soils (k) (Powers) 10-4 cm/sec cm/sec ft/sec Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C2.xmcd3/18 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-2 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Assume Soil Permeability (refer to Geotechnical Profile & Dewatering Analysis Summary Calc) ku 0.05 cm sec 0.00164 ft sec=:= k k u ft sec 0.00164=:=ft sec Dewatering System Geometry (deep wells): Geometry varies in this area. Model the area by manhole S2-3 as the highest drawdown area. Existing Grade (varies)EG 19:=ft Groundwater Elevation (per boring B-151) GW 8:=ft Tip of Well Elevation TIP 21-:=ft 40-ft well Well Screen Length SC 20:=ft Top of Screen Elevation TS TIP SC+1-=:=ft Assumed Elevation of Bottom Impervious Layer (50-ft below BOE) IMP 52-:=ft Distance from well tip to impervious s TIP IMP-31=:=ft Initial Head of Water Above impervious H GW IMP-60=:=ft Dewatering System Requirements: Anticipated minimum BOE BOE 2-:=ft Required Drawdown Elevation at SOE DDw_SOE BOE 2-4-=:=ft Final Head of Water Above Well at SOE ho_SOE DDw_SOE IMP-48=:=ft Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C2.xmcd4/18 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-2 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Estimate radius of influence for expected excavation using equation from Figure 4-23 of TM 5-818-5: C 3:=for gravity flow for well system Radius of Influence at Steady State at SOE Rss_SOE C H ho_SOE-( ) ku 10 4-cm sec 805=:=ft Radius of Influence RSOE Rss_SOE 805=:=ft say RSOE 800:=ft The existing Parkers River appears to be the nearest body of standing water to the proposed excavation. This river is measured to be approximately 1700-ft from the excavation area. This is further than the calculated radius of influence. Based on TM 5-818-5, if the distance to a water source is equal to about R/2 or greater, the source of seepage can be considered a circle with a radius somewhat less than R. Therefore, the maximum radius is the calculated distance per the above equation Approx. Distance to Existing Swan Pond River Deg 1700 ft:=>RSOE 800=ft Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C2.xmcd5/18 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-2 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Determine Well Flow Rates Estimate well flow rates for Wells 1-11 Min. Well Radius rw 15 12:=ft Approximate Wetted Length of System t DD w_SOE TIP-17=:=ft Check Max Flow per Well Qw_max ĺ kuH fts ft-()2 t ft( )2- ln RSOE rw 1 0.30 10 rw H+ sin 1.8 s H + 278.1 gpm=:= Estimated Flow at each well Qw1 120gpm:=<Qw_max 278.1 gpm=Qw12 0gpm:=<Qw_max 278.1 gpm= Qw2 120 gpm:=<Qw_max 278.1 gpm=Qw13 0gpm:=<Qw_max 278.1 gpm= Qw3 120 gpm:=<Qw_max 278.1 gpm=Qw14 0gpm:=<Qw_max 278.1 gpm= Qw4 120 gpm:=<Qw_max 278.1 gpm=Qw15 0:=<Qw_max 278.1 gpm= Qw5 120 gpm:=<Qw_max 278.1 gpm=Qw16 0gpm:=<Qw_max 278.1 gpm= Qw6 120 gpm:=<Qw_max 278.1 gpm=Qw17 0gpm:=<Qw_max 278.1 gpm= Qw7 120gpm:=<Qw_max 278.1 gpm=Qw18 0gpm:=<Qw_max 278.1 gpm= Qw8 120 gpm:=<Qw_max 278.1 gpm=Qw19 0gpm:=<Qw_max 278.1 gpm= Qw9 120 gpm:=<Qw_max 278.1 gpm=Qw20 0gpm:=<Qw_max 278.1 gpm= Qw10 120gpm:=<Qw_max 278.1 gpm=Qw21 0gpm:=<Qw_max 278.1 gpm= Qw11 120 gpm:=<Qw_max 278.1 gpm= Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C2.xmcd6/18 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-2 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Determine Drawdown: hi x y, ( )H2 Qwi gpm ĺ kln R ri x y, ( ) 0.0022280094-ri x y, ( )1.5 H>if H Qwi gpm 0.13ln R ri x y, ( ) ln 10 R H 0.0022280094 ĺ kH1 0.8 s H 1.5 - -otherwise :=ri Drawdown function for well system (from bottom of impervious) X x y, ( ) 1 N i H hi x y, ( )-( ) = := Input Properties ng 5:=Grid/Mesh Size Variable xlow 600-:=xhigh 300:=Enter the endpoints of the x range: Enter the number of divisions of x range:xn xhigh xlow- ng 180=:= Enter the endpoints of the y range:ylow 200-:=yhigh 50:= Enter the number of divisions of y range:yn yhigh ylow- ng 50=:= Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C2.xmcd7/18 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-2 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Required Drawdown Elevation at Excavation DDr 4-:=ft Define Grid for Graphics SOE x y, ( )x y DD r := Initial Groundwater above impervious H 60=ft Top of Screen Elevation TS 1-=ft Apply Unit Conversion 1gpm ft sec 0.0022280094 ft2= Drawdown Elevation DD x y, ( ) GW X x y, ( )-:= Use CreateMesh to build a grid of values: Drawdown F CreateMesh DD xlow, xhigh, ylow, yhigh, xn, yn, ():= Bottom of SOE SOE CreateMesh SOE xlow, xhigh, ylow, yhigh, xn, yn, ():= Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C2.xmcd8/18 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-2 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Drawdown Contours F Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C2.xmcd9/18 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-2 By: JPM 9/5/2025 Chk: RMC 9/17/2025 3D Groundwater Drawdown F SOE, Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C2.xmcd10/18 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-2 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Drawdown Drawdown Through Centerline of Excavation F SOE, Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C2.xmcd11/18 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-2 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Determine Well Flow Rates Estimate well flow rates for Wells 12-21 Min. Well Radius rw 15 12:=ft Approximate Wetted Length of System t DD w_SOE TIP-17=:=ft Check Max Flow per Well Qw_max ĺ kuH fts ft-()2 t ft( )2- ln RSOE rw 1 0.30 10 rw H+ sin 1.8 s H + 278.1 gpm=:= Estimated Flow at each well Qw1 0gpm:=<Qw_max 278.1 gpm=Qw12 120gpm:=<Qw_max 278.1 gpm= Qw2 0gpm:=<Qw_max 278.1 gpm=Qw13 120gpm:=<Qw_max 278.1 gpm= Qw3 0gpm:=<Qw_max 278.1 gpm=Qw14 120gpm:=<Qw_max 278.1 gpm= Qw4 0gpm:=<Qw_max 278.1 gpm=Qw15 120gpm:=<Qw_max 278.1 gpm= Qw5 0gpm:=<Qw_max 278.1 gpm=Qw16 120gpm:=<Qw_max 278.1 gpm= Qw6 0gpm:=<Qw_max 278.1 gpm=Qw17 120 gpm:=<Qw_max 278.1 gpm= Qw7 0gpm:=<Qw_max 278.1 gpm=Qw18 120gpm:=<Qw_max 278.1 gpm= Qw8 0gpm:=<Qw_max 278.1 gpm=Qw19 120gpm:=<Qw_max 278.1 gpm= Qw9 0gpm:=<Qw_max 278.1 gpm=Qw20 120 gpm:=<Qw_max 278.1 gpm= Qw10 0gpm:=<Qw_max 278.1 gpm=Qw21 120gpm:=<Qw_max 278.1 gpm= Qw11 0gpm:=<Qw_max 278.1 gpm= Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C2.xmcd12/18 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-2 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Determine Drawdown: hi x y, ( )H2 Qwi gpm ĺ kln R ri x y, ( ) 0.0022280094-ri x y, ( )1.5 H>if H Qwi gpm 0.13ln R ri x y, ( ) ln 10 R H 0.0022280094 ĺ kH1 0.8 s H 1.5 - -otherwise :=ri Drawdown function for well system (from bottom of impervious) X x y, ( ) 1 N i H hi x y, ( )-( ) = := Input Properties ng 5:=Grid/Mesh Size Variable xlow 600-:=xhigh 300:=Enter the endpoints of the x range: Enter the number of divisions of x range:xn xhigh xlow- ng 180=:= Enter the endpoints of the y range:ylow 200-:=yhigh 50:= Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C2.xmcd13/18 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-2 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Enter the number of divisions of y range:yn yhigh ylow- ng 50=:= Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C2.xmcd14/18 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-2 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Required Drawdown Elevation at Excavation DDr 4-:=ft Define Grid for Graphics SOE x y, ( )x y DD r := Initial Groundwater above impervious H 60=ft Top of Screen Elevation TS 1-=ft Apply Unit Conversion 1gpm ft sec 0.0022280094 ft2= Drawdown Elevation DD x y, ( ) GW X x y, ( )-:= Use CreateMesh to build a grid of values: Drawdown F CreateMesh DD xlow, xhigh, ylow, yhigh, xn, yn, ():= Bottom of SOE SOE CreateMesh SOE xlow, xhigh, ylow, yhigh, xn, yn, ():= Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C2.xmcd15/18 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-2 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Drawdown Contours F Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C2.xmcd16/18 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-2 By: JPM 9/5/2025 Chk: RMC 9/17/2025 3D Groundwater Drawdown F SOE, Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C2.xmcd17/18 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-2 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Drawdown Drawdown Through Centerline of Excavation F SOE, Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C2.xmcd18/18 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Phase 1 - Contract No. 5 Temporary Dewatering Typical Wellpoint Analysis By: JPM 9/5/2025 Chk: RMC 9/17/2025 Groundwater Drawdown Calculations Subject:Estimation of groundwater flow / drawdown to dewatering system. Reference:Contract Drawings, titled "Phase 1 - Contract No. 5; Project No. CWSRF• 16676/5", prepared by CDM SMith, dated May 2025. Project Specifications "Appendix A: Yarmouth Contract 5 Boring Logs• 2011", prepared by CDM Smith dated May 2025. Construction Dewatering: A Guide to Theory & Practice, J. Patrick• Powers, P.E., Wiley Series of Practical Construction Guides. TM 5-818-5 Dewatering and Groundwater Control Manual• Gravity Flow Partially Penetrating Slot. Figures 4-1 & 4-3 Dewatering calcs - WellPoint _Multiple Wells_Avg Flow to Slot__Typ.xmcd1/7 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Phase 1 - Contract No. 5 Temporary Dewatering Typical Wellpoint Analysis By: JPM 9/5/2025 Chk: RMC 9/17/2025 Min.Max.Min.Max.Min.Max. Open Gravel (GP)10000 1.E+00 3.28E-02 Uniform Gravel (GP)2000 10000 2.E-01 1.E+00 6.56E-03 3.28E-02 Well Graded Gravel (GW)500 3000 5.E-02 3.E-01 1.64E-03 9.84E-03 Uniform Sand (SP)50 2000 5.E-03 2.E-01 1.64E-04 6.56E-03 Well Graded Sand (SW)10 1000 1.E-03 1.E-01 3.28E-05 3.28E-03 Silty Sand (SM)10 50 1.E-03 5.E-03 3.28E-05 1.64E-04 Clayey Sand (SC)1.0 10 1.E-04 1.E-03 3.28E-06 3.28E-05 Silt (ML)0.5 1 5.E-05 1.E-04 1.64E-06 3.28E-06 Clay (CL)0.0001 0.1 1.E-08 1.E-05 3.28E-10 3.28E-07 Description Table1: Range of Hydraulic Conductivity of Natural Soils (k) (Powers) 10-4 cm/sec cm/sec ft/sec Dewatering calcs - WellPoint _Multiple Wells_Avg Flow to Slot__Typ.xmcd2/7 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Phase 1 - Contract No. 5 Temporary Dewatering Typical Wellpoint Analysis By: JPM 9/5/2025 Chk: RMC 9/17/2025 Assume Soil Permeability (refer to Geotechnical Profile & Dewatering Analysis Summary Calc) ku 0.05 cm sec 0.00164 ft sec=:= k k u ft sec 0.00164=:=ft sec Dewatering System Geometry (well points modeled as a slot): Wellpoint systems are typical and are used when the excavation is a maximum of 15-ft deep and the existing water is a maximum of 7-ft above proposed BOE. Existing Grade (varies)EG 15:=ft Groundwater Elevation (per max drawdown) GW 7:=ft Tip of Well Elevation TIP 8-:=ft 23-ft well Well Screen Length SC 2.5:=ft Top of Screen Elevation TS TIP SC+5.5-=:=ft Assumed Elevation of Bottom Impervious Layer (50-ft below BOE) IMP 50-:=ft Distance from well tip to impervious s TIP IMP-42=:=ft Initial Head of Water Above impervious H GW IMP-57=:=ft Dewatering System Requirements: Anticipated minimum BOE BOE 0:=ft Required Drawdown Elevation at SOE DDw_SOE BOE 2-2-=:=ft Final Head of Water Above Well at SOE ho DD w_SOE IMP-48=:=ft Dewatering calcs - WellPoint _Multiple Wells_Avg Flow to Slot__Typ.xmcd3/7 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Phase 1 - Contract No. 5 Temporary Dewatering Typical Wellpoint Analysis By: JPM 9/5/2025 Chk: RMC 9/17/2025 Estimate radius of influence for expected excavation using equation from Figure 4-23 of TM 5-818-5: C 2:=for gravity flow for wellpoint system Radius of Influence at Steady State at SOE Rss_SOE C H ho-( ) ku 10 4-cm sec 402.49=:=ft Radius of Influence RSOE Rss_SOE 402.49=:=ft say RSOE 400:=ft The existing Parkers River appears to be the nearest body of standing water to the proposed excavation. This river is measured to be approximately 175-ft from the excavation area. This is closer than the calculated radius of influence. Based on TM 5-818-5, if the distance to a water source is equal the radius or greater, the source of seepage can be considered a line source at the existing body of water. Approx. Distance to Existing Swan Pond River Deg 175ft:=<RSOE 400=ft Therefore,R175 175:=ft For portions at least 175-ft to the existing River use RSOE 400=ft Dewatering calcs - WellPoint _Multiple Wells_Avg Flow to Slot__Typ.xmcd4/7 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Phase 1 - Contract No. 5 Temporary Dewatering Typical Wellpoint Analysis By: JPM 9/5/2025 Chk: RMC 9/17/2025 Determine WellPoint Flow Rates Determine flow to the slot on a per foot basis for a partially penetrating slot per Fig. 4-3 Determine per foot X 1ft:= Maximum Pump Capacity (per cut sheet) Pcap 880gpm:= 175-ft (min.) to River Flow to partially penetrating slot (175-ft min to River) Qp 2 0.73 0.27 H ftho ft- H ft+ ku X 2R175H ft()2 ho ft( ) 2-3.07 gpm ft=:= Approx. Increase due to finite vs. infinite line of wells (per TM-5-818-5) xadd 1.35:= Total expected flow rate Q175 Qp( ) xadd4.15 gpm ft=:= Spacing of wellpoints spwp 5ft:= Flow per wellpoint Qwp_175 Q175 spwp20.7 gpm=:= Max. length of trench open at a time Xmax 200ft:= Total flow Q175 Xmax829 gpm=<Pcap 880 gpm= Dewatering calcs - WellPoint _Multiple Wells_Avg Flow to Slot__Typ.xmcd5/7 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Phase 1 - Contract No. 5 Temporary Dewatering Typical Wellpoint Analysis By: JPM 9/5/2025 Chk: RMC 9/17/2025 Greater than 400-ft to River Flow to partially penetrating slot (400'-ft or greater to River) Qp 0.73 0.27 H ftho ft- H ft+ ku X 2RSOEH ft()2 ho ft( ) 2-0.67 gpm ft=:= Flow from opposite side Qp_opp 0.73 0.27 H ftho ft- H ft+ k u X 2RSOEH ft()2 ho ft( ) 2-0.67 gpm ft=:= Approx. Increase due to finite vs. infinite line of wells xadd 1.35:= Total expected flow rate Q400 Qp Qp_opp+()xadd1.81 gpm ft=:= Spacing of wellpoints spwp 5ft:= Flow per wellpoint Qwp_400 Q400 spwp9.1 gpm=:= Max. length of trench open at a time Xmax 300ft:= Total flow Q400 Xmax544 gpm=<Pcap 880 gpm= Dewatering calcs - WellPoint _Multiple Wells_Avg Flow to Slot__Typ.xmcd6/7 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Phase 1 - Contract No. 5 Temporary Dewatering Typical Wellpoint Analysis By: JPM 9/5/2025 Chk: RMC 9/17/2025 Check Allowable Well Flow Min. Well Radius (inches)rwell 1.5:= Min. Well Filter Sand Radius (inches)rfilt 6:= Approximate Wetted Length of System lw SC 2.5=:=ft Unit Weight of Water ĭw 62.4:= Practical Absolute Pressure in Wellpoint System (18-22 in HG or 6.2-7.6 m H20) habs 0.0228 7.6ĭw( ) 10.8=:=psi Air Pressure (normal value)hatm 1atm psi 14.7=:=psi Influence of the air-pressure difference md 144 hatm habs- ĭ w 8.96=:=ft Requried Drawdown d GW DD w_SOE-9=:=ft Increase Factor for Vacuum Well Point Vi d md+ d:=Vi 2= Check Max Flow per Well using Sichart Equation Qwp_175 Q175 spwp20.7 gpm=:= Qa Vi 0.0352 lwrfilt ku gal day ft2 34.31=:=gpm > Qwp_400 Q400 spwp9.1 gpm=:= Dewatering calcs - WellPoint _Multiple Wells_Avg Flow to Slot__Typ.xmcd7/7 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Phase 1 - Contract No. 5 Temporary Dewatering Typical Sump Analysis By: JPM 9/5/2025 Chk: RMC 9/17/2025 Groundwater Drawdown Calculations Subject:Estimation of groundwater flow / drawdown to dewatering system. Reference:Contract Drawings, titled "Phase 1 - Contract No. 5; Project No. SWSRF• 16676/5", prepared by CDM SMith, dated May 2025. Project Specifications "Appendix A: Yarmouth Contract 5 Boring Logs• 2011", prepared by CDM Smith dated May 2025. Construction Dewatering: A Guide to Theory & Practice, J. Patrick• Powers, P.E., Wiley Series of Practical Construction Guides. TM 5-818-5 Dewatering and Groundwater Control Manual• Gravity Flow Partially Penetrating Slot. Figures 4-1 & 4-3 Dewatering calcs - WellPoint _Sumping_Avg Flow to Slot_Typ.xmcd1/5 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Phase 1 - Contract No. 5 Temporary Dewatering Typical Sump Analysis By: JPM 9/5/2025 Chk: RMC 9/17/2025 Min.Max.Min.Max.Min.Max. Open Gravel (GP)10000 1.E+00 3.28E-02 Uniform Gravel (GP)2000 10000 2.E-01 1.E+00 6.56E-03 3.28E-02 Well Graded Gravel (GW)500 3000 5.E-02 3.E-01 1.64E-03 9.84E-03 Uniform Sand (SP)50 2000 5.E-03 2.E-01 1.64E-04 6.56E-03 Well Graded Sand (SW)10 1000 1.E-03 1.E-01 3.28E-05 3.28E-03 Silty Sand (SM)10 50 1.E-03 5.E-03 3.28E-05 1.64E-04 Clayey Sand (SC)1.0 10 1.E-04 1.E-03 3.28E-06 3.28E-05 Silt (ML)0.5 1 5.E-05 1.E-04 1.64E-06 3.28E-06 Clay (CL)0.0001 0.1 1.E-08 1.E-05 3.28E-10 3.28E-07 Description Table1: Range of Hydraulic Conductivity of Natural Soils (k) (Powers) 10-4 cm/sec cm/sec ft/sec Dewatering calcs - WellPoint _Sumping_Avg Flow to Slot_Typ.xmcd2/5 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Phase 1 - Contract No. 5 Temporary Dewatering Typical Sump Analysis By: JPM 9/5/2025 Chk: RMC 9/17/2025 Assume Soil Permeability (refer to Geotechnical Profile & Dewatering Analysis Summary Calc) ku 0.05 cm sec 0.00164 ft sec=:= k k u ft sec 0.00164=:=ft sec Dewatering System Geometry (sump modeled as a slot): Sumping is used when the water is a maximum of 2-ft above the proposed BOE. Existing Grade (varies)EG 15:=ft Groundwater Elevation GW 2:=ft Assumed Elevation of Bottom Impervious Layer (50-ft below BOE) IMP 50-:=ft Initial Head of Water Above impervious H GW IMP-52=:=ft Dewatering System Requirements: Anticipated minimum BOE BOE 0:=ft Required Drawdown Elevation at SOE DDw_SOE BOE 2-2-=:=ft Final Head of Water Above Well at SOE ho DD w_SOE IMP-48=:=ft Dewatering calcs - WellPoint _Sumping_Avg Flow to Slot_Typ.xmcd3/5 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Phase 1 - Contract No. 5 Temporary Dewatering Typical Sump Analysis By: JPM 9/5/2025 Chk: RMC 9/17/2025 Estimate radius of influence for expected excavation using equation from Figure 4-23 of TM 5-818-5: C 2:=for gravity flow for well system Radius of Influence at Steady State at SOE Rss_SOE C H ho-( ) ku 10 4-cm sec 178.89=:=ft Radius of Influence RSOE Rss_SOE 178.89=:=ft say RSOE 175:=ft The existing Parkers River appears to be the nearest body of standing water to the proposed excavation. Sumping shall only be used when the excavation is at least 175-ft from any adjacent body of water. Based on TM 5-818-5, if the distance to a water source is equal the radius or greater, the source of seepage can be considered a line source at the existing body of water. Approx. Distance to Existing Swan Pond River Deg 175ft:=<RSOE 175=ft Therefore,RSOE 175:=ft Dewatering calcs - WellPoint _Sumping_Avg Flow to Slot_Typ.xmcd4/5 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Phase 1 - Contract No. 5 Temporary Dewatering Typical Sump Analysis By: JPM 9/5/2025 Chk: RMC 9/17/2025 Determine WellPoint Flow Rates Determine flow to the slot on a per foot basis for a partially penetrating slop per Fig. 4-3 Determine per foot X 1ft:= Flow to partially penetrating slot Qp 2 0.73 0.27 H ftho ft- H ft+ k u X 2RSOEH ft()2 ho ft( ) 2-1.26 gpm ft=:= Approx. Increase due to finite vs. infinite slot (per TM-5-818-5) xadd 1.35:= Total expected flow rate Qtotal Qp( ) xadd1.71 gpm ft=:= If 100-ft of trench is open Q100 Qtotal 100ft170.57 gpm=:= Dewatering calcs - WellPoint _Sumping_Avg Flow to Slot_Typ.xmcd5/5 Printed: 9/17/2025 02.0178208.00 Temporary Well Dewatering System Yarmouth Phase 1 - Contract No. 5 Calc By: JPM 9/12/2025 Chk by: RMC 9/17/2025 Location Permeability (cm/sec)Number of Wells C-1 Main St. (Rt. 28) @ Pump Station No. 3 Max. Well 300 C-6 Main St. (Rt. 28), Winslow Gray Rd, & Ruby St. Max. Well 120 12 0.25 0.03 37.2 0.5 0.27 15.4 20 308 5.00E-02 5.00E-04 1.64E-03 30.0 3 340.00 308 300 1.0 Design Well Yield (gpm) Max. Required Flow per Well Factor of Safety on Available Well Flow High Flow Well Yield Well Filter Geometry Filter Diameter (in) Hydraulic Gradient at Face of Well Available Well Yield Through Soil (gpm) Avg. Flow Analysis Soil Permeability Permeability (cm/sec) Permeability (m/sec) Permeability (ft/sec) Well Geometry Well Screen Properties Well Screen Diameter (inches) Slot Spacing (inches) Standard Slot Opening Transmitting Capacity (GPM/ft) Well Screen Length (ft) Well Screen Transmitting Capacity (gpm) Open Area (in2/ft) Blockage Factor Estimated Water Flow Velocity (ft/sec) Table 2. Dewatering Analysis Summary Estimated Flow Per Well (gpm) 5.00E-02 Various Well Capacity - Dennis. (Various Deep Wells) October 1, 2025 02.0178208.00 Temporary Dewatering Design Submittal – Rev. 1 Phase 1 Contract No. 5, Yarmouth, MA Page | 9 Proactive by Design An Equal Opportunity Employer M/F/V/H REFERENCES Certain Teed Slotted PVC Well Casing Certa-Lok™ & Solvent-Weld Superior flow performance Corrosion resistant Large selection of slot configurations Choice of joining systems HigH PerformanCe CertainTeed – the name that contractors have come to associate with the industry’s broadest line of high-quality PVC well products – is also the industry leader in high performance slotted well casing. Using new manufacturing technology, slotted casing can now be produced with open areas and efficiencies that rival those of other screens, often at a fraction of the cost. Combine PVC screens with PVC well casing for the ultimate corrosion-resistant, low-maintenance water well! A Size and Joining System for Every Application Slotted casing can be produced in sizes from 2" all the way up to the largest commercially available PVC well casing product (17.4" O.D.), in a variety of wall thicknesses and strengths to suit virtually all applications: • Domestic • Irrigation • Municipal • Aquifer Storage and Recovery • Environmental CertainTeed also offers a choice of joining systems: traditional solvent-weld or the contractor-proven, all-weather Certa-Lok™ mechanical joint. Slot Width Selection A wide selection of precision-machined factory slot designs (.010"-.125") with closely spaced inlet openings provides for uniform development over the length of the screen and proper stabilization of the gravel pack. Long Life Well rehabilitation costs are minimized, as PVC screens are inherently more resistant than conventional steel products to clogging and encrustation. PVC also outperforms stainless steel in highly corrosive environments, at a fraction of the cost. All screens are manufactured from PVC casing that is listed by NSF International as safe for use with potable water. Single Source for All Your Well Product Needs No more unloading, local-machining, and repackaging required. With CertainTeed, the industry’s best slotted casing is shipped ready to use – no field fabrication required – along with your other PVC well product needs, including solid casing, drop pipe for submersible pumps, and a variety of fittings. The CertainTeed Advantage Slotted PVC and Underdrain Pipe Specifications O.D. OPEN AREA, SQ. INCHES PER FOOT OF SCREEN (.25" SLOT SPACINg) SLOT WIDTH INCHES 0.010 0.013 0.016 0.020 0.025 0.032 0.040 0.050 0.085 0.100 0.125 NOm. NOm. NO. OF mIN. WALL JOINT SIzE O.D. ROWS CLASS THICkNESS AVAILAbILITY KEY: SW = Solvent Weld Belled End, CL = Certa-Lok (w/coupling), CLIB = Certa-Lok Integral Bell * = Not available in SDR17 or SCH80 ** = Equivalent to SCH40 Notes: 1. As a general rule, Flow Rating (GPM/ft) in a gravel-packed well = O.D. Open Area (in2/ft)* (.50 blockage factor)* (.31 conversion factor) at an entrance velocity of 0.1 fps. 2. Open area percentage varies from 2% to over 20%, depending upon casing size and slot width. 3. CertainTeed can supply a detailed Engineering Specification for any of the products shown, or for special made-to-order products. 4. Slots can often be lengthened on thick-wall products to provide additional I.D. penetration; revised specifications showing increased open area are available upon request. 5. Standard slot spacing = .25". Smaller and wider spacing is available - wider spacing is recommended for slot widths of .100” and above. 6. Specifications subject to change. Standard manufacturing tolerances apply. 7. All dimensions are in inches. This chart illustrates standard manufacturing capabilities only. Not all products shown are routinely stocked – call for availability. Slot configurations not included on this chart are covered under CertainTeed’s non-standard product warranty. Underdrain Pipe 2" 2.375 4 SCH40 0.154 SW 2.4 3.1 3.7 4.6 5.6 7.0 3" 3.500 4 SCH40 0.216 SW 2.6 3.4 4.1 5.0 6.2 7.7 4" 4.500 4 SDR26 0.173 SW SDR21 0.214 SW 3.0 3.9 4.8 8.0 9.7 12.2 14.8 18.2 27.2 SCH40 0.237 SW,CLIB 4 1⁄2" 4.950 4 SDR26 0.190 SW,CLIB SCH40 0.248 SW,CLIB 3.0* 4.5* 5.4* 9.2 11.3 14.1 17.1 21.0 31.5 SDR17 0.291 SW,CLIB 5" 5.563 4 SDR26 0.214 SW SDR21** 0.265 SW,CLIB 4.5* 5.4* 10.0 12.3 15.4 18.7 23.0 34.4 SDR17 0.327 SW,CLIB SCH80 0.375 CLIB 6" 6.625 6 SDR26 0.255 SW SCH40 0.280 SW,CLIB 8.2* 12.6 15.4 19.2 23.4 28.7 43.0 SDR21 0.316 SW,CLIB SDR17 0.390 SW,CLIB 6 1⁄4" 6.900 6 DR27.6 0.250 SW 6 1⁄8" SDR21 0.329 SW,CLIB 12.6* 15.4 19.2 23.4 28.7 43.0 6.9"O.D. SDR17 0.406 SW,CLIB 8" 8.625 6 SDR26 0.332 SW SDR21 0.410 SW 14.2* 20.3 25.4 30.8 37.9 56.7 63.8 74.6 SDR17 0.508 CLIB 10" 10.750 6 SDR26 0.413 SW SDR21 0.511 SW 22.5* 28.1 34.1 41.9 62.7 70.7 82.5 SDR17 0.632 CL 12" 12.750 8 SDR26 0.490 SW SDR21 0.606 SW 30.0* 37.4 45.5 55.9 83.7 94.2 110.1 SDR17 0.750 CL 14" 14.000 8 SCH40 0.437 SW 32.9* 41.1 49.9 61.3 91.8 103.4 120.7 SDR17 0.823 CL 16" 16.000 10 SCH40 0.500 SW 10 SDR26 0.616 SW,CL 36.3 45.3 55.1 67.6 101.2 114.0 133.1 8 SDR21 0.762 CL 31.0 38.7 47.0 57.7 86.4 97.3 113.6 8 SDR17 0.941 CL 43.5 52.8 64.9 97.2 109.4 127.8 17.4" O.D. 17.400 8 SDR17 1.024 CL 52.8 64.9 97.2 109.4 127.8 Underdrain Pipe Slotted PVC casing is also ideal for use as underdrain pipe. Applications include, but are not limited to: • Leachate collection systems for solid waste landfills • Drainage and dewatering applications • Mining heap leach projects PVC underdrain pipe is supplied with precision-machined slots, which provide greater intake capacity and continuous, clog-resistant drainage of fluids, as compared to standard round-hole perforated pipe. Slotted underdrain reduces entrance velocity into the pipe, thereby reducing the possibility that solids will be carried into the system. Slot rows can generally be positioned symmetrically or asymmetrically around the pipe circumference, depending upon the application. Outside diameters are generally the same for PVC and non-corrugated polyethylene (HDPE) pipe. However, the HDPE pipe must be extruded with a thicker wall (and therefore a reduced cross-sectional flow area) to obtain a comparable stiffness rating. 40-37-33F © 6/08 CertainTeed Corporation Printed in U.S.A. ExtErior: Roofing • Siding • WindoWS • fence • Railing • TRiM • decking • foundaTionS • PiPe intErior: inSulaTion • gyPSuM • ceilingS ASK ABoUt oUr otHEr CErtAintEED ProDUCtS AnD SYStEMS: CertainTeed Corporation Pipe & Plastics Group P.O. Box 860 Valley Forge, PA 19482 Phone: 866-CT4-PIPE (866-284-7473) Fax: 610-254-5428 www.certainteed.com Traditional Solvent - Weld Joint – Now with a deeper bell for a stronger, more durable bond. Available in sizes 2" - 16". Certa-Lok™ – Check out the Best Joint in Town. No more “glue and screw” attachments. Mechanical joint achieves full strength instantly in all weather conditions. Fast assembly and disassembly. Available in sizes 10" - 17.4" O.D. Certa-Lok™ Integral Bell Well Casing – All the advantages of the contractor-proven Certa-Lok joining system, now with a conventional belled-end joint for even faster assembly. The economical choice for all of your small-to-medium diameter well casing requirements. Available in sizes 4", 4 1⁄2", 5", 6", 6.9" O.D., 8". Our Slots Pay Off Three Ways! CertainTeed solid and slotted casing is available with a joining system to suit all of your needs: Pumps for construction, municipal and industrial applications. ST2037 2” — 115V 73 GPM Multiquip Electric Submersible Pumps are ideal for removing water from confined areas. Their compact design and high performance enables them to get the job done where other pumps come up short. Models are available in sizes ranging from 3/4” to 6” and provide high capacities — up to 674 GPM — with heads up to 105 feet. Single and three phase motor configurations are available to meet virtually any power requirement; single and Three phase motor models are available Versatile pumps that handle a wide range of applications: Construction Contractors prefer the rugged design of Multiquip pumps for removing water from well casings, construction sites, cofferdams and excavations. All pump components are designed to withstand the rigors of the job site. Utilities These are the pumps of choice for dewatering manholes or transformer vaults. Service personnel value their lightweight and portability. Municipalities The versatility and reliability of Multiquip pumps makes them popular with state and local governments. Street and sanitation departments depend on our pumps for the removal of unwanted water. Homeowners Multiquip’s light weight, compact submersible pumps are the first choice for household dewatering applications such as draining basements and swimming pools.ELECTRIC SUBMERSIBLE PUMPSRugged strainer and stainless steel hardware provide long service life Bolt-on discharge port allows easy replacement Cast aluminum housing for light weight Electric motor — water is discharged around the casing for cool operation Safety First — Selected models are UL listed for the US and Canada. Urethane-covered cast iron volute and an all- urethane impeller withstand tough dewatering projects Strain relief cord protection Thermal overload protection prevents motor damage Compact, streamlined design Oil-filled dual seal provides lubrication when running dry Cast iron/steel motor casing serves as heat conductor 2 CENTRIFUGAL - SINGLE PHASEMotor Protection All models provide built-in thermal overload protection that shuts down the pump when operating temperature becomes too high, and automatically restarts once the motor cools and a proper temperature is met. Quality and Safety ST Series Single Phase Pumps are in accordance with ISO9001 Quality Management System standard. Also, all Single Phase models carry the Underwriters Laboratories (UL) Listing for compliance with both U.S. or Canadian electrical safety codes. Designed for hard industrial pumping applications. Unique strainer permits dewatering levels down to 1/16”. Features oil-filled dual shaft seals, aluminum housing, streamline shape, powerful 115V motor, internal thermal protection, and UL/CUL certifications. ST2038P 2" NPT Discharge 60 GPM - 38' HEAD This highly portable, lightweight pump is a great choice for flooded rooms, flat roofs, fill tanks, basins, fountains and waterfalls. Features include hardy thermoplastic casing, stainless steel fitting, internal overload protection, full oil lubricated shaft seals, and UL/CUL certifications. SS233 2” NPT Discharge 60 GPM - 20' HEAD Popular, and versatile, the ST2037 is a low maintenance pump that is designed for long hard industrial pump applications. Features include oil-filled dual shaft seals, aluminum housing, streamline shape, powerful 115V motor, internal thermal protection, and provides UL/CUL certifications. Model ST2037F comes with attached industrial float switch. ST2037/ST2037F 2" NPT Discharge 73 GPM - 37' HEAD Slim design and proven performance, this 2HP 230V pump de-waters surfaces down to ½” and handles fluids up to 140° F. Features include double mechanical oil-filled seals, internal thermal protection, & sealed ball bearing assembly. The pump offers a ductile iron impeller, insulated aluminum casing, 50’ power cable with strain relief, assembly, and provides a convenient carrying handle. ST3020BCUL 3" NPT Discharge 170 GPM - 72' HEAD The Yellow Submarine is lightweight, compact and is a great choice for light duty jobs found around the shop or home. One piece polymer pump casing resists corrosion and heat. Features internal overload protection, dual shaft seals, and UL/CUL listings. YELLSUB 3/4” GHT and 1 1/4” NPT Discharge 33 GPM - 15’ HEAD This time tested pump is the contractors choice for tough demanding applications. The engineered design provides superior performance in a compact package. Trusted powerful 115V motor, low maintenance requirements, thermal protection, and UL/CUL certifications. All MQ 115V 1Ø pumps are designed with internal thermal overload protection and do not require extra electrical protection, however, the CB3 Control Box is offered for convenient ON/OFF/AUTO and float switch operations. The CB3 comes with two SW1WOPA float switches. The pump model ST3020BCUL provides its own internal thermal overload protection, however, the 230V 1Ø CB6 Control Box is offered for convenient ON/OFF/AUTO and float switch operations. The CB6 comes standard with two SW1WOPA float switches. ST2047 2" NPT Discharge 87 GPM - 47' HEAD 3 TRASH PUMPS — SINGLE PHASEThis rugged compact submersible trash pump is ideal for moving debris laden water (MAX solid size 1”). A heavy duty cast iron housing and abrasion resistant impeller withstands tough dewatering applications. The ST2040T features dual shaft seals, powerful 115V motor, internal thermal protection, 25’ power cable with strain relief, convenient carry handle, and UL/CUL listings. Pumps fluids up to 140° F. Model ST2040TF comes with attached industrial float switch. The PX400 is a lightweight submersible trash pump in a compact package. It is ideal for moving debris laden water (MAX solid size 1”). An industrial grade cast iron housing and abrasion resistant impeller withstands tough dewatering applications. The corrosion resistant stainless steel casing allows this pump to tackle marine, and selected chemical applications. Major features include abrasion resistant impeller, dual shaft seals, powerful 115V motor, internal overload protection, 19’ power cable with strain relief and convenient carry handle. Pumps fluids up to 140° F. Designed for heavy industrial applications, the ST2010TCUL provides exceptional performance moving debris laden water (MAX solid size 1”). An industrial grade cast iron housing and abrasion resistant impeller withstands very demanding dewatering applications. Key features include a powerful 115V electric motor, double mechanical oil filled shaft seals, sealed ball bearing impeller, powerful 115V motor, internal thermal protection, 50’ power cable with strain relief, convenient and carrying handle. Also, this pump has UL/CUL listings,and handle fluids up to 140° F. ST2040T/T2040TF 2” NPT Discharge 79 GPM - 40’ HEAD ST2010TCUL 2” Discharge 95 GPM - 45’ HEAD PX400 2” NPT Discharge 72 GPM - 34’ HEAD Easy Clean out Base Design Easy Clean out Base Design Easy Clean-out Base Design All MQ 115V 1Ø pumps are designed with internal thermal overload protection and do not require extra electrical protection, however, the CB3 control box is offered for convenient ON/OFF/AUTO and float switch operations. The CB3 comes with two SW1WOPA Float switches. Why Choose a Trash Pump? When applications call for moving heavy debris laden water, the proper choice is the Multiquip Submersible Trash Pump. The pumps are equipped with a 2” discharge port, and are internally engineered to easily handle debris and solids up to one inch in diameter. All models employ a vortex action design that discharges solids away from the unique multi-vane impeller to prevent clogging. 4 CENTRIFUGAL - THREE PHASEThe ST3050D is ideal for supporting tough utility and municipal jobs. The flexible dual voltage 230/460 5HP motor ensures optimum flow and head performance. The pump incorporates an industrial cast iron housing, dual shaft seals, sealed ball bearing impeller, carrying handle and molded 50’ power cable w/ strain relief. The pump handles fluid up to 140° F. Powerful, compact and offering top performance output, the ST41 Series features: heat-treated stainless steel 410 shaft, double mechanical seals, oil free motor, thermal/over current motor protection, dynamically balanced high chrome impeller, and corrosion resistant stainless steel outer casing. Passes solids up to ½”, has a carrying handle and comes with a molded 33’ power cable w/ strain relief. The pump handles fluid up to 140° F. There are two 4” discharge models available: 230V 3Ø or 460V 3Ø. The ST61 Series provides exceptional flow output,durability, in an overall compact package. High performance and operating value is achieved through an oil free motor, thermal/ over current motor protection, dynamically balanced high chrome impeller, heat-treated stainless steel 410 shaft, double mechanical seals, and rigid corrosion resistant stainless steel outer casing and strainer. Passes solids up to ½”, lifting eyelets and comes with a molded 33’ power cable w/ strain relief. The pump handles fluid up to 140° F. Depending on your electrical source, there are two 6” discharge model pumps: 230V 3Ø or 460V 3Ø. ST3050D 3” NPT Discharge 270 GPM - 86’ HEAD ST61230 / ST61460 6” NPT Discharge 674 GPM - 105’ HEAD ST41230 / ST41460 4” NPT Discharge 423 GPM - 138’ HEAD A Control Box is required to provide overload safety shut downs that are thermal & voltage related, and to assist in powering float switches. MQ offers the control box CB200 to support the ST3050D. A Control Box is required to provide safe ON/OFF functioning, overload safety shut downs that are thermal & voltage related, and proper conduits to assist in powering float switches. MQ offers the CB1269 control box to support the ST41230 and the CB1456 to support the ST41460. A control box is required to provide safe ON/OFF functioning, overload safety shut downs that are thermal & voltage related, and proper conduits to assist in powering float switches. MQ offers the CB1274 control box to support the ST61230 and CB1456 Control Box to support the ST61460 Multiquip’s Powerful 3-Phase Pumps When three phase power is available, Multiquip provides three pump models that tackle a variety of industrial dewatering applications. These powerful submersibles are available in 3”, 4” and 6” discharge sizes, and are available in either 230V or 460V models depending on power source. 5 Model Description SW1A Mechanical single float switch, 120V. Provides NEMA 5-15 Plug and piggy-back receptacle end. Corrosion resistant PVC Housing for use in sewage/water up to 140° F. UL/CUL listed. Heavy-duty contacts. Adjustable range 7” to 36”. 16 gauge cord. Pressure tested to 60’. 14 Gauge - 20’ cord. SW1WOPA Mechanical single float switch, 120V. Open wire end. Corrosion resistant PVC Housing for use in sewage/water up to 140° F. UL/CUL listed. Heavy-duty contacts. Adjustable range 7” to 36”. 16 gauge cord. Pressure tested to 60’. 14 Gauge - 20’ cord. For control box applications only. SW2A Double mechanical float switch, 120V. Provides holding relay to permit floats to work in series, and eliminates pump chatter in turbulent applications. UL/CUL listed. Adjustable pumping ranges 3” to 48”. With NEMA 5-15 plug and piggy-back receptacle. Float housings made from rugged polypropylene with 14 Gauge 20’ cords. NPT THREAD HD1550 Discharge Hose, 50 feet - 1½” - 75psi HD250 Discharge Hose, 50 feet - 2” - 75psi HD350 Discharge Hose, 50 feet - 3” - 60psi HD450 Discharge Hose, 50 feet - 4” - 60psi HD650 Discharge Hose, 50 feet - 6” - 45psi QD COUPLER HDQ1550 Discharge Hose, 50 feet - 1½" Quick Coupler - 75psi HDQ250 Discharge Hose, 50 feet - 2” Quick Coupler - 75psi HDQ350 Discharge Hose, 50 feet - 3” Quick Coupler - 60psi HDQ450 Discharge Hose, 50 feet - 4” Quick Coupler - 60psi HDQ650 Discharge Hose, 50 feet - 6” Quick Coupler - 45psiACCESSORIESControl Boxes Float Switches Discharge Hose Model Description CB3 Control box for 115V Pumps - Water resistant fiberglass housing and cable connectors prevent moisture from entering into box - (2) SW1WPOA float switches attached. Features operation switch and running light. Specs FLA (Amps): 120V 1Ø 40A. CB6 Control box for 230V Pumps - Water resistant fiberglass housing and cable connectors prevent moisture from entering into box. Features operation AUTO switch. Specs FLA (Amps): 230V 1Ø 12A. Includes (2) SW1WOPA Single float switches CB200 Control box. Magnetic starter, watertight housing and cable connectors prevent moisture from entering into box - addi- tional cable glands support float switches. Features ON/OFF switch and running light. Electric overload helps prevent short circuits, and power spikes. Specs: 230V 1Ø 10.5A; 230V 3Ø 14.2A, 460V 3Ø 7.1A CB1269 Control box for model ST41230 (230V 3Ø). Magnetic starter, electronic overload protection, power spike control, and short circuit protection. Watertight outer housing and cable glands that support float switches. ON/OFF switch with running lights. Three K69 heater elements included. CB1274 Control Box for model ST61230 (230V 3Ø). Magnetic starter, electronic overload protection, power spike control, and short circuit protection. Watertight outer housing and cable glands that support float switches. ON/OFF switch with running lights. Three K74 heater elements included. CB1456 Control box for model ST41460 (460V 3Ø). Magnetic starter, electronic overload protection, power spike control, and short circuit protection. Watertight outer housing and cable glands that support float switches. ON/OFF switch with running lights. Three K56 heater elements included. CB1463 Control Box for model ST61460 (460V 3Ø). Magnetic starter, electronic overload protection, power spike control, and short circuit protection. Watertight outer housing and cable glands that support float switches. ON/OFF switch with running lights. Three K63 heater elements included. 6 PUMP PERFORMANCE CURVESSS233 ST2037 AND ST2038P YELLOW SUBMARINE ST2047 PX400, ST2040T, ST2010TCUL ST3020BCUL AND ST3050D 7 ST41230, ST4160 ST61230 , ST61460 Your Multiquip dealer is: Connect with us on All features and specifications are subject to change without notice. Version 0916 WWW.MULTIQUIP.COM Note: All Multiquip 3-phase submersible pumps require a control box to provide it with all of the operation safety shut-downs and to use with float switches (if required). If these pumps are ordered to replace a unit in an existing application where a control box is already installed then the existing control box may be sufficient. If the pump is part of a new application where a control box is not already present then a control box needs to be ordered with the 3-phase submersible pump. A control box is needed specifically to provide the 3-phase submersible pump with the voltage overload and thermal overload shutdowns, as well as a connection point for the use of float switches. * Complies with UL and Canadian Electrical Standards. Specifications Model Impeller Disc. Size in. (mm) Max. Solids in. (mm) Total Head ft. (m) Capacity GPM (lpm) HP (kw)‡ Voltage; Phase Starting Amp. Running Amp. Cable Length ft. (m) Diameter in. (mm) Height in. (mm) Weight lb (kg) CENTRIFUGAL YELLSUB*Heavy Polymer 1¼ (31.7)0.4 15(4.6)33(125)0.25 (.185)115V 1Ø 11.5 2.5 9(2.7)6.25(159)9.5(241)6(2.72) SS233*Heavy Polymer 2(50)0.4 20(6.1)60(227)0.5(0.37)115V 1Ø 30 6 10(7.6)8.1(206)14.5 (368)15.5 (7.0) ST2038P* Neoprene Rubber over Cast Iron 2 (50)0.4 38 (11.5) 60 (227) 1 (0.75)115V 1Ø 56 8 25 (7.6) 7. 7 (196) 15.4 (391) 31 (14) ST2037* Neoprene Rubber over Cast Iron 2 (50)0.4 37 (11.3) 73 (276) 1 (0.75)115V 1Ø 34.5 6.9 25 (7.6) 7. 4 (188) 15.4 (391) 31 (14) ST2037F* Neoprene Rubber over Cast Iron 2(50)0.4 37(11.3)73(276)1(0.75)115V 1Ø 34.5 6.9 25(7.6)7. 4(188)15.4(391)31(14) ST2047* Neoprene Rubber over Cast Iron 2(50)0.4 47(14.3)87(329)1(0.75)115V 1Ø 49 9.8 50(15.2)7. 4(188)15.4(391)33(15) ST3020BCUL*Cast Duc-tile Iron 3(75)0.4 72(22)17 0(644)2(1.5)230V 1Ø 52 10.5 50(15.2)6.7(170)28.5(720)67(30) ST3050D Cast Duc- tile Iron 3 (75)0.4 86 (26) 264 (999) 5 (3.75) 230/460V 3Ø 77 (230V) 39 (460V) 14.2 (230V) 7.1 (460V) 50 (15.2) 10.2 (259) 26.8 (680) 120 (54) ST41230 Chrome Steel 4(100).6”(15)138(42)423(1600)10(7.5)230 3Ø 172.2 28.6 33(10)12.5(317)32(807)205(93) ST41460 Chrome Steel 4(100).6”(15)138(42)423(1600)10(7.5)460 3Ø 85.8 14.3 33(10)12.5(317)32(807)205(93) ST61230 Chrome Steel 6 (150) .6” (15) 105 (32.5) 674 (2450) 15 (11.0)230 3Ø 258 43 33 (10) 14 (352) 34 (855) 301 (137) ST61460 Chrome Steel 6(150).6”(15)105(32.5)674(2450)15(11.0)460 3Ø 129 21.5 33(10)14(352)34(855)301(137) TRASH PUMPS PX400 UrethaneResin 2(50)1(25)34(10.3)72(273)0.5(0.37)115V 1Ø 37 6.2 19(5.6)10(254)17(430)25(11) ST2040T* Neoprene Rubber over Cast Iron 2 (50) 1 (25) 40 (12.2) 79 (299) 1 (0.75)115V 1Ø 34 6.8 25 (7.6) 10.3 (267) 16.8 (427) 34 (15.4) ST2040TF* Neoprene Rubber over Cast Iron 2 (50) 1 (25) 40 (12.2) 79 (299) 1 (0.75)115V 1Ø 34 6.8 25 (7.6) 10.3 (267) 16.8 (427) 34 (15.4) ST2010TCUL*Cast Duc-tile Iron 2(50)1(25)45(13.7)95(360)1(0.75)115V 1Ø 53 9.4 50(15.2)10.3(267)24.5(622)77(35) 8 PT200 Diesel Driven High Efficiency Wellpoint Dewatering Pump Max. 880 US GPM, Max. 99 ft. / 43 PSI 1 P u m p s f o r r e s u l t s Pump specifications: Type ........................ PT200 D265 Design..................... Double acting piston pump Max. flow ................ 880 US GPM (200 m3/hour) Max. pressure ......... 99 ft. (30 mwc) Max. suction lift ....... 30 ft. (9 mwc) Diesel engine .......... Hatz 3H50TIC Fuel consumption ... 0.9 gallon/hour at BEP Emission level ......... Tier 4 final Canopy ................... M14-23 Sound level ............. Approx. 50 dB(A) at 33 ft. Dry weight ............... 6080 lbs. (2760 kg) FEATURES PT Wellpoint pump The PT wellpoint pump has been designed for vertical- and horizontal dewatering applications. These positive displacement pumps are fully self-priming and are capable of handling air, water or any mixture of both without requiring a separate priming system. Furthermore, these pumps are capable of running dry indefinitely without causing damage or excessive wear to any part of the unit. Complete package designed & built by BBA Pumps Complete in-house design & production Over 60 years of experience in the market Extensive testing facility in-house Contemporary & functional design Durable & eco-friendly materials World-class performance The PT pump package offers lowest cost of ownership and provides a reliable and durable solution to the challenges facing dewatering companies around the world. The technology has been tried and tested in the field and has revolutionised the vertical- and horizontal dewatering market on a global scale, by offering unmatched performance at minimal costs thereby improving the return on investment (ROI). After sales service & product support Single supplier for parts, spares & accessories Dedicated customer help-desk (24h service) Dedicated service department in-house Global parts distribution network Optional global on-site servicing Extensive training options available (technical & commercial), on-site or in-house Key features PT Pumps Self-priming without additional priming system Excellent suction capabilities on all flows High pump efficiency Can run dry indefinitely Cheap and easy-to-replace wear parts 100% mechanical technology Extended unit life time PT200 Diesel Driven High Efficiency Wellpoint Dewatering Pump Max. 880 US GPM, Max. 99 ft. / 43 PSI 2 P u m p s f o r r e s u l t s STANDARD TECHNICAL SPECIFICATIONS BBA double acting, duplex piston pump Pump type ............................ PT200 D265 Max. flow .............................. 880 US GPM (200 m3/hour) Max. head ............................ 99 ft. (30 mwc) Max. suction lift .................... 30 ft. (9 mwc) Speed (factory standard) ..... 64 strokes/min Pump casing ........................ Cast iron GG20 Valve cover .......................... Aluminium Cylinder liners ...................... Stainless steel Ø 265 mm (10.43 inch) Piston cups .......................... Leather Piston rods ........................... Stainless steel 304 Shaft seal ............................. Gland packing Valve rubbers....................... Stainless steel core with rubber layer Valve seats .......................... Composite (optionally available in bronze) Measure equipment ............. 2 vacuum gauges Engine Engine brand ....................... Hatz Engine type .......................... 3H50TIC Engine speed ....................... 1400 RPM Power output........................ 34 Hp (25 kW ) Fuel consumption ................ 230 g/kWh Displacement ....................... 89.32 Cubic inch Number of cylinders ............. 3 Cooling system .................... Liquid cooled Starting method ................... Electric start & stop Oil filling ............................... 5.3 qts (10W40 low SAPS) Emission level US ................ EPA Tier 4 final LOFA control panel - Switch Manual-0-Auto - RAMP-UP/DOWN function - Rpm. control with push buttons - Warning lights - 4.3" LCD monitor The LCD monitor displays additional engine data, e.g. actual engine speed, working hours, battery voltage, fuel consumption and failures in clear text Fuel system - Composite fuel tank 80 US Gallon (300 L.) - Fuel tank cap Ø 4 inch - Electronic fuel injection system - Fitted with water separator & extra in-line fuel filter Electrical system & safety features - Battery isolator switch - Nominal voltage 12 Volt - Premium quality battery - Low oil pressure shut down PT200 Diesel Driven High Efficiency Wellpoint Dewatering Pump Max. 880 US GPM, Max. 99 ft. / 43 PSI 3 P u m p s f o r r e s u l t s CANOPY M14-23 BBA super silent canopy Canopy type......................... M14-23 Dimensions L x W x H ......... 92 x 57.1 x 66.1 inch Dimensions L x W x H ......... 2347 x 1450 x 1680 mm Basic frame .......................... Hot dip galvanized Roof panel ........................... Steel powder coated Doors ................................... 5 easy-access composite doors (lockable) Fuel tank .............................. PE net 80 US Gallon Fuel tank autonomy ............. 85 hours (at BEP 800 US GPM @ 65 ft.) Fuel system ......................... External fuel tank connections Lifting point .......................... Fitted with lifting points Forklift pockets.....................Fitted with 2 forklift pockets Connections ......................... Please consult “auxiliary items” Exhaust system + DOC ....... Fully integrated in the canopy Documentation box .............. BBA user manual and warranty book Actual dimensions may vary depending on selected quick couplings. PT200 Diesel Driven High Efficiency Wellpoint Dewatering Pump Max. 880 US GPM, Max. 99 ft. / 43 PSI 4 P u m p s f o r r e s u l t s Easy access points Allows access to the cylinders, valves, stuffing boxes and other critical areas for easy cleaning and maintenance. Integrated stone catcher To protect the pump internals from any suspended solids. The stone catcher has inspection covers and comes with dual vacuum gauges to monitor pump performance. Fuel tank Fully bunded, corrosion-free, 80 gallon, high-density polyethylene fuel tank, located in base of canopy. Excellent pump hydraulics A patented suction valve seat and improved hydraulics guarantee the best pump efficiency and unbeatable vacuum build up. Safety High quality and lockable T- grip hinges offer perfect grip and restrict unauthorised access to the pump. The grips are recessed in the door to prevent damage during transport and/or operation. 4 Year limited warranty The BBA limited warranty covers years or operating hours whichever occurs first. For more details please consult the BBA warranty book. Page 1 of 1 Shop Drawing Submittal Response Date: September 25, 2025 Project Name: Town of Yarmouth – Wastewater Collection & WRRF Phase 1 Contract 5 Submittal: D-312319-001-A – Dewatering Spec Section No.: 321123 Reviewer: M. Brezinski Review Status: ☐ CODE 1: Approved ☐ CODE 2: Approved As Noted ☒ CODE 3: Approved As Noted/Resubmit - Resubmission required ☐ CODE 4: Rejected ☐ CODE 5: Receipt Acknowledged (Not Subject to the Engineer’s Approval) Comments: 1. Per GZA’s recommendations and the requirements of Section 310900 – Geotechnical Instrumentation and Monitoring please submit a monitoring plan to be implement on nearby and adjacent structures to monitor for settlement of existing structures due to drawdown of the groundwater table within the radius of influence of dewatering wells. 2. Please provide a groundwater discharge plan showing proposed locations of sedimentation basins and disposal location of dewatering water. 3. Attached are laboratory test results from soils obtained from test borings for you to confirm your assumptions. SHOP DRAWING REVIEW ☐ Approved ☐ Approved As Noted ☒ Approved As Noted/Resubmit ☒ Full ☐ Partial ☐ Rejected ☐ Receipt Acknowledged (Not Subject to the Engineer’s Approval) The Contractor is responsible for the details and dimensions of fabrication and manufacture, the means, methods, techniques, sequences, or procedures of construction, and performing its work in a safe manner. The Contractor is also responsible for confirmation and verification of all field measurements, and coordination with other related shop drawings and Contract requirements. The Engineer’s review of this shop drawing is limited to review for conformance with the Contract Documents and design concept. This review does not relieve the Contractor from errors or omissions in the submittal, or from the Contractor’s responsibility of addressing any deviations from the Contract Documents, or for any other Contract requirement. Note: The review of shop drawings containing design calculations or drawings signed and sealed by a professional engineer (“Contractor Specialty Engineer”) does not constitute a detail check of calculations, nor does it relieve the Contractor’s Specialty Engineer from the responsibility for the design and detailing of the specialty component or system contained in such shop drawings. By: M. Brezinski Date: 9/19/25 Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 3/31/2011 (no specification provided) PL= LL= PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS= AASHTO= * poorly graded sand with silt 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 100.0 100.0 100.0 99.9 56.5 12.9 0.2925 0.2583 0.1593 0.1347 0.0978 0.0774 SP-SM As received moisture content = 25.1% Soil classification and description based on Visual Manual Procedure ASTM D2488 Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-102A Depth: 14-16 Sample Number: S-4 Date: Client: Project: Project No: Figure SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.0 0.0 0.1 87.0 12.96 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 2/09/2011 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 100.0 100.0 99.4 94.0 8.5 1.3 0.3951 0.3665 0.2747 0.2480 0.2010 0.1669 0.1543 1.78 0.95 SP As received moisture content = 7.5% Town of Yarmouth Sewerage Works Improvements Phase 1 01125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-104 Depth: 5-7 Sample Number: S-2 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.0 0.0 6.0 92.7 1.36 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 2/7/2011 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 100.0 99.9 99.9 97.1 36.9 4.9 0.3519 0.3186 0.2141 0.1845 0.1324 0.0961 0.0851 2.51 0.96 SP As received moisture content = 24.9% Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-108 Depth: 13-15 Sample Number: S-4 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.0 0.1 2.8 92.2 4.96 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 2/07/2011 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 97.2 94.8 87.5 68.1 6.9 1.9 1.0334 0.7267 0.3667 0.3132 0.2327 0.1810 0.1628 2.25 0.91 SP As received moisture content = 3.3% Town of Yarmouth Sewerage Works Improvements Phase 1 01125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-108 Depth: 10-12 Sample Number: S-3 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 2.8 2.4 26.7 66.2 1.96 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 2/7/2011 (no specification provided) PL= LL= PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS= AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 100.0 100.0 99.9 98.2 31.7 3.9 0.3507 0.3213 0.2249 0.1967 0.1457 0.1052 0.0912 2.47 1.04 SP As received moisture content = 10.6% Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-109 Depth: 10-12 Sample Number: S-3 Date: Client: Project: Project No: Figure SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.0 0.0 1.8 94.3 3.96 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 4/6/2011 (no specification provided) PL= LL= PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS= AASHTO= * silty sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 100.0 99.9 99.8 97.4 34.0 18.5 0.3572 0.3269 0.2269 0.1968 0.1366 SM As received moisture content = 24.5% Soil classification and description based on Visual Manual Procedure ASTM D2488 Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-110 Depth: 14-16 Sample Number: S-4 Date: Client: Project: Project No: Figure SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.0 0.1 2.5 78.9 18.56 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 4/6/2011 (no specification provided) PL= LL= PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS= AASHTO= * silty sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 100.0 99.9 99.9 98.5 64.5 27.1 0.2843 0.2434 0.1369 0.1131 0.0789 SM As received moisture content = 26.3% Soil classification and description based on Visual Manual Procedure ASTM D2488 Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-111 Depth: 19-21 Sample Number: S-5 Date: Client: Project: Project No: Figure SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.0 0.1 1.4 71.4 27.16 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 4/6/2011 (no specification provided) PL= LL= PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS= AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 96.1 87.0 77.4 63.4 38.2 5.2 1.7 6.6950 3.9148 0.7580 0.5715 0.3460 0.2269 0.1899 3.99 0.83 SP As received moisture content = 13.7% Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-112 Depth: 9-11 Sample Number: S-3 Date: Client: Project: Project No: Figure SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 3.9 9.1 9.6 39.2 36.5 1.76 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 2/7/2011 (no specification provided) PL= LL= PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS= AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 99.5 99.2 95.9 76.0 12.4 3.0 0.6173 0.5237 0.3252 0.2810 0.2093 0.1596 0.1399 2.32 0.96 SP As received moisture content = 21.4% Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-113 Depth: 5-7 Sample Number: S-2 Date: Client: Project: Project No: Figure SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.5 0.3 23.2 73.0 3.06 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 4/7/2011 (no specification provided) PL= LL= PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS= AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 98.8 98.6 93.0 51.6 19.0 3.6 0.7934 0.7207 0.4876 0.4127 0.2470 0.1244 0.0993 4.91 1.26 SP As received moisture content = 19.7% Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-114 Depth: 9-11 Sample Number: S-3 Date: Client: Project: Project No: Figure SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 1.2 0.2 47.0 48.0 3.66 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 4/7/2011 (no specification provided) PL= LL= PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS= AASHTO= * poorly graded sand with silt 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 100.0 99.6 99.3 97.6 47.9 9.2 0.3241 0.2863 0.1807 0.1549 0.1150 0.0880 0.0771 2.34 0.95 SP-SM As received moisture content = 29.9% Soil classification and description based on Visual Manual Procedure ASTM D2488 Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-115 Depth: 14-16 Sample Number: S-4 Date: Client: Project: Project No: Figure SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.0 0.4 2.0 88.4 9.26 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 2/8/2011 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 100.0 99.9 99.2 83.1 6.6 1.4 0.4947 0.4410 0.3074 0.2731 0.2155 0.1754 0.1610 1.91 0.94 SP As received moisture content = 2.3% Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-116 Depth: 5-7 Sample Number: S-2 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.0 0.1 16.8 81.7 1.46 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 1/13/2011 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 99.4 98.0 90.9 69.1 3.4 1.1 0.8026 0.6362 0.3659 0.3167 0.2407 0.1919 0.1752 2.09 0.90 SP As received moisture content = 18.9% Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-117 Depth: 10-12 Sample Number: S-3 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.6 1.4 28.9 68.0 1.16 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 1/13/2011 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * poorly graded sand with silt 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 100.0 100.0 100.0 100.0 71.7 7.9 0.2176 0.1910 0.1283 0.1143 0.0929 0.0803 0.0765 1.68 0.88 SP-SM As received moisture content = 21.2% Soil classification and description based on Visual Manua Procedure ASTM D2488 Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-118 Depth: 10-12 Sample Number: S-3 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.0 0.0 0.0 92.1 7.96 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 1/13/2011 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 100.0 100.0 98.8 92.9 5.3 0.9 0.4034 0.3738 0.2811 0.2544 0.2077 0.1744 0.1625 1.73 0.94 SP As received moisture content = 0.5% Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-119 Depth: 5-7 Sample Number: S-2 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.0 0.0 7.1 92.0 0.96 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 2/11/2011 (no specification provided) PL= LL= PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS= AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 100.0 99.9 99.5 94.7 14.9 2.6 0.3876 0.3582 0.2637 0.2362 0.1874 0.1503 0.1137 2.32 1.17 SP As received moisture content = 3.9% Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-120 Depth: 5-7 Sample Number: S-2 Date: Client: Project: Project No: Figure SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.0 0.1 5.2 92.1 2.66 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 4/7/2011 (no specification provided) PL= LL= PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS= AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 100.0 100.0 100.0 99.8 23.4 3.3 0.3502 0.3252 0.2394 0.2134 0.1660 0.1261 0.1081 2.21 1.06 SP As received moisture content = 23.8% Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-121 Depth: 19-21 Sample Number: S-5 Date: Client: Project: Project No: Figure SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.0 0.0 0.2 96.5 3.36 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 4/8/2011 (no specification provided) PL= LL= PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS= AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 97.9 97.8 97.3 89.8 9.7 1.5 0.4314 0.3892 0.2819 0.2524 0.2014 0.1646 0.1508 1.87 0.95 SP As received moisture content = 26.2% Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-122 Depth: 9-11 Sample Number: S-3 Date: Client: Project: Project No: Figure SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 2.1 0.1 8.0 88.3 1.56 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 2/7/2011 (no specification provided) PL= LL= PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS= AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 99.7 99.3 95.5 58.2 5.6 3.1 0.7343 0.6611 0.4366 0.3742 0.2697 0.1998 0.1753 2.49 0.95 SP As received moisture content = 19.8% Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-123 Depth: 8-10 Sample Number: S-3 Date: Client: Project: Project No: Figure SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.3 0.4 41.1 55.1 3.16 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 4/8/2011 (no specification provided) PL= LL= PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS= AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 99.9 99.8 99.2 94.9 16.4 4.5 0.3852 0.3558 0.2612 0.2336 0.1844 0.1384 0.1034 2.53 1.26 SP As received moisture content = 19.1% Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-124 Depth: 14-16 Sample Number: S-4 Date: Client: Project: Project No: Figure SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.1 0.1 4.9 90.4 4.56 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 2/11/2011 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 99.9 99.5 95.6 65.3 13.6 2.4 0.7087 0.6263 0.3870 0.3246 0.2241 0.1569 0.1311 2.95 0.99 SP As received moisture content = 9.5% Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-125 Depth: 5-7 Sample Number: S-2 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.1 0.4 34.2 62.9 2.46 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 2/10/2011 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 98.8 94.8 80.7 52.8 9.8 4.4 1.2989 0.9997 0.4957 0.4009 0.2643 0.1813 0.1513 3.28 0.93 SP As received moisture content = 19.1% Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-126 Depth: 5-7 Sample Number: S-2 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 1.2 4.0 42.0 48.4 4.46 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 1/13/2011 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * poorly graded sand with silt 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 99.8 99.8 99.2 95.2 39.5 11.0 0.3651 0.3268 0.2122 0.1803 0.1234 0.0841 SP-SM As received moisture content = 19.9% Soil classification and description based on Visual Manual Procedure ASTM D2488 Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-127 Depth: 10-12 Sample Number: S-3 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.2 0.0 4.6 84.2 11.06 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 2/8/2011 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 96.2 94.6 86.1 48.1 4.6 1.7 1.1609 0.8257 0.5159 0.4386 0.3071 0.2187 0.1884 2.74 0.97 SP As received moisture content = 20.0% Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-128 Depth: 8-10 Sample Number: S-3 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 3.8 1.6 46.5 46.4 1.76 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 2/8/2011 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 98.9 98.7 97.2 72.9 11.3 1.1 0.6284 0.5475 0.3428 0.2946 0.2169 0.1643 0.1446 2.37 0.95 SP As received moisture content = 24.4% Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-129 Depth: 5-7 Sample Number: S-2 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 1.1 0.2 25.8 71.8 1.16 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 2/10/2011 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * well graded sand with silt 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 94.9 91.4 74.7 36.8 13.2 9.4 1.6508 1.1709 0.6420 0.5416 0.3625 0.1829 0.0861 7.45 2.38 SW-SM As received moisture content = 8.3% Soil classification and description based on Visual Manual Procedure ASTM D2488 Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-130 Depth: 0.25-2.25 Sample Number: S-1 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 5.1 3.5 54.6 27.4 9.46 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 2/10/2011 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 99.8 98.6 78.5 21.4 4.5 1.3 1.0693 0.9521 0.6729 0.6022 0.4785 0.3142 0.2352 2.86 1.45 SP As received moisture content = 27.4% Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-130 Depth: 5-7 Sample Number: S-2 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.2 1.2 77.2 20.1 1.36 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 2/8/2011 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 99.7 99.5 98.0 91.7 11.1 2.0 0.4101 0.3764 0.2754 0.2469 0.1973 0.1609 0.1383 1.99 1.02 SP As received moisture content = 2.9% Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-133 Depth: 5-7 Sample Number: S-2 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.3 0.2 7.8 89.7 2.06 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 4/8/2011 (no specification provided) PL= LL= PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS= AASHTO= * poorly graded sand with silt 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 89.0 87.1 82.1 68.6 36.1 11.7 5.6576 1.1495 0.3109 0.2258 0.1258 0.0823 SP-SM As received moisture content = 25.1% Soil classification and description based on Visual Manual Procedure ASTM D2488 Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-135 Depth: 19-21 Sample Number: S-5 Date: Client: Project: Project No: Figure SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 11.0 1.9 18.5 56.9 11.76 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 4/19/2011 (no specification provided) PL= LL= PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS= AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 95.6 88.2 52.2 19.4 2.6 1.3 2.1658 1.7820 0.9899 0.8154 0.5486 0.3714 0.3034 3.26 1.00 SP As received moisture content = 21.3% Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-147A Depth: 19-21 Sample Number: S-5 Date: Client: Project: Project No: Figure SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 4.4 7.4 68.8 18.1 1.36 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 1/14/2011 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 100.0 100.0 97.1 64.5 5.1 1.1 0.6850 0.6117 0.3965 0.3412 0.2517 0.1930 0.1727 2.30 0.93 SP As received moisture content = 20.9% Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-148 Depth: 10-12 Sample Number: S-3 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.0 0.0 35.5 63.4 1.16 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 1/13/2011 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 95.4 89.2 77.9 68.8 20.0 4.9 2.1406 1.4722 0.3369 0.2751 0.1881 0.1288 0.1039 3.24 1.01 SP As received moisture content = 18.2% Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-149 Depth: 10-12 Sample Number: S-3 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 4.6 6.2 20.4 63.9 4.96 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 1/11/2011 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 96.0 92.2 80.7 73.4 30.7 3.8 1.6724 1.1978 0.2841 0.2270 0.1476 0.1018 0.0889 3.19 0.86 SP As received moisture content = 17.9% Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-150 Depth: 10-12 Sample Number: S-3 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 4.0 3.8 18.8 69.6 3.86 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 4/19/2011 (no specification provided) PL= LL= PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS= AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 87.8 81.4 61.6 27.4 8.9 3.0 6.1339 3.1475 0.8201 0.6694 0.4516 0.2722 0.1749 4.69 1.42 SP As received moisture content = 9.3% Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-151 Depth: 19-21 Sample Number: S-5 Date: Client: Project: Project No: Figure SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 12.2 6.4 54.0 24.4 3.06 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 2/11/2011 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 97.7 95.9 80.5 25.8 1.9 0.8 1.3109 1.0227 0.6454 0.5749 0.4509 0.3491 0.3058 2.11 1.03 SP As received moisture content = 3.6% Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-152 Depth: 10-12 Sample Number: S-3 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 2.3 1.8 70.1 25.0 0.86 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 2/9/2011 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * poorly graded sand with silt 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 100.0 100.0 99.6 96.5 50.5 5.5 0.3313 0.2894 0.1758 0.1487 0.1085 0.0865 0.0802 2.19 0.84 SP-SM As received moisture content = 7.4% Soil classification and description based on Visual Manual Procedure ASTM D2488 Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-153 Depth: 5-7 Sample Number: S-2 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.0 0.0 3.5 91.0 5.56 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 1/113/2011 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 97.4 87.3 52.9 36.1 13.7 2.6 2.2168 1.8628 1.0221 0.7777 0.3196 0.1608 0.1220 8.38 0.82 SP As received moisture content = 21.3% Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-157 Depth: 10-12 Sample Number: S-3 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 2.6 10.1 51.2 33.5 2.66 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 4/21/2011 (no specification provided) PL= LL= PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS= AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 93.6 87.1 63.0 26.5 4.6 1.2 2.5977 1.7470 0.7989 0.6626 0.4579 0.3060 0.2431 3.29 1.08 SP As received moisture content = 20.7% Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-156 Depth: 14-16 Sample Number: S-4 Date: Client: Project: Project No: Figure SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 6.4 6.5 60.6 25.3 1.26 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 1/11/2011 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 100.0 99.9 99.4 92.8 14.0 1.6 0.4013 0.3690 0.2690 0.2404 0.1904 0.1529 0.1376 1.95 0.98 SP As received moisture content = 0.1% Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-158 Depth: 5-7 Sample Number: S-2 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.0 0.1 7.1 91.2 1.66 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 1/13/2011 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 97.6 94.0 82.7 65.2 8.7 2.6 1.3920 0.9852 0.3817 0.3196 0.2311 0.1756 0.1558 2.45 0.90 SP As received moisture content = 16.5% Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-159 Depth: 10-12 Sample Number: S-3 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 2.4 3.6 28.8 62.6 2.66 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 1/6/2011 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 97.3 92.8 69.4 34.3 13.1 1.9 1.6608 1.3201 0.7049 0.5853 0.3788 0.1748 0.1213 5.81 1.68 SP As received moisture content = 17.1% Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-160 Depth: 10-12 Sample Number: S-3 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 2.7 4.5 58.5 32.4 1.96 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 1/6/2011 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * poorly graded sand with silt 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 100.0 100.0 99.8 99.2 61.1 10.8 0.2778 0.2413 0.1474 0.1266 0.0961 0.0791 SP-SM As received moisture content = 28.7% Soil classification and description based on Visual Manual Procedure ASTM D2488 Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-161 Depth: 5-7 Sample Number: S-2 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.0 0.0 0.8 88.4 10.86 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 1/6/2011 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * well graded sand with silt 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 99.6 99.3 96.4 85.7 26.6 9.1 0.4870 0.4174 0.2644 0.2264 0.1612 0.1045 0.0796 3.32 1.23 SW-SM As received moisture content = 4.8% Soil classification and description based on Visual Manual Procedure ASTM D2488 Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-162 Depth: 5-7 Sample Number: S-2 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.4 0.3 13.6 76.6 9.16 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 1/6/2011 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 98.9 98.4 93.8 86.0 23.6 3.6 0.4890 0.4132 0.2654 0.2295 0.1690 0.1216 0.1023 2.60 1.05 SP As received moisture content = 22.8% Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-162 Depth: 10-12 Sample Number: S-3 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 1.1 0.5 12.4 82.4 3.66 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 4/21/2011 (no specification provided) PL= LL= PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS= AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 100.0 98.5 83.4 48.4 4.1 1.1 1.0517 0.8880 0.5224 0.4371 0.3019 0.2168 0.1885 2.77 0.93 SP As received moisture content = 20.2% Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-163 Depth: 14-16 Sample Number: S-4 Date: Client: Project: Project No: Figure SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.0 1.5 50.1 47.3 1.16 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 1/6/2011 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 97.5 93.0 79.0 71.1 17.7 2.2 1.6561 1.2695 0.3252 0.2712 0.1927 0.1399 0.1186 2.74 0.96 SP As received moisture content = 19.8% Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-164 Depth: 5-7 Sample Number: S-2 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 2.5 4.5 21.9 68.9 2.26 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 1/6/2011 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 99.7 99.5 96.7 39.4 8.1 1.7 0.7634 0.7144 0.5399 0.4836 0.3688 0.2518 0.1856 2.91 1.36 SP As received moisture content = 18.5% Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-164 Depth: 13-15 Sample Number: S-4 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.3 0.2 60.1 37.7 1.76 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 1/6/2011 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 100.0 99.6 99.1 90.8 6.2 0.8 0.4186 0.3853 0.2852 0.2569 0.2080 0.1732 0.1607 1.77 0.94 SP As received moisture content = 0.1% Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-165 Depth: 5-7 Sample Number: S-2 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.0 0.4 8.8 90.0 0.86 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 1/6/2011 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * well graded sand with silt 3 3/4 #4 #10 #20 #40 #100 #200 100.0 94.5 92.7 89.5 83.5 73.7 29.6 8.9 2.2135 1.0355 0.2938 0.2365 0.1516 0.0951 0.0784 3.75 1.00 SW-SM As received moisture content = 16.3% Soil classification and description based on Visual Manual Procedure ASTM D2488 Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-165 Depth: 13-15 Sample Number: S-4 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 5.5 1.8 3.2 15.8 64.8 8.96 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 1/5/2011 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * silty sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 100.0 100.0 99.8 97.7 26.6 14.9 0.3622 0.3343 0.2411 0.2130 0.1599 0.0820 SW-SM As received moisture content = 4.8% Soil classification and description based on Visual Manual Procedure ASTM D2488 Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-166 Depth: 10-12 Sample Number: S-3 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.0 0.0 2.3 82.8 14.96 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 1/5/2011 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 91.0 85.9 83.2 46.9 20.3 3.9 1.7 14.6769 3.6310 1.1128 0.9074 0.5699 0.3448 0.2659 4.18 1.10 SP As received moisture content = 13.4% Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-167 Depth: 10-12 Sample Number: S-3 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 9.0 5.1 2.7 62.9 18.6 1.76 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 1/5/2011 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 99.7 97.8 84.0 38.8 10.0 2.7 0.9852 0.8674 0.5821 0.5056 0.3585 0.2165 0.1505 3.87 1.47 SP As received moisture content = 11.4% Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-168 Depth: 5-7 Sample Number: S-2 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.3 1.9 59.0 36.1 2.76 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 1/5/2011 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * poorly graded sand with silt 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 100.0 100.0 100.0 99.9 33.3 5.5 0.3386 0.3113 0.2194 0.1920 0.1416 0.1009 0.0869 2.53 1.05 SP-SM As received moisture content = 27.1% Soil classification and description based on Visual Manual Procedure ASTM D 2488 Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-169 Depth: 13-15 Sample Number: S-4 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.0 0.0 0.1 94.4 5.56 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 4/21/2011 (no specification provided) PL= LL= PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS= AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 100.0 99.5 92.5 53.8 13.1 2.8 0.7982 0.7176 0.4713 0.3978 0.2613 0.1628 0.1277 3.69 1.13 SP As received moisture content = 19.1% Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-170 Depth: 14-16 Sample Number: S-4 Date: Client: Project: Project No: Figure SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.0 0.5 45.7 51.0 2.86 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 2/7/2011 (no specification provided) PL= LL= PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS= AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 100.0 100.0 99.9 90.0 24.5 3.0 0.4255 0.3812 0.2571 0.2236 0.1657 0.1200 0.1019 2.52 1.05 SP As received moisture content = 18.1% Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-171 Depth: 10-12 Sample Number: S-3 Date: Client: Project: Project No: Figure SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.0 0.0 10.0 87.0 3.06 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 4/25/2011 (no specification provided) PL= LL= PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS= AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 98.1 95.1 82.6 51.9 11.1 1.0 1.1616 0.9225 0.5005 0.4084 0.2634 0.1735 0.1428 3.50 0.97 SP As received moisture content = 21.5% Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-172 Depth: 14-16 Sample Number: S-4 Date: Client: Project: Project No: Figure SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 1.9 3.0 43.2 50.9 1.06 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 4/22/2011 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * poorly graded sand with silt 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 89.2 79.2 55.1 17.6 12.6 12.3 5.1721 3.1673 0.9454 0.7725 0.5492 0.2849 SP-SM As received moisture content = 3.1% Soil classification and description based on Visual Manual Procedure ASTM D2488 Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-173 Depth: 26-28 Sample Number: S-8 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 10.8 10.0 61.6 5.3 12.36 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 4/22/2011 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 98.9 96.2 90.3 71.4 10.2 1.0 0.8291 0.6283 0.3464 0.2964 0.2189 0.1678 0.1491 2.32 0.93 SP As received moisture content = 19.7% Soil classification and description based on Visual Manual Procedure ASTM D2488 Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-173 Depth: 39-41 Sample Number: S-11 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 1.1 2.7 24.8 70.4 1.06 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 4/22/2011 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * silt 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 100.0 99.9 99.8 99.7 99.4 97.1 NP NV NP 0.0403 0.0254 0.0140 0.0120 0.0083 0.0059 0.0049 2.86 1.01 ML A-4(0) As received moisture content = 32.4% Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-174 Depth: 24-26 Sample Number: S-6 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.0 0.1 0.2 2.6 86.7 10.46 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 4/22/2011 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 98.8 97.2 83.7 55.6 6.6 1.3 1.1057 0.8916 0.4645 0.3821 0.2639 0.1927 0.1686 2.75 0.89 SP As received moisture content = 19.5% Soil classification and description based on Visual Manual Procedure ASTM D2488 Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-174 Depth: 31-33 Sample Number: S-8 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 1.2 1.6 41.6 54.3 1.36 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT silt NV NP NP 99.7 97.1 ML 1125-77884 Town of Yarmouth MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS Project No.Client:Remarks: Project: CDM Cambridge, Massachusetts Figure Source of Sample: B-174 Depth: 24-26 Sample Number: S-6PLASTICITY INDEX0 10 20 30 40 50 60 LIQUID LIMIT 0 10 20 30 40 50 60 70 80 90 100 110 CL-ML CL or OL CH or O H ML or OL MH or OH Dashed line indicates the approximate upper limit boundary for natural soils 4 7 LIQUID AND PLASTIC LIMITS TEST REPORT As received moisture content=32.4%Phase I-Preliminary Design-Wastewater Treatment Plant Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 4/27/2011 (no specification provided) PL= LL= PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS= AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 96.5 90.4 64.1 29.1 5.8 1.9 1.9467 1.5300 0.7819 0.6452 0.4340 0.2765 0.2139 3.65 1.13 SP As received moisture content = 15.2% Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-175 Depth: 19-21 Sample Number: S-5 Date: Client: Project: Project No: Figure SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 3.5 6.1 61.3 27.2 1.96 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 4/27/2011 (no specification provided) PL= LL= PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS= AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 100.0 100.0 99.9 99.6 30.7 4.6 0.3430 0.3161 0.2253 0.1981 0.1483 0.1066 0.0911 2.47 1.07 SP As received moisture content = 27.1% Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-176 Depth: 14-16 Sample Number: S-4 Date: Client: Project: Project No: Figure SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.0 0.0 0.4 95.0 4.66 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 4/25/2011 (no specification provided) PL= LL= PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS= AASHTO= * poorly graded sand with silt 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 100.0 100.0 99.8 99.3 73.3 14.6 0.2170 0.1886 0.1241 0.1099 0.0881 0.0753 SP-SM As received moisture content = 25.6% Soil classification and description based on Visual Manual Procedure ASTM D2488 Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-177 Depth: 14-16 Sample Number: S-4 Date: Client: Project: Project No: Figure SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.0 0.0 0.7 84.7 14.66 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 4/22/2011 (no specification provided) PL= LL= PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS= AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 97.7 95.7 84.5 43.2 8.2 2.8 0.9984 0.8600 0.5540 0.4748 0.3283 0.2123 0.1678 3.30 1.16 SP As received moisture content = 19.2% Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-178 Depth: 9-11 Sample Number: S-3 Date: Client: Project: Project No: Figure SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 2.3 2.0 52.5 40.4 2.86 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 2/25/2011 (no specification provided) PL= LL= PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS= AASHTO= * poorly graded sand with silt 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 100.0 99.9 99.4 97.9 60.5 11.1 0.2895 0.2489 0.1488 0.1273 0.0962 0.0789 SP-SM As received moisture content = 41.7% Soil classification and description based on Visual Manual Procedure ASTM D2488 Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-179 Depth: 9-11 Sample Number: S-3 Date: Client: Project: Project No: Figure SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.0 0.1 2.0 86.8 11.16 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 2/26/2011 (no specification provided) PL= LL= PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS= AASHTO= * poorly graded sand with silt 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 99.9 98.6 90.9 61.7 14.2 8.0 0.8233 0.7059 0.4117 0.3415 0.2307 0.1548 0.1178 3.49 1.10 SP-SM As received moisture content = 18.9% Soil classification and description based on Visual Manual Procedure ASTM D2488 Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-181 Depth: 4-6 Sample Number: S-2 Date: Client: Project: Project No: Figure SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.1 1.3 36.9 53.7 8.06 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 4/22/2011 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 95.0 91.9 78.0 42.0 7.2 1.8 1.4809 1.0713 0.5887 0.4926 0.3301 0.2155 0.1751 3.36 1.06 SP As received moisture content = 19.3% Soil classification and description based on Visual Manual Procedure ASTM D2488 Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-186 Depth: 19-21 Sample Number: S-5 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 5.0 3.1 49.9 40.2 1.86 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT CDM Cambridge, Massachusetts 4/22/2011 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * poorly graded sand 3 3/4 #4 #10 #20 #40 #100 #200 100.0 100.0 99.6 99.4 98.0 86.6 10.3 1.8 0.4597 0.4122 0.2903 0.2580 0.2032 0.1639 0.1460 1.99 0.97 SP As received moisture content = 22.3% Soil classification and description based on Visual Manual Procedure ASTM D2488 Town of Yarmouth Phase I-Preliminary Design-Wastewater Treatment Plant 1125-77884 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-186 Depth: 29-31 Sample Number: S-7 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.4 0.2 12.8 84.8 1.86 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MR Checked By: AT lean clay 50 24 26 CL 1125-77884 Town of Yarmouth MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS Project No.Client:Remarks: Project: CDM Cambridge, Massachusetts Figure Source of Sample: B-186 Depth: 34-36 Sample Number: S-8BPLASTICITY INDEX0 10 20 30 40 50 60 LIQUID LIMIT 0 10 20 30 40 50 60 70 80 90 100 110 CL-ML CL or OL CH or O H ML or OL MH or OH Dashed line indicates the approximate upper limit boundary for natural soils 4 7 LIQUID AND PLASTIC LIMITS TEST REPORT As received moisture content=34.1%Phase I-Preliminary Design-Wastewater Treatment Plant Project: Yarmouth - WW Phase 1 - C5 Rt 28 Yarmouth, Massachusetts Submittal #312319-001.A - Dewatering 312319 - Dewatering Revision A Submittal Manager Angelina Franklin (Dig It Construction LLC) Status Open Date Created Sep 18, 2025 Spec Section 312319 - Dewatering Responsible Contractor Dig It Construction LLC Received From Angelina Franklin (Dig It Construction LLC) Final Due Date Oct 2, 2025 Lead Time Cost Code Location Type Submittal Package Approvers Amanda Hepner (CDM Smith) Ball in Court Amanda Hepner (CDM Smith) Distribution Amanda Hepner (CDM Smith), Angelina Franklin (Dig It Construction LLC), Jason DelleFemine (Wright and Pierce), Keith Fernandes (Dig It Construction LLC), Lou Ragozzino (Wright and Pierce), Michael OMalley (CDM Smith), Priscilla Bloomfield (CDM Smith) Description Dewatering Submittal Workflow Name Sent Date Due Date Returned Date Response Attachments General Information Attachments D-312319-001-A Dewatering.pdf Amanda Hepner Sep 18, 2025 Oct 2, 2025 Pending Page 1 of 1 Printed On: Sep 18, 2025 08:25 AM EDT LETTER OF TRANSMITTAL DATE: 9/18/2025 TO: CDM Smith ATTENTION: Michael P. Guidice, P.E. Senior Project Manager FROM: Dig-It Construction LLC PROJECT NAME: Yarmouth – Contract #5 -Wastewater Collection System 22 Diamonds Path S.Dennis Ma 02660 Office: 508-432-1635 WE ARE SENDING YOU ☒Submittal ☒Shop Drawings ☐Other Certification Statement: By this submittal, Dig-It Construction LLC hereby represent that we have determined and verified all field measurements, field construction criteria, materials, dimensions, catalog numbers and similar data and we have checked and coordinated each item with other applicable approved shop drawings and all Contract requirements COPIES DATE SPEC Description D-312319-001-A Dewatering THESE ARE TRANSMITTED as checked below ☒For approval ☐As requested ☐Returned for corrections REMARKS: Thank you, SIGNED: Keith Fernandes An Equal Opportunity Employer M/F/V/H Temporary Dewatering Design Submittal Wastewater Collection and Water Resource Recovery Facilities: Phase 1 – Contract No. 5 Yarmouth, Massachusetts Prepared For: Dig It Construction, LLC 22 Diamonds Path #7 │South Dennis, MA 02660 Prepared By: GZA 249 Vanderbilt Avenue │ Norwood, MA 02062 781-278-3700 35 Offices Nationwide www.gza.com September 17, 2025 File No.: 02.0178208.00 Copyright ©2025 GZA GeoEnvironmental, Inc. An Equal Opportunity Employer M/F/V/H September 17, 2025 File No. 02.0178208.00 Mr. Keith Fernandes Dig It Construction, LLC 22 Diamonds Path #7 South Dennis, MA 02660 Re: Temporary Dewatering Design Submittal Wastewater Collection and Water Resource Recovery Facilities Phase 1 – Contract No. 5 Yarmouth, Massachusetts Dear Mr. Fernandes, At your request, GZA has prepared the attached design computations and drawings for the Temporary Dewatering System required for the excavation to facilitate the construction of the proposed sewer utilities as part of the above referenced project located in Yarmouth, Massachusetts. The type and layout of the dewatering system has been developed through a collaborative effort between GZA and Dig It Construction (the Contractor, and their dewatering Subcontractor McQuilkin Dewatering, LLC) and is based on the proposed construction requirements shown on the Contract Documents. The enclosed package provides typical plans, cross sections, details, proposed equipment, and general & material notes, for the proposed dewatering system. Geotechnical Profile: The Geotechnical profile considered in the design of the dewatering system for the above referenced project is based on the information provided in the Project Specifications Appendix A "Yarmouth Contract 5 Boring Logs 2011" prepared by CDM Smith and dated May 2025. This appendix includes information for borings B-102A to B-104, B-108 to B-130, B-133 to B-135, and B- 147 to B-187, performed at the Project Site between January and April of 2011 by New Hampshire Boring, Inc. as well as boring BB-1 to BB-2 performed by New Hampshire Boring, Inc. in June of 2013. A Geotechnical Report for the Bridge Replacement Project for Bridge No. Y-01-002 (9LV) prepared by Lamson Engineering Corporation and dated 11/5/2018 was also included in the Appendix. Only boring logs and soil descriptions were available. No gradation analysis or hydraulic testing was provided. Borings were drilled to between 10-ft and 53-ft below existing grade. Based on the information provided in the boring logs, the approximate profile consists of a layer of SAND which generally extends from the top of the borings to the bottom of the borings. There are select soil descriptions which identify a Silty-Sand, a Silt, or a Sandy Silt or Clay, but the soil is largely described as sand. Based on the boring logs, the groundwater level appears to vary considerably over the Project alignment. General Assumptions The soil profile is assumed to consist of a pervious sand layer which extends to an unknown depth. An estimated permeability value has been assigned to the sand layer based on soil descriptions from available borings and typical hydraulic conductivity values for natural soils (as shown in Table 1 September 17, 2025 02.0178208.00 Temporary Dewatering Design Submittal Phase 1 Contract No. 5, Yarmouth, MA Page | 2 Proactive by Design An Equal Opportunity Employer M/F/V/H below). This layer is assumed to have a hydraulic conductivity of approximately 0.05 cm/sec which is the logarithmic average for the range of a Poorly-Graded Sand (SP) in Table 1 below. For further details, please refer to the attached calculations. An impermeable layer was not identified in a majority of the Contract Borings. Therefore, for the purposes of our calculations, we have assumed the presence of an impermeable layer (bedrock/silt/clay) at approximately 50-ft below the bottom of excavation along the Project alignment. The nearest body of standing water to the proposed excavation areas is assumed to be Parkers River. This river is estimated to be as close as 50-ft from the proposed excavation which is closer than the calculated radius of influence (R) of the system. Based on TM 5-818-5, if the distance to a water source is equal to about R/2 or greater, the source of seepage can be considered a circle with a radius somewhat less than R. Therefore, the maximum radius of influence for the system is estimated to be approximately twice the distance to the existing Parkers River at each excavation area. The existing water level varies along the Project alignment, and the proposed bottom of excavation also varies across the Project alignment. The dewatering system is designed to achieve drawdown of 2-ft below the estimated general BOE. The nearby Parkers River is assumed to be tidally influenced and water levels in this area are assumed to occur at the stated High Tide Level (HTL) of EL.=+2.91-ft. Additionally, the Project alignment is near the coastline and based on information obtained from tidesandcurrents.noaa.gov, the Mean Higher High Water (MHHW) elevation at the nearby station in Chatham, MA is approximately EL.=+2.68-ft. This is generally less than the water level elevations considered in these analyses, or this water level would still fall within the permissible water levels for applicable dewatering methods. Therefore, the assumed water levels used in analysis are considered applicable if the water is tidally influenced. A deep well system is required where the excavation depth required is greater than 15-ft and/or the existing water level is greater than 7-ft above the proposed BOE. A wellpoint system may be used where the excavation required is no more than 15-ft and the existing water level is no more than 7-ft above the proposed BOE. Sump pumping may be attempted to control the groundwater where the existing water level is no more than 2-ft above the proposed BOE. Please refer to the attached marked-up Project Profile for additional information indicating where each dewatering system is estimated to be required. Please refer to the attached calculations for the basis of our groundwater control design. Referenced from: Construction Dewatering: A Guide to Theory & Practice, J. Patrick Powers, P.E., Wiley Series of Practical Construction Guides Min.Max.Min.Max.Min.Max. Open Gravel (GP)10000 1.E+00 3.28E-02 Uniform Gravel (GP)2000 10000 2.E-01 1.E+00 6.56E-03 3.28E-02 Well Graded Gravel (GW)500 3000 5.E-02 3.E-01 1.64E-03 9.84E-03 Uniform Sand (SP)50 2000 5.E-03 2.E-01 1.64E-04 6.56E-03 Well Graded Sand (SW)10 1000 1.E-03 1.E-01 3.28E-05 3.28E-03 Silty Sand (SM)10 50 1.E-03 5.E-03 3.28E-05 1.64E-04 Clayey Sand (SC)1.0 10 1.E-04 1.E-03 3.28E-06 3.28E-05 Silt (ML)0.5 1 5.E-05 1.E-04 1.64E-06 3.28E-06 Clay (CL)0.0001 0.1 1.E-08 1.E-05 3.28E-10 3.28E-07 Description Table1: Range of Hydraulic Conductivity of Natural Soils (k) (Powers) 10-4 cm/sec cm/sec ft/sec September 17, 2025 02.0178208.00 Temporary Dewatering Design Submittal Phase 1 Contract No. 5, Yarmouth, MA Page | 3 Proactive by Design An Equal Opportunity Employer M/F/V/H Estimated Flow Rates Our analysis is based on the assumed soil permeability value and existing groundwater levels stated above. The design for the deep wells assumes gravity flow to a partially penetrating well system. The required drawdown elevation was set at 2-ft below the bottom of excavation. Refer to the summary table below and attached calculations for estimated flow rates for the dewatering system in the areas where deepwells are anticipated. Table 2. Dewatering Analysis Summary Location Permeability (cm/sec) Number of Wells Estimated Flow Per Well (gpm) C-1 Main St. (Rt. 28) @ Pump Station No. 3 5.00E-02 Various Max. Well 300 C-2 Main St. (Rt. 28), Winslow Gray Rd, & Ruby St. Max. Well 120 The design for the wellpoints assume gravity flow to a partially penetrating slot with a line source on either side of the trench. The required drawdown elevation was set at 2-ft below the bottom of excavation. The estimated maximum steady state flow per wellpoint (spaced at 5’-0” on center) is 9.1-gpm when a minimum of 400-ft from an existing body of water and 20.7-gpm when a minimum of 175-ft from an existing body of water. Please refer to the attached calculations for additional information. The design for the trench when sumping is assumed is based on gravity flow to a partially penetrating slot with a line source of either side of the trench. The excavation is assumed to be a minimum of 175-ft from an existing body of water. The estimated maximum steady state flow to drawdown water to 2-ft below the proposed BOE is estimated to be 1.71- gpm per foot of excavation trench. Please refer to the attached calculations for additional information. Please note that the groundwater flow rates will vary based on the actual field conditions encountered and the initial flow rates may be greater than the estimated steady state flow rates (approximately 30% higher). GZA recommends that the dewatering system is monitored for flow and that the drawdown is monitored using observation wells (by Others). Based on the actual conditions and the performance of the dewatering system, notify GZA if the required drawdown is not achieved so that GZA can update the design as required. Any potential changes to the system, such as the addition or removal of wells, will be assessed at that time. Dewatering System We recommend a deep well system is used where the excavation required is greater than 15-ft and/or the existing water level is greater than 7-ft above the proposed BOE. Deep wells shall be drilled to 40-ft below existing grade or to refusal, whichever requirement is met first. The wells shall be installed at mutually agreed upon locations (refer to attached plans for proposed well locations and depths). Each well shall be drilled using a nominal 30-in diameter borehole. A 12-inch diameter well with 20-ft of standard PVC mill-slot screen and PVC riser casing shall be placed within the annulus of the borehole. Select filter sand/gravel shall be placed within the screened zone of each well. The September 17, 2025 02.0178208.00 Temporary Dewatering Design Submittal Phase 1 Contract No. 5, Yarmouth, MA Page | 4 Proactive by Design An Equal Opportunity Employer M/F/V/H remainder of the well boreholes shall be filled with clean sand up to the ground surface. Refer to attached well details for additional information. Filter sand/gravel gradation shall be based on the in-situ soil conditions and will be evaluated at the time of drilling. Each well shall be furnished with a 3” electric well pump capable of maintain the required flow rate. The well pump shall be appropriately sized for the actual groundwater, soil, and flow conditions encountered in the field. Standby equipment and standby power supply shall be provided as required. We recommend that wellpoints shall be used where the excavation required is no more than 15-ft and the existing water level is no more than 7-ft above the proposed BOE. Wellpoints shall be installed by jetting to a depth of 23-ft below existing grade. The jetted borehole shall be a minimum of 6-in in diameter and filled with filter sand. The wellpoint shall be 1.5-in diameter with a 30-inch screened zone with 0.010” slot openings. Wellpoints shall be installed with a vacuum manifold and shall be connected to a wellpoint dewatering pump with a 880-gpm minimum capacity. The wellpoints and deepwells are currently shown on one side of the proposed trench excavation. The support of excavation system is designed by others, but if the chosen support of excavation system cuts off water from the wells/wellpoints on the opposite side of the trench, then wells/wellpoints may be required to be installed on both sides of the trench excavation. Sump pits shall be provided within the excavation to supplement dewatering as required and to maintain water 2-ft below the bottom of excavation as required. Sump pits may be used as the primary dewatering method where the existing water is no more than 2-ft above the proposed BOE elevation. The dewatering system shall be monitored in the field. Adjust pump size and provide sump pits as required based on actual flow rates and groundwater conditions observed. Notify GZA if the actual field conditions vary from those assumed herein and if the dewatering system is inadequate to draw down groundwater to the desired level or to provide a stable bottom of excavation so that the design can be reevaluated. Please note that this dewatering system will cause groundwater drawdown adjacent to the site. GZA recommends monitoring of nearby structures to observe if any settlement occurs due to the lowering of the groundwater table. Notify GZA if excessive settlement of any adjacent structures is observed so that the effect of the dewatering system can be evaluated. Groundwater Discharge Monitoring of groundwater shall be conducted in accordance with the all required Permits and all Project Requirements. Groundwater, at a minimum, shall pass through a sedimentation tank and/or a dirt bag prior to discharge. A sedimentation tank was sized to be at least 7.3-ft x 13.5-ft x 4-ft deep to settle out fine sand particles (particle size = 0.1mm or larger) assuming a maximum flow rate of 1200-gpm. The actual number and size of sedimentation tanks shall be adjusted in the field as required based on actual conditions encountered and actual testing and observation of discharge. Discharge shall be directly to an approved discharge area. Discharge area shall be an approved area as specified in the Project Specifications. Groundwater discharge should be observed prior to the dirt bag and/or sedimentation tank in order to verify all wells are pumping and to observe if there are fines present in the discharge. Groundwater Monitoring Monitor the discharge flow into the silt bag/sedimentation tank and infiltration basin per all applicable Permits and all Project requirements. September 17, 2025 02.0178208.00 Temporary Dewatering Design Submittal Phase 1 Contract No. 5, Yarmouth, MA Page | 5 Proactive by Design An Equal Opportunity Employer M/F/V/H Proposed Construction Sequence for Dewatering Operations 1.Field locate all utilities and existing structures which may interfere with the proposed construction. 2.Layout and install temporary support of excavation system (by Others). 3.Layout and install deep wells and/or wellpoints at the approximate locations and to the required depths as shown herein and ancillary piping to sedimentation tank(s)/dirt bag(s). Provide a system which enables observation of the groundwater discharge at the sedimentation tank(s)/dirt bag(s) to verify all pumps are working and if there are fines present in the discharge. The actual locations of the system to be determined in the field. 4.Develop wells that have been installed. 5.Monitor and treat discharged groundwater in accordance with the General Permit and Contract Specifications. 6.Begin excavation (by others). 7.Verify required drawdown has been achieved using monitoring wells. Install additional wells and provide supplemental local sumping as required to dewater any perched groundwater or seepage within the excavation. 8.Excavate to the bottom of excavation and perform required work in accordance with the Contract Documents and Requirements. 9.Grout well holes or remove dewatering system upon completion of proposed construction and backfilling in accordance with the Contract Documents and Specifications. Summary The dewatering system herein has been designed based on an assumed permeability value based on the information provided in the Contract Documents. Please note that the actual flow rates will vary in the field. The dewatering system may require adjustment in the field based on an observational approach in order to facilitate the proposed excavation and construction operations based on the actual groundwater and soil conditions. GZA shall be notified if the soil and groundwater conditions encountered differ from those assumed herein. GZA shall be notified if the required water drawdown is not achieved, or the bottom of excavation is not stable due to the presence of water so that the system can be re-evaluated. We recommend monitoring nearby structures to detect if drawdown from the dewatering system is causing settlement of any adjacent structures. Notify GZA if excessive settlement of any adjacent structures is observed so that the effect of the dewatering system can be evaluated. Please refer to the attached design calculations and drawings for further information. Please contact James McDermott at (781) 223-0980 or Rasim Tumer at (781) 278-5884 with any questions or comments that you may have. Sincerely, GZA James McDermott Bradford Roberts, P.E. Project Manager Senior Principal/Consultant Reviewer Rasim Tumer, P.E. Senior Principal September 17, 2025 02.0178208.00 Temporary Dewatering Design Submittal Phase 1 Contract No. 5, Yarmouth, MA Page | 6 Proactive by Design An Equal Opportunity Employer M/F/V/H Table of Contents Temporary Dewatering Design Submittal Wastewater Collection and Water Resource Recovery Facilities Phase 1 – Contract No. 5 Yarmouth, Massachusetts Drawings Description DW-0 – DW-3 General Notes, Well System, Construction Sequence, Plan Views, and Typical Details Marked-up Contract Profile.pdf Delineation between dewatering requirements along alignment Calculations Description Geotechnical Profile & Dewatering Summary_R0.xmcd Dewatering Analysis Assumptions & Summary Groundwater Drawdown Calculations_R0.xmcd Dewatering and drawdown estimation Filter & Well Yield Analysis_R0.xlsx Well Capacity Calculations References Description Slotted PVC Well Casing.pdf Well Casing Material Specification Pump Cut Sheets.pdf Electric Submersible Pump Cut Sheets Tidal Datums.pdf Tide info from tidesandcurrents.noaa.gov September 17, 2025 02.0178208.00 Temporary Dewatering Design Submittal Phase 1 Contract No. 5, Yarmouth, MA Page | 7 Proactive by Design An Equal Opportunity Employer M/F/V/H DRAWINGS SHEET NO. GZA GeoEnvironmental, Inc. Engineers and Scientists PREPARED BY:PREPARED FOR: www.gza.com PROJECT NO.DATE:REVISION NO. DESIGNED BY: PROJ MGR: DRAWN BY: REVIEWED BY:CHECKED BY: SCALE:AS NOTED RT JPM RMC JPM JPM 1 OF 4 DW-0 DRAWING 002.0178208.009/17/2025 TEMPORARY DEWATERING GEN. & DEWATERING NOTES; CONSTRUCTION SEQUENCE WASTEWATER COLLECTION AND WATER RESOURCE RECOVERY FACILITIES: PHASE 1 - CONTRACT NO. 5 YARMOUTH, MASSACHUSETTS SHEET NO. GZA GeoEnvironmental, Inc. Engineers and Scientists PREPARED BY:PREPARED FOR: www.gza.com PROJECT NO.DATE:REVISION NO. DESIGNED BY: PROJ MGR: DRAWN BY: REVIEWED BY:CHECKED BY: SCALE:AS NOTED RTRT JPM RMC JPM JPM 2 OF 4 DW-1 DRAWING 002.0178208.009/17/2025 TEMPORARY DEWATERING MAIN STREET @ PUMP STATION NO. 3 WASTEWATER COLLECTION AND WATER RESOURCE RECOVERY FACILITIES: PHASE 1 - CONTRACT NO. 5 YARMOUTH, MASSACHUSETTS 0 8'8'16'32'48' SCALE IN FEET: 1/16" = 1'-0" N SHEET NO. GZA GeoEnvironmental, Inc. Engineers and Scientists PREPARED BY:PREPARED FOR: www.gza.com PROJECT NO.DATE:REVISION NO. DESIGNED BY: PROJ MGR: DRAWN BY: REVIEWED BY:CHECKED BY: SCALE:AS NOTED RTRT JPM RMC JPM JPM 3 OF 4 DW-2 DRAWING 002.0178208.009/17/2025 TEMPORARY DEWATERING MAIN STREET (ROUTE 28), WINSLOW GRAY ROAD, & RUBY STREET WASTEWATER COLLECTION AND WATER RESOURCE RECOVERY FACILITIES: PHASE 1 - CONTRACT NO. 3 DENNIS, MASSACHUSETTS N 0 12.5'25'50'75' SCALE IN FEET: 1" = 25' SHEET NO. GZA GeoEnvironmental, Inc. Engineers and Scientists PREPARED BY:PREPARED FOR: www.gza.com PROJECT NO.DATE:REVISION NO. DESIGNED BY: PROJ MGR: DRAWN BY: REVIEWED BY:CHECKED BY: SCALE:AS NOTED RT JPM RMC JPM JPM 4 OF 4 DW-3 DRAWING 002.0178208.009/17/2025 TEMPORARY DEWATERING TYPICAL DEWATERING DETAILS WASTEWATER COLLECTION AND WATER RESOURCE RECOVERY FACILITIES: PHASE 1 - CONTRACT NO. 5 YARMOUTH, MASSACHUSETTS DDDDDC-1MAIN STREET (ROUTE 28)PLANPROFILEELTON ROAD HUDSON ROAD COLLEGE STREETCOURTLAND WAYAPPLEBY ROADBOG ROADNMAIN STREET(ROUTE 28)TOWN OF YARMOUTH, MASSACHUSETTSWASTEWATER COLLECTION AND WATER RESOURCE RECOVERY FACILITIESPHASE 1 - CONTRACT NO. 5PROJECT NO. 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CWSRF 8349/5 © 2024 3 Davol Square, Building A, Suite A-425Providence, RI 02903Tel: (401) 751-5360PROFILE "A"NRUBY STREETMAIN STREET(ROUTE 28)WEST YARMOUTHROADMAIN STREET (ROUTE 28)PROFILE "B"NMAIN STREET (ROUTE 28)SPRINGER LANENPLAN "A"PLAN "B"PLAN "C"XREFs: [CDMS5_2436, CBSPL000, XGTWP001, cstwp001, 608264_SV(EG), 608264_SV, 608264_HD (DU), CSTPL062, 608264_HD(BRIDGE PROJ), xsvpl001, 2100059WS C3D2018_R3, cwtwp001, 2100059WS C3D2018_R5] Images: []Last saved by: LOKHANDESC Time: 5/14/2025 2:44:33 AMpw:\\cdmsmith-az02-pw.bentley.com:pw_pl1\1125\273132\04 Design Services NM_30%\02 Civil\10 BIM_CADD\Contract 5 Rte28 West - Parkers River\C008STPP_1_2206_30784ad7 - Copy.dwg PROFILE "C"NPROFILE "D"PLAN "D"MAIN STREET (ROUTE 28)N DD D D D D D D C-9PIERCE STREET, SIBLEY DRIVEAND BERRY AVENUE TOWN OF YARMOUTH, MASSACHUSETTSWASTEWATER COLLECTION AND WATER RESOURCE RECOVERY FACILITIESPHASE 1 - CONTRACT NO. 5PROJECT NO. CWSRF 8349/5 © 2024 3 Davol Square, Building A, Suite A-425Providence, RI 02903Tel: (401) 751-5360PROFILE "A"NPIERCE STREETMAIN STREET(ROUTE 28)PROFILE "B"PROFILE "C"NBERRY AVENUEMAIN STREET (ROUTE 28) MAIN STREET (ROUTE 28)SIBLEY DRIVENHIGGINS CROWELLROADXREFs: [mpswp001, CDMS5_2436, CBSPL000, XGTWP001, cstwp001, 608264_SV(EG), 608264_SV, 608264_HD (DU), 608264_HD(BRIDGE PROJ), xsvpl001, 2100059WS C3D2018_R3, cwtwp001, 2100059WS C3D2018_R5] Images: []Last saved by: MAKASHIA Time: 5/13/2025 6:47:37 PMpw:\\cdmsmith-az02-pw.bentley.com:pw_pl1\1125\273132\04 Design Services NM_30%\02 Civil\10 BIM_CADD\Contract 5 Rte28 West - Parkers River\C009STPP.dwg PLAN "A"PLAN "B"PLAN "C" DDD122 123 124 D D D C-10HIGGINS CROWELL ROAD,AND REINDEER LANETOWN OF YARMOUTH, MASSACHUSETTSWASTEWATER COLLECTION AND WATER RESOURCE RECOVERY FACILITIESPHASE 1 - CONTRACT NO. 5PROJECT NO. CWSRF 8349/5 © 2024 3 Davol Square, Building A, Suite A-425Providence, RI 02903Tel: (401) 751-5360PROFILE "A"HIGGINS CROWELLROADBERRY AVENUEMAIN STREET(ROUTE 28)NPLAN "A"XREFs: [CDMS5_2436, CBSPL000, XGTWP001, cstwp001, 608264_SV(EG), 608264_SV, 608264_HD (DU), CSTPL062, 608264_HD(BRIDGE PROJ), xsvpl001, 2100059WS C3D2018_R3, cwtwp001, 2100059WS C3D2018_R5] Images: []Last saved by: LOKHANDESC Time: 5/14/2025 3:01:29 AMpw:\\cdmsmith-az02-pw.bentley.com:pw_pl1\1125\273132\04 Design Services NM_30%\02 Civil\10 BIM_CADD\Contract 5 Rte28 West - Parkers River\C010STPP.dwg PROFILE "B"NMAIN STREET (ROUTE 28)REINDEER LANEPLAN "B" DDDDDC-11WINSLOW GRAY ROADPROFILEPLANWINSLOW GRAY ROADMAIN STREET - ROUTE 28AMOS ROADBOXBERRY ROADANTHONY ROADTOWN OF YARMOUTH, MASSACHUSETTSWASTEWATER COLLECTION AND WATER RESOURCE RECOVERY FACILITIESPHASE 1 - CONTRACT NO. 5PROJECT NO. CWSRF 8349/5 © 2024 3 Davol Square, Building A, Suite A-425Providence, RI 02903Tel: (401) 751-5360NXREFs: [CDMS_2436, XGTWP001, xsvpl001, 2100059WS C3D2018_R3, 608264_HD (DU), 608264_HD(BRIDGE PROJ), cwtwp001] Images: []Last saved by: LOKHANDESC Time: 5/14/2025 2:46:09 AMpw:\\cdmsmith-az02-pw.bentley.com:pw_pl1\1125\273132\04 Design Services NM_30%\02 Civil\10 BIM_CADD\Contract 5 Rte28 West - Parkers River\C011STPP.dwg C-12WINSLOW GRAY ROAD, JOSHUA BAKER ROADAND ARBUTUS PATHPROFILEPLANJOSHUA BAKER ROADARBUTUS PATHWINSLOWGRAY ROADTOWN OF YARMOUTH, MASSACHUSETTSWASTEWATER COLLECTION AND WATER RESOURCE RECOVERY FACILITIESPHASE 1 - CONTRACT NO. 5PROJECT NO. CWSRF 8349/5 © 2024 3 Davol Square, Building A, Suite A-425Providence, RI 02903Tel: (401) 751-5360NXREFs: [XGTWP001, xsvpl001, CDMS_2436, 2100059WS C3D2018_R3, 608264_HD (DU), 608264_HD(BRIDGE PROJ)] Images: []Last saved by: LOKHANDESC Time: 5/13/2025 3:00:19 PMpw:\\cdmsmith-az02-pw.bentley.com:pw_pl1\1125\273132\04 Design Services NM_30%\02 Civil\10 BIM_CADD\Contract 5 Rte28 West - Parkers River\C012STPP.dwg 18" MIN. C-13ARBUTUS PATH AND CROSS COUNTRYPROFILEPLANARBUTUS PATHNTOWN OF YARMOUTH, MASSACHUSETTSWASTEWATER COLLECTION AND WATER RESOURCE RECOVERY FACILITIESPHASE 1 - CONTRACT NO. 5PROJECT NO. CWSRF 8349/5 © 2024 3 Davol Square, Building A, Suite A-425Providence, RI 02903Tel: (401) 751-5360CANDLEWOOD LANEXREFs: [CDMS_2436, XGTWP001, xsvpl001, 2100059WS C3D2018_R3] Images: []Last saved by: RANADEMA Time: 5/14/2025 1:11:34 PMC:\pw_pl1\RANADEMA\d4291028\C013STPP.dwg PROFILEC-14CROSS COUNTRYTOWN OF YARMOUTH, MASSACHUSETTSWASTEWATER COLLECTION AND WATER RESOURCE RECOVERY FACILITIESPHASE 1 - CONTRACT NO. 5PROJECT NO. CWSRF 8349/5 © 2024 3 Davol Square, Building A, Suite A-425Providence, RI 02903Tel: (401) 751-5360NPLANXREFs: [XGTWP001, xsvpl001, CDMS_2436, 2100059WS C3D2018_R3, CBSPL000, C-WRRF-WP-001] Images: []Last saved by: RANADEMA Time: 5/14/2025 1:49:31 PMC:\pw_pl1\RANADEMA\d4291028\C014STPP.dwg 154+54.83 TOWN OF YARMOUTH, MASSACHUSETTSWASTEWATER COLLECTION AND WATER RESOURCE RECOVERY FACILITIESPHASE 1 - CONTRACT NO. 5PROJECT NO. CWSRF 8349/5 © 2024 3 Davol Square, Building A, Suite A-425Providence, RI 02903Tel: (401) 751-5360C-15NEPTUNE LANEPROFILE PLAN XREFs: [CDMS5_2436, CBSPL000, XGTWP001, cstwp001, 608264_SV(EG), 608264_SV, 608264_HD (DU), CSTPL062, 608264_HD(BRIDGE PROJ), xsvpl001, 2100059WS C3D2018_R3, cwtwp001, 2100059WS C3D2018_R5, CEP000ST] Images: []Last saved by: LOKHANDESC Time: 5/14/2025 3:00:53 AMpw:\\cdmsmith-az02-pw.bentley.com:pw_pl1\1125\273132\04 Design Services NM_30%\02 Civil\10 BIM_CADD\Contract 5 Rte28 West - Parkers River\C015STPP.dwg NMAIN STREET (ROUTE 28)NEPTUNE LANE September 17, 2025 02.0178208.00 Temporary Dewatering Design Submittal Phase 1 Contract No. 5, Yarmouth, MA Page | 8 Proactive by Design An Equal Opportunity Employer M/F/V/H CALCULATIONS GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Dewatering Calc - Geotech Profile & Analysis Summary By: JPM 9/5/2025 Chk: RMC 9/17/2025 Dewatering Calculations Geotechnical Profile & Dewatering Analysis Summary Subject:Summary of geotechnical assumptions and profile for dewatering design. Reference: Contract Drawings, titled "Phase 1 - Contract No. 5; Project No. CWSRF 16676/5", prepared by• CDM Smith, dated May 2025. Project Specifications "Appendix A: Yarmouth Contract 5 Boring Logs 2011", prepared by CDM• Smith dated May 2025. Geotechnical Profile: The Geotechnical profile considered in the design of the dewatering system for the excavation required to facilitate the construction of the proposed sewer utilities as part of the above referenced project are based on the information provided in the Project Specifications Appendix A: "Yarmouth Contract 5 Boring Logs 2011" prepared by CDM Smith and dated May 2025. This appendix includes information for borings B-102A to B-104, B-108 to B-130, B-133 to B-135, and B-147 to B-186, performed at the Project Site between January and April of 2011 by New Hampshire Boring, Inc. as well as boring BB-1 to BB-2 perfromed by New Hampshire Boring, Inc. . in June of 2013. A Geotechnical Report for the Bridge Replacement Project for Bridge No. Y-01-002 (9LV) prepared by Lamson Engineering Corporation and dated 11/5/2028 was also included in the Appendix A. Only boring logs and soil descriptions were available. No gradation analysis or hydraulic testing was provided. Borings were drilled to between 10-ft and 53-ft below existing grade. Based on the information provided in the borings logs, the approximate profile consists of a layer of SAND which generally extends from the top of the borings to the bottom of the borings. There are select soil descriptions which identify a Silty-Sand , a Silt , or a Sandy Silt of Clay, but the soil is largely described as a sand. Based on the boring, the groundwater level appears to vary considerably over the Project alignment. Dewatering calcs_Analysis Summary_R0.xmcd 1/4 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Dewatering Calc - Geotech Profile & Analysis Summary By: JPM 9/5/2025 Chk: RMC 9/17/2025 Dewatering Models: A general soil profile has been developed based on the borings provided in the Contract Documents. This profile assumes a sand layer underlain by an assumed impermeable layer (bedrock/silt/clay) at an assumed depth. Permeability value for the sand layer is based on the soil descriptions provided in the available boring and the below table taken from Powers, "Range of Hydraulic Conductivity of Natural Soils" which provides a range of typical permeability values based on soil description and USCS soil classifications. Please refer to the below Table 1. Deep wells, wellpoints, and sumps will be provided to draw down groundwater in the sand layer. These wells will be designed as partially penetrating wells. Min.Max.Min.Max.Min.Max. Open Gravel (GP)10000 1.E+00 3.28E-02 Uniform Gravel (GP)2000 10000 2.E-01 1.E+00 6.56E-03 3.28E-02 Well Graded Gravel (GW)500 3000 5.E-02 3.E-01 1.64E-03 9.84E-03 Uniform Sand (SP)50 2000 5.E-03 2.E-01 1.64E-04 6.56E-03 Well Graded Sand (SW)10 1000 1.E-03 1.E-01 3.28E-05 3.28E-03 Silty Sand (SM)10 50 1.E-03 5.E-03 3.28E-05 1.64E-04 Clayey Sand (SC)1.0 10 1.E-04 1.E-03 3.28E-06 3.28E-05 Silt (ML)0.5 1 5.E-05 1.E-04 1.64E-06 3.28E-06 Clay (CL)0.0001 0.1 1.E-08 1.E-05 3.28E-10 3.28E-07 Description Table1: Range of Hydraulic Conductivity of Natural Soils (k) (Powers) 10-4 cm/sec cm/sec ft/sec Assumed Hydraulic Conductivity Assume the hydraulic conductivity for the sand layer is the logarithmic average for a typical Uniform Sand (SP) per table 1 above. SAND layer k 0.2 cm sec 0.005 cm sec- ln 0.2( ) ln 0.005()-0.05 cm sec=:= Assumed Impervious Layer No impervious layer was identified in a majority of the borings. Therefore, an impermeabile layer (either bedrock, clay, or silt layer) will be assumed to occur 50-ft below the bottom of excavation at all locations. Dewatering calcs_Analysis Summary_R0.xmcd 2/4 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Dewatering Calc - Geotech Profile & Analysis Summary By: JPM 9/5/2025 Chk: RMC 9/17/2025 Size Sedimentation Tank(s) REV. 1 Estimated Max. Flow of System (based on 2200-ft of trench open @ at least 175-ft from standing water, 300-ft of trench open at least 400-ft from standing water, or trench for up to 4 300-gpm deepwells) Q 1200gpm:= Check Area for Temporary Settling Tank Check size of settling tank based on information provided by the Contractor. Assume Width of Tank Wt 7.3ft:= Assume Length Tank L t 13.5ft:= Water Height in Tank Ht 4ft:= Volume of Tank Vt Wt LtHt2949 gal=:= Tank Surface Area At Wt Lt98.55 ft2=:= Retention Time T Vt Q 0.04 hr=:= Critical Settling Velocity vcs Ht T 0.008 m sec=:=vcs 0.027 ft sec= Profile is sand. Therefore, design tank size to settle out a fine sand particle. Refer to Lindeburg 26-5 for assumed settling velocity values Minimum size for fine sand per USCS Dmin_USCS 0.075mm:= Minimum size for fine sand per USDA Dmin_USDA 0.1mm:= Minimum size for fine sand per Hydrologic Engineering Center Dmin_hydro 0.125mm:= Design particle size for fine sand D10 Dmin_USCS Dmin_USDA+Dmin_hydro+ 3:= Particle Size to settle (fine sand) D10 0.1 mm= Dewatering calcs_Analysis Summary_R0.xmcd 3/4 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Dewatering Calc - Geotech Profile & Analysis Summary By: JPM 9/5/2025 Chk: RMC 9/17/2025 Assumed Settling Velocity vs_1 .01 m sec:= Approximate kinematic viscosity ķ .000001 m2 sec:= Approximate specific Gravity SG 2.65:= Reynold's Number Re vs_1 D10 ķ 1=:=<1.0 Therefore, use Stoke's Law Gravity Constant g 32.17 ft s 2-= Calculate Settling Velocity vs SG 1-() D10( ) 2g 18 ķ0.009 m sec=:= Refer to Lindeburg 26-5 for assumed settling velocity values settling velocity (assume a fine sand) vs 0.009 m sec= Check Min. Required Settling Time treq Ht vs 0.038 hr=:=<T 0.04 hr= OK Required Area Areq Q vs 91 ft2=:=<At 99 ft2= OK Sedimentation tank is sized to settle out fine sand particles for a maximum flow rate of 1200-gpm. Dewatering calcs_Analysis Summary_R0.xmcd 4/4 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-1 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Groundwater Drawdown Calculations Deepwells (C-1) Subject:Estimation of groundwater flow / drawdown to dewatering system. Reference:Contract Drawings, titled "Phase 1 - Contract No. 5; Project No. CWSRF• 16676/5", prepared by CDM SMith, dated May 2025. Project Specifications "Appendix A: Yarmouth Contract 5 Boring Logs• 2011", prepared by CDM Smith dated May 2025. Construction Dewatering: A Guide to Theory & Practice, J. Patrick• Powers, P.E., Wiley Series of Practical Construction Guides. TM 5-818-5 Dewatering and Groundwater Control Manual• Gravity Flow Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C1.xmcd1/20 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-1 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Define Well Coordinates A typical 300-ft length of excavation is modeled. Well 1 W1 x 101.5-:=W1 y 14.5-:= Well 2 W2x 61.5-:=W2y 13-:= Well 3 W3x 21.5-:=W3y 11-:= Well 4 W4x 18.5:=W4y 8.5-:= Well 5 W5x 58.5:=W5y 4.5-:= Well 6 W6x 98.5:=W6y 1.5-:= Well 7 W7x 138.5:=W7y 2.5:= Well 8 W8x 176:=W8y 10.5-:= Well 9 W9x 176.5:=W9y 4.5:= Well 10 W10x 179.5:=W10y 19.5:= Well 11 W11x 178:=W11y 34.5:= Well 12 W12x 176.5:=W12y 49.5:= Well 13 W13x 176.5:=W13y 64.5:= Determine Distance to Point P from each Well Distance from P to Well i ri Wix x-( ) 2 Wiy y-( ) 2+:= Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C1.xmcd2/20 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-1 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Min.Max.Min.Max.Min.Max. Open Gravel (GP)10000 1.E+00 3.28E-02 Uniform Gravel (GP)2000 10000 2.E-01 1.E+00 6.56E-03 3.28E-02 Well Graded Gravel (GW)500 3000 5.E-02 3.E-01 1.64E-03 9.84E-03 Uniform Sand (SP)50 2000 5.E-03 2.E-01 1.64E-04 6.56E-03 Well Graded Sand (SW)10 1000 1.E-03 1.E-01 3.28E-05 3.28E-03 Silty Sand (SM)10 50 1.E-03 5.E-03 3.28E-05 1.64E-04 Clayey Sand (SC)1.0 10 1.E-04 1.E-03 3.28E-06 3.28E-05 Silt (ML)0.5 1 5.E-05 1.E-04 1.64E-06 3.28E-06 Clay (CL)0.0001 0.1 1.E-08 1.E-05 3.28E-10 3.28E-07 Description Table1: Range of Hydraulic Conductivity of Natural Soils (k) (Powers) 10-4 cm/sec cm/sec ft/sec Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C1.xmcd3/20 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-1 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Assume Soil Permeability (refer to Geotechnical Profile & Dewatering Analysis Summary Calc) ku 0.05 cm sec 0.00164 ft sec=:= k k u ft sec 0.00164=:=ft sec Dewatering System Geometry (deep wells): Geometry varies in this area. Model the area by manhole S1-2 as the highest drawdown area. Existing Grade (varies)EG 8:=ft Groundwater Elevation (HTL Parkers River) GW 2.91:=ft tidally influenced Tip of Well Elevation TIP 32-:=ft 40-ft well Well Screen Length SC 20:=ft Top of Screen Elevation TS TIP SC+12-=:=ft Assumed Elevation of Bottom Impervious Layer (50-ft below BOE) IMP 61-:=ft Distance from well tip to impervious s TIP IMP-29=:=ft Initial Head of Water Above impervious H GW IMP-63.91=:=ft Dewatering System Requirements: Anticipated minimum BOE BOE 11-:=ft Required Drawdown Elevation at SOE DDw_SOE BOE 2-13-=:=ft Final Head of Water Above Well at SOE ho_SOE DDw_SOE IMP-48=:=ft Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C1.xmcd4/20 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-1 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Estimate radius of influence for expected excavation using equation from Figure 4-23 of TM 5-818-5: C 3:=for gravity flow for well system Radius of Influence at Steady State at SOE Rss_SOE C H ho_SOE-( ) ku 10 4-cm sec 1067=:=ft Radius of Influence RSOE Rss_SOE 1067=:=ft say RSOE 1070:=ft The existing Parkers River appears to be the nearest body of standing water to the proposed excavation. This river is measured to be approximately 50-ft from the excavation area spanning between manholes S5-1 and S5-2. The distance is progressively further as the excavation moves to the west. This is further than the calculated radius of influence. Based on TM 5-818-5, if the distance to a water source is equal to about R/2 or greater, the source of seepage can be considered a circle with a radius somewhat less than R. Therefore, the maximum radius is the calculated distance per the above equation Approx. Distance to Existing Parkers River Deg 50:=ft <RSOE 1070=ft R8 2 Deg100=:=ft R7 2 Deg 40+( ) 180=:=ft R9 2 Deg100=:=ft R6 2 Deg 80+( ) 260=:=ft R10 2 Deg100=:=ft R5 2 Deg 120+( ) 340=:=ft R11 2 Deg100=:=ft R4 2 Deg 160+( ) 420=:=ft R12 2 Deg100=:=ft R3 2 Deg 200+( ) 500=:=ft R13 2 Deg100=:=ft R2 2 Deg 240+( ) 580=:=ft R1 2 Deg 280+( ) 660=:=ft Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C1.xmcd5/20 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-1 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Determine Well Flow Rates Estimate well flow rates for Wells 1-13 Min. Well Radius rw 15 12:=ft Approximate Wetted Length of System t DD w_SOE TIP-19=:=ft Check Max Flow per Well Qw_max_1 ĺ k uH fts ft-()2 t ft( )2- ln R1 rw 1 0.30 10 rw H+ sin 1.8 s H + 430.8 gpm=:= Qw_max_2 ĺ kuH fts ft-()2 t ft( )2- ln R2 rw 1 0.30 10 rw H+ sin 1.8 s H + 439.9 gpm=:= Qw_max_3 ĺ kuH fts ft-()2 t ft( )2- ln R3 rw 1 0.30 10 rw H+ sin 1.8 s H + 450.7 gpm=:= Qw_max_4 ĺ kuH fts ft-()2 t ft( )2- ln R4 rw 1 0.30 10 rw H+ sin 1.8 s H + 464.3 gpm=:= Qw_max_5 ĺ kuH fts ft-()2 t ft( )2- ln R5 rw 1 0.30 10 rw H+ sin 1.8 s H + 481.8 gpm=:= Qw_max_6 ĺ kuH fts ft-()2 t ft( )2- ln R6 rw 1 0.30 10 rw H+ sin 1.8 s H + 506 gpm=:= Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C1.xmcd6/20 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-1 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Qw_max_7 ĺ kuH fts ft-()2 t ft( )2- ln R7 rw 1 0.30 10 rw H+ sin 1.8 s H + 543.4 gpm=:= Qw_max_8 ĺ kuH fts ft-()2 t ft( )2- ln R8 rw 1 0.30 10 rw H+ sin 1.8 s H + 616.3 gpm=:= Qw_max_9 ĺ kuH fts ft-()2 t ft( )2- ln R9 rw 1 0.30 10 rw H+ sin 1.8 s H + 616.3 gpm=:= Qw_max_10 ĺ k uH fts ft-()2 t ft( )2- ln R10 rw 1 0.30 10 rw H+ sin 1.8 s H + 616.3 gpm=:= Qw_max_11 ĺ kuH fts ft-()2 t ft( )2- ln R11 rw 1 0.30 10 rw H+ sin 1.8 s H + 616.3 gpm=:= Qw_max_12 ĺ k uH fts ft-()2 t ft( )2- ln R12 rw 1 0.30 10 rw H+ sin 1.8 s H + 616.3 gpm=:= Qw_max_13 ĺ k uH fts ft-()2 t ft( )2- ln R13 rw 1 0.30 10 rw H+ sin 1.8 s H + 616.3 gpm=:= Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C1.xmcd7/20 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-1 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Estimated Flow at each well Qw1 250gpm:=<Qw_max_1 430.8 gpm= Qw2 250gpm:=<Qw_max_2 439.9 gpm= Qw3 250gpm:=<Qw_max_3 450.7 gpm= Qw4 300gpm:=<Qw_max_4 464.3 gpm= Qw5 300gpm:=<Qw_max_5 481.8 gpm= Qw6 300 gpm:=<Qw_max_6 506 gpm= Qw7 300gpm:=<Qw_max_7 543.4 gpm= Qw8 300gpm:=<Qw_max_8 616.3 gpm= Qw9 300gpm:=<Qw_max_9 616.3 gpm= Qw10 300gpm:=<Qw_max_10 616.3 gpm= Qw11 300gpm:=<Qw_max_11 616.3 gpm= Qw12 300gpm:=<Qw_max_12 616.3 gpm= Qw13 300gpm:=<Qw_max_13 616.3 gpm= Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C1.xmcd8/20 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-1 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Determine Drawdown: hi x y, ( )H2 Qwi gpm ĺ kln R ri x y, ( ) 0.0022280094-ri x y, ( )1.5 H>if H Qwi gpm 0.13ln R ri x y, ( ) ln 10 R H 0.0022280094 ĺ kH1 0.8 s H 1.5 - -otherwise :=ri Drawdown function for well system (from bottom of impervious) X x y, ( ) 1 N i H hi x y, ( )-( ) = := Input Properties ng 5:=Grid/Mesh Size Variable xlow 150-:=xhigh 250:=Enter the endpoints of the x range: Enter the number of divisions of x range:xn xhigh xlow- ng 80=:= Enter the endpoints of the y range:ylow 50-:=yhigh 100:= Enter the number of divisions of y range:yn yhigh ylow- ng 30=:= Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C1.xmcd9/20 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-1 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Required Drawdown Elevation at Excavation DDr 13-:=ft Define Grid for Graphics SOE x y, ( )x y DD r := Initial Groundwater above impervious H 63.91=ft Top of Screen Elevation TS 12-=ft Apply Unit Conversion 1gpm ft sec 0.0022280094 ft2= Drawdown Elevation DD x y, ( ) GW X x y, ( )-:= Use CreateMesh to build a grid of values: Drawdown F CreateMesh DD xlow, xhigh, ylow, yhigh, xn, yn, ():= Bottom of SOE SOE CreateMesh SOE xlow, xhigh, ylow, yhigh, xn, yn, ():= Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C1.xmcd10/20 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-1 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Drawdown Contours F Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C1.xmcd11/20 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-1 By: JPM 9/5/2025 Chk: RMC 9/17/2025 3D Groundwater Drawdown F SOE, Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C1.xmcd12/20 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-1 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Drawdown Drawdown Through Centerline of Excavation F SOE, Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C1.xmcd13/20 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-2 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Groundwater Drawdown Calculations Deepwells (C-2) Subject:Estimation of groundwater flow / drawdown to dewatering system. Reference:Contract Drawings, titled "Phase 1 - Contract No. 5; Project No. CWSRF• 16676/5", prepared by CDM SMith, dated May 2025. Project Specifications "Appendix A: Yarmouth Contract 5 Boring Logs• 2011", prepared by CDM Smith dated May 2025. Construction Dewatering: A Guide to Theory & Practice, J. Patrick• Powers, P.E., Wiley Series of Practical Construction Guides. TM 5-818-5 Dewatering and Groundwater Control Manual• Gravity Flow Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C2.xmcd1/18 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-2 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Define Well Coordinates Well 1 W1 x 512-:=W1 y 25.5:= Well 2 W2x 462-:=W2y 21:= Well 3 W3x 412-:=W3y 17:= Well 4 W4x 362.5-:=W4y 13.5:= Well 5 W5x 312.5-:=W5y 9.5:= Well 6 W6x 262.5-:=W6y 5.5:= Well 7 W7x 213-:=W7y 1.5:= Well 8 W8x 163-:=W8y 1-:=Well 15 W15x 194:=W15y 6.5-:= Well 9 W9x 113-:=W9y 3.5-:=Well 16 W16x 244:=W16y 4.5-:= Well 10 W10x 63-:=W10y 6.5-:=Well 17 W17x 294:=W17y 2.5-:= Well 11 W11x 13-:=W11y 9.5-:=Well 18 W18x 344:=W18y 0.5-:= Well 12 W12x 36.5:=W12y 9.5-:=Well 19 W19x 0:=W19y 57.5-:= Well 13 W13x 86.5:=W13y 8.5-:=Well 20 W20x 22-:=W20y 102.5-:= Well 14 W14x 136.5:=W14y 7.5-:=Well 21 W21x 44-:=W21y 147.5-:= Determine Distance to Point P from each Well Distance from P to Well i ri Wix x-( ) 2 Wiy y-( ) 2+:= Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C2.xmcd2/18 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-2 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Min.Max.Min.Max.Min.Max. Open Gravel (GP)10000 1.E+00 3.28E-02 Uniform Gravel (GP)2000 10000 2.E-01 1.E+00 6.56E-03 3.28E-02 Well Graded Gravel (GW)500 3000 5.E-02 3.E-01 1.64E-03 9.84E-03 Uniform Sand (SP)50 2000 5.E-03 2.E-01 1.64E-04 6.56E-03 Well Graded Sand (SW)10 1000 1.E-03 1.E-01 3.28E-05 3.28E-03 Silty Sand (SM)10 50 1.E-03 5.E-03 3.28E-05 1.64E-04 Clayey Sand (SC)1.0 10 1.E-04 1.E-03 3.28E-06 3.28E-05 Silt (ML)0.5 1 5.E-05 1.E-04 1.64E-06 3.28E-06 Clay (CL)0.0001 0.1 1.E-08 1.E-05 3.28E-10 3.28E-07 Description Table1: Range of Hydraulic Conductivity of Natural Soils (k) (Powers) 10-4 cm/sec cm/sec ft/sec Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C2.xmcd3/18 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-2 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Assume Soil Permeability (refer to Geotechnical Profile & Dewatering Analysis Summary Calc) ku 0.05 cm sec 0.00164 ft sec=:= k k u ft sec 0.00164=:=ft sec Dewatering System Geometry (deep wells): Geometry varies in this area. Model the area by manhole S2-3 as the highest drawdown area. Existing Grade (varies)EG 19:=ft Groundwater Elevation (per boring B-151) GW 8:=ft Tip of Well Elevation TIP 21-:=ft 40-ft well Well Screen Length SC 20:=ft Top of Screen Elevation TS TIP SC+1-=:=ft Assumed Elevation of Bottom Impervious Layer (50-ft below BOE) IMP 52-:=ft Distance from well tip to impervious s TIP IMP-31=:=ft Initial Head of Water Above impervious H GW IMP-60=:=ft Dewatering System Requirements: Anticipated minimum BOE BOE 2-:=ft Required Drawdown Elevation at SOE DDw_SOE BOE 2-4-=:=ft Final Head of Water Above Well at SOE ho_SOE DDw_SOE IMP-48=:=ft Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C2.xmcd4/18 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-2 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Estimate radius of influence for expected excavation using equation from Figure 4-23 of TM 5-818-5: C 3:=for gravity flow for well system Radius of Influence at Steady State at SOE Rss_SOE C H ho_SOE-( ) ku 10 4-cm sec 805=:=ft Radius of Influence RSOE Rss_SOE 805=:=ft say RSOE 800:=ft The existing Parkers River appears to be the nearest body of standing water to the proposed excavation. This river is measured to be approximately 1700-ft from the excavation area. This is further than the calculated radius of influence. Based on TM 5-818-5, if the distance to a water source is equal to about R/2 or greater, the source of seepage can be considered a circle with a radius somewhat less than R. Therefore, the maximum radius is the calculated distance per the above equation Approx. Distance to Existing Swan Pond River Deg 1700 ft:=>RSOE 800=ft Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C2.xmcd5/18 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-2 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Determine Well Flow Rates Estimate well flow rates for Wells 1-11 Min. Well Radius rw 15 12:=ft Approximate Wetted Length of System t DD w_SOE TIP-17=:=ft Check Max Flow per Well Qw_max ĺ kuH fts ft-()2 t ft( )2- ln RSOE rw 1 0.30 10 rw H+ sin 1.8 s H + 278.1 gpm=:= Estimated Flow at each well Qw1 120gpm:=<Qw_max 278.1 gpm=Qw12 0gpm:=<Qw_max 278.1 gpm= Qw2 120 gpm:=<Qw_max 278.1 gpm=Qw13 0gpm:=<Qw_max 278.1 gpm= Qw3 120 gpm:=<Qw_max 278.1 gpm=Qw14 0gpm:=<Qw_max 278.1 gpm= Qw4 120 gpm:=<Qw_max 278.1 gpm=Qw15 0:=<Qw_max 278.1 gpm= Qw5 120 gpm:=<Qw_max 278.1 gpm=Qw16 0gpm:=<Qw_max 278.1 gpm= Qw6 120 gpm:=<Qw_max 278.1 gpm=Qw17 0gpm:=<Qw_max 278.1 gpm= Qw7 120gpm:=<Qw_max 278.1 gpm=Qw18 0gpm:=<Qw_max 278.1 gpm= Qw8 120 gpm:=<Qw_max 278.1 gpm=Qw19 0gpm:=<Qw_max 278.1 gpm= Qw9 120 gpm:=<Qw_max 278.1 gpm=Qw20 0gpm:=<Qw_max 278.1 gpm= Qw10 120gpm:=<Qw_max 278.1 gpm=Qw21 0gpm:=<Qw_max 278.1 gpm= Qw11 120 gpm:=<Qw_max 278.1 gpm= Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C2.xmcd6/18 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-2 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Determine Drawdown: hi x y, ( )H2 Qwi gpm ĺ kln R ri x y, ( ) 0.0022280094-ri x y, ( )1.5 H>if H Qwi gpm 0.13ln R ri x y, ( ) ln 10 R H 0.0022280094 ĺ kH1 0.8 s H 1.5 - -otherwise :=ri Drawdown function for well system (from bottom of impervious) X x y, ( ) 1 N i H hi x y, ( )-( ) = := Input Properties ng 5:=Grid/Mesh Size Variable xlow 600-:=xhigh 300:=Enter the endpoints of the x range: Enter the number of divisions of x range:xn xhigh xlow- ng 180=:= Enter the endpoints of the y range:ylow 200-:=yhigh 50:= Enter the number of divisions of y range:yn yhigh ylow- ng 50=:= Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C2.xmcd7/18 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-2 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Required Drawdown Elevation at Excavation DDr 4-:=ft Define Grid for Graphics SOE x y, ( )x y DD r := Initial Groundwater above impervious H 60=ft Top of Screen Elevation TS 1-=ft Apply Unit Conversion 1gpm ft sec 0.0022280094 ft2= Drawdown Elevation DD x y, ( ) GW X x y, ( )-:= Use CreateMesh to build a grid of values: Drawdown F CreateMesh DD xlow, xhigh, ylow, yhigh, xn, yn, ():= Bottom of SOE SOE CreateMesh SOE xlow, xhigh, ylow, yhigh, xn, yn, ():= Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C2.xmcd8/18 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-2 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Drawdown Contours F Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C2.xmcd9/18 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-2 By: JPM 9/5/2025 Chk: RMC 9/17/2025 3D Groundwater Drawdown F SOE, Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C2.xmcd10/18 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-2 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Drawdown Drawdown Through Centerline of Excavation F SOE, Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C2.xmcd11/18 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-2 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Determine Well Flow Rates Estimate well flow rates for Wells 12-21 Min. Well Radius rw 15 12:=ft Approximate Wetted Length of System t DD w_SOE TIP-17=:=ft Check Max Flow per Well Qw_max ĺ kuH fts ft-()2 t ft( )2- ln RSOE rw 1 0.30 10 rw H+ sin 1.8 s H + 278.1 gpm=:= Estimated Flow at each well Qw1 0gpm:=<Qw_max 278.1 gpm=Qw12 120gpm:=<Qw_max 278.1 gpm= Qw2 0gpm:=<Qw_max 278.1 gpm=Qw13 120gpm:=<Qw_max 278.1 gpm= Qw3 0gpm:=<Qw_max 278.1 gpm=Qw14 120gpm:=<Qw_max 278.1 gpm= Qw4 0gpm:=<Qw_max 278.1 gpm=Qw15 120gpm:=<Qw_max 278.1 gpm= Qw5 0gpm:=<Qw_max 278.1 gpm=Qw16 120gpm:=<Qw_max 278.1 gpm= Qw6 0gpm:=<Qw_max 278.1 gpm=Qw17 120 gpm:=<Qw_max 278.1 gpm= Qw7 0gpm:=<Qw_max 278.1 gpm=Qw18 120gpm:=<Qw_max 278.1 gpm= Qw8 0gpm:=<Qw_max 278.1 gpm=Qw19 120gpm:=<Qw_max 278.1 gpm= Qw9 0gpm:=<Qw_max 278.1 gpm=Qw20 120 gpm:=<Qw_max 278.1 gpm= Qw10 0gpm:=<Qw_max 278.1 gpm=Qw21 120gpm:=<Qw_max 278.1 gpm= Qw11 0gpm:=<Qw_max 278.1 gpm= Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C2.xmcd12/18 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-2 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Determine Drawdown: hi x y, ( )H2 Qwi gpm ĺ kln R ri x y, ( ) 0.0022280094-ri x y, ( )1.5 H>if H Qwi gpm 0.13ln R ri x y, ( ) ln 10 R H 0.0022280094 ĺ kH1 0.8 s H 1.5 - -otherwise :=ri Drawdown function for well system (from bottom of impervious) X x y, ( ) 1 N i H hi x y, ( )-( ) = := Input Properties ng 5:=Grid/Mesh Size Variable xlow 600-:=xhigh 300:=Enter the endpoints of the x range: Enter the number of divisions of x range:xn xhigh xlow- ng 180=:= Enter the endpoints of the y range:ylow 200-:=yhigh 50:= Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C2.xmcd13/18 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-2 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Enter the number of divisions of y range:yn yhigh ylow- ng 50=:= Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C2.xmcd14/18 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-2 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Required Drawdown Elevation at Excavation DDr 4-:=ft Define Grid for Graphics SOE x y, ( )x y DD r := Initial Groundwater above impervious H 60=ft Top of Screen Elevation TS 1-=ft Apply Unit Conversion 1gpm ft sec 0.0022280094 ft2= Drawdown Elevation DD x y, ( ) GW X x y, ( )-:= Use CreateMesh to build a grid of values: Drawdown F CreateMesh DD xlow, xhigh, ylow, yhigh, xn, yn, ():= Bottom of SOE SOE CreateMesh SOE xlow, xhigh, ylow, yhigh, xn, yn, ():= Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C2.xmcd15/18 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-2 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Drawdown Contours F Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C2.xmcd16/18 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-2 By: JPM 9/5/2025 Chk: RMC 9/17/2025 3D Groundwater Drawdown F SOE, Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C2.xmcd17/18 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Yarmouth Phase 1 - Contract #5 Temporary Dewatering Deep Wells Analysis - C-2 By: JPM 9/5/2025 Chk: RMC 9/17/2025 Drawdown Drawdown Through Centerline of Excavation F SOE, Dewatering calcs - Gravity _Multiple Wells_Avg Flow_C2.xmcd18/18 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Phase 1 - Contract No. 5 Temporary Dewatering Typical Wellpoint Analysis By: JPM 9/5/2025 Chk: RMC 9/17/2025 Groundwater Drawdown Calculations Subject:Estimation of groundwater flow / drawdown to dewatering system. Reference:Contract Drawings, titled "Phase 1 - Contract No. 5; Project No. CWSRF• 16676/5", prepared by CDM SMith, dated May 2025. Project Specifications "Appendix A: Yarmouth Contract 5 Boring Logs• 2011", prepared by CDM Smith dated May 2025. Construction Dewatering: A Guide to Theory & Practice, J. Patrick• Powers, P.E., Wiley Series of Practical Construction Guides. TM 5-818-5 Dewatering and Groundwater Control Manual• Gravity Flow Partially Penetrating Slot. Figures 4-1 & 4-3 Dewatering calcs - WellPoint _Multiple Wells_Avg Flow to Slot__Typ.xmcd1/7 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Phase 1 - Contract No. 5 Temporary Dewatering Typical Wellpoint Analysis By: JPM 9/5/2025 Chk: RMC 9/17/2025 Min.Max.Min.Max.Min.Max. Open Gravel (GP)10000 1.E+00 3.28E-02 Uniform Gravel (GP)2000 10000 2.E-01 1.E+00 6.56E-03 3.28E-02 Well Graded Gravel (GW)500 3000 5.E-02 3.E-01 1.64E-03 9.84E-03 Uniform Sand (SP)50 2000 5.E-03 2.E-01 1.64E-04 6.56E-03 Well Graded Sand (SW)10 1000 1.E-03 1.E-01 3.28E-05 3.28E-03 Silty Sand (SM)10 50 1.E-03 5.E-03 3.28E-05 1.64E-04 Clayey Sand (SC)1.0 10 1.E-04 1.E-03 3.28E-06 3.28E-05 Silt (ML)0.5 1 5.E-05 1.E-04 1.64E-06 3.28E-06 Clay (CL)0.0001 0.1 1.E-08 1.E-05 3.28E-10 3.28E-07 Description Table1: Range of Hydraulic Conductivity of Natural Soils (k) (Powers) 10-4 cm/sec cm/sec ft/sec Dewatering calcs - WellPoint _Multiple Wells_Avg Flow to Slot__Typ.xmcd2/7 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Phase 1 - Contract No. 5 Temporary Dewatering Typical Wellpoint Analysis By: JPM 9/5/2025 Chk: RMC 9/17/2025 Assume Soil Permeability (refer to Geotechnical Profile & Dewatering Analysis Summary Calc) ku 0.05 cm sec 0.00164 ft sec=:= k k u ft sec 0.00164=:=ft sec Dewatering System Geometry (well points modeled as a slot): Wellpoint systems are typical and are used when the excavation is a maximum of 15-ft deep and the existing water is a maximum of 7-ft above proposed BOE. Existing Grade (varies)EG 15:=ft Groundwater Elevation (per max drawdown) GW 7:=ft Tip of Well Elevation TIP 8-:=ft 23-ft well Well Screen Length SC 2.5:=ft Top of Screen Elevation TS TIP SC+5.5-=:=ft Assumed Elevation of Bottom Impervious Layer (50-ft below BOE) IMP 50-:=ft Distance from well tip to impervious s TIP IMP-42=:=ft Initial Head of Water Above impervious H GW IMP-57=:=ft Dewatering System Requirements: Anticipated minimum BOE BOE 0:=ft Required Drawdown Elevation at SOE DDw_SOE BOE 2-2-=:=ft Final Head of Water Above Well at SOE ho DD w_SOE IMP-48=:=ft Dewatering calcs - WellPoint _Multiple Wells_Avg Flow to Slot__Typ.xmcd3/7 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Phase 1 - Contract No. 5 Temporary Dewatering Typical Wellpoint Analysis By: JPM 9/5/2025 Chk: RMC 9/17/2025 Estimate radius of influence for expected excavation using equation from Figure 4-23 of TM 5-818-5: C 2:=for gravity flow for wellpoint system Radius of Influence at Steady State at SOE Rss_SOE C H ho-( ) ku 10 4-cm sec 402.49=:=ft Radius of Influence RSOE Rss_SOE 402.49=:=ft say RSOE 400:=ft The existing Parkers River appears to be the nearest body of standing water to the proposed excavation. This river is measured to be approximately 175-ft from the excavation area. This is closer than the calculated radius of influence. Based on TM 5-818-5, if the distance to a water source is equal the radius or greater, the source of seepage can be considered a line source at the existing body of water. Approx. Distance to Existing Swan Pond River Deg 175ft:=<RSOE 400=ft Therefore,R175 175:=ft For portions at least 175-ft to the existing River use RSOE 400=ft Dewatering calcs - WellPoint _Multiple Wells_Avg Flow to Slot__Typ.xmcd4/7 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Phase 1 - Contract No. 5 Temporary Dewatering Typical Wellpoint Analysis By: JPM 9/5/2025 Chk: RMC 9/17/2025 Determine WellPoint Flow Rates Determine flow to the slot on a per foot basis for a partially penetrating slot per Fig. 4-3 Determine per foot X 1ft:= Maximum Pump Capacity (per cut sheet) Pcap 880gpm:= 175-ft (min.) to River Flow to partially penetrating slot (175-ft min to River) Qp 2 0.73 0.27 H ftho ft- H ft+ ku X 2R175H ft()2 ho ft( ) 2-3.07 gpm ft=:= Approx. Increase due to finite vs. infinite line of wells (per TM-5-818-5) xadd 1.35:= Total expected flow rate Q175 Qp( ) xadd4.15 gpm ft=:= Spacing of wellpoints spwp 5ft:= Flow per wellpoint Qwp_175 Q175 spwp20.7 gpm=:= Max. length of trench open at a time Xmax 200ft:= Total flow Q175 Xmax829 gpm=<Pcap 880 gpm= Dewatering calcs - WellPoint _Multiple Wells_Avg Flow to Slot__Typ.xmcd5/7 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Phase 1 - Contract No. 5 Temporary Dewatering Typical Wellpoint Analysis By: JPM 9/5/2025 Chk: RMC 9/17/2025 Greater than 400-ft to River Flow to partially penetrating slot (400'-ft or greater to River) Qp 0.73 0.27 H ftho ft- H ft+ ku X 2RSOEH ft()2 ho ft( ) 2-0.67 gpm ft=:= Flow from opposite side Qp_opp 0.73 0.27 H ftho ft- H ft+ k u X 2RSOEH ft()2 ho ft( ) 2-0.67 gpm ft=:= Approx. Increase due to finite vs. infinite line of wells xadd 1.35:= Total expected flow rate Q400 Qp Qp_opp+()xadd1.81 gpm ft=:= Spacing of wellpoints spwp 5ft:= Flow per wellpoint Qwp_400 Q400 spwp9.1 gpm=:= Max. length of trench open at a time Xmax 300ft:= Total flow Q400 Xmax544 gpm=<Pcap 880 gpm= Dewatering calcs - WellPoint _Multiple Wells_Avg Flow to Slot__Typ.xmcd6/7 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Phase 1 - Contract No. 5 Temporary Dewatering Typical Wellpoint Analysis By: JPM 9/5/2025 Chk: RMC 9/17/2025 Check Allowable Well Flow Min. Well Radius (inches)rwell 1.5:= Min. Well Filter Sand Radius (inches)rfilt 6:= Approximate Wetted Length of System lw SC 2.5=:=ft Unit Weight of Water ĭw 62.4:= Practical Absolute Pressure in Wellpoint System (18-22 in HG or 6.2-7.6 m H20) habs 0.0228 7.6ĭw( ) 10.8=:=psi Air Pressure (normal value)hatm 1atm psi 14.7=:=psi Influence of the air-pressure difference md 144 hatm habs- ĭ w 8.96=:=ft Requried Drawdown d GW DD w_SOE-9=:=ft Increase Factor for Vacuum Well Point Vi d md+ d:=Vi 2= Check Max Flow per Well using Sichart Equation Qwp_175 Q175 spwp20.7 gpm=:= Qa Vi 0.0352 lwrfilt ku gal day ft2 34.31=:=gpm > Qwp_400 Q400 spwp9.1 gpm=:= Dewatering calcs - WellPoint _Multiple Wells_Avg Flow to Slot__Typ.xmcd7/7 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Phase 1 - Contract No. 5 Temporary Dewatering Typical Sump Analysis By: JPM 9/5/2025 Chk: RMC 9/17/2025 Groundwater Drawdown Calculations Subject:Estimation of groundwater flow / drawdown to dewatering system. Reference:Contract Drawings, titled "Phase 1 - Contract No. 5; Project No. SWSRF• 16676/5", prepared by CDM SMith, dated May 2025. Project Specifications "Appendix A: Yarmouth Contract 5 Boring Logs• 2011", prepared by CDM Smith dated May 2025. Construction Dewatering: A Guide to Theory & Practice, J. Patrick• Powers, P.E., Wiley Series of Practical Construction Guides. TM 5-818-5 Dewatering and Groundwater Control Manual• Gravity Flow Partially Penetrating Slot. Figures 4-1 & 4-3 Dewatering calcs - WellPoint _Sumping_Avg Flow to Slot_Typ.xmcd1/5 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Phase 1 - Contract No. 5 Temporary Dewatering Typical Sump Analysis By: JPM 9/5/2025 Chk: RMC 9/17/2025 Min.Max.Min.Max.Min.Max. Open Gravel (GP)10000 1.E+00 3.28E-02 Uniform Gravel (GP)2000 10000 2.E-01 1.E+00 6.56E-03 3.28E-02 Well Graded Gravel (GW)500 3000 5.E-02 3.E-01 1.64E-03 9.84E-03 Uniform Sand (SP)50 2000 5.E-03 2.E-01 1.64E-04 6.56E-03 Well Graded Sand (SW)10 1000 1.E-03 1.E-01 3.28E-05 3.28E-03 Silty Sand (SM)10 50 1.E-03 5.E-03 3.28E-05 1.64E-04 Clayey Sand (SC)1.0 10 1.E-04 1.E-03 3.28E-06 3.28E-05 Silt (ML)0.5 1 5.E-05 1.E-04 1.64E-06 3.28E-06 Clay (CL)0.0001 0.1 1.E-08 1.E-05 3.28E-10 3.28E-07 Description Table1: Range of Hydraulic Conductivity of Natural Soils (k) (Powers) 10-4 cm/sec cm/sec ft/sec Dewatering calcs - WellPoint _Sumping_Avg Flow to Slot_Typ.xmcd2/5 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Phase 1 - Contract No. 5 Temporary Dewatering Typical Sump Analysis By: JPM 9/5/2025 Chk: RMC 9/17/2025 Assume Soil Permeability (refer to Geotechnical Profile & Dewatering Analysis Summary Calc) ku 0.05 cm sec 0.00164 ft sec=:= k k u ft sec 0.00164=:=ft sec Dewatering System Geometry (sump modeled as a slot): Sumping is used when the water is a maximum of 2-ft above the proposed BOE. Existing Grade (varies)EG 15:=ft Groundwater Elevation GW 2:=ft Assumed Elevation of Bottom Impervious Layer (50-ft below BOE) IMP 50-:=ft Initial Head of Water Above impervious H GW IMP-52=:=ft Dewatering System Requirements: Anticipated minimum BOE BOE 0:=ft Required Drawdown Elevation at SOE DDw_SOE BOE 2-2-=:=ft Final Head of Water Above Well at SOE ho DD w_SOE IMP-48=:=ft Dewatering calcs - WellPoint _Sumping_Avg Flow to Slot_Typ.xmcd3/5 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Phase 1 - Contract No. 5 Temporary Dewatering Typical Sump Analysis By: JPM 9/5/2025 Chk: RMC 9/17/2025 Estimate radius of influence for expected excavation using equation from Figure 4-23 of TM 5-818-5: C 2:=for gravity flow for well system Radius of Influence at Steady State at SOE Rss_SOE C H ho-( ) ku 10 4-cm sec 178.89=:=ft Radius of Influence RSOE Rss_SOE 178.89=:=ft say RSOE 175:=ft The existing Parkers River appears to be the nearest body of standing water to the proposed excavation. Sumping shall only be used when the excavation is at least 175-ft from any adjacent body of water. Based on TM 5-818-5, if the distance to a water source is equal the radius or greater, the source of seepage can be considered a line source at the existing body of water. Approx. Distance to Existing Swan Pond River Deg 175ft:=<RSOE 175=ft Therefore,RSOE 175:=ft Dewatering calcs - WellPoint _Sumping_Avg Flow to Slot_Typ.xmcd4/5 Printed: 9/17/2025 GZA GeoEnvironmental, Inc. 02.0178208.00 Phase 1 - Contract No. 5 Temporary Dewatering Typical Sump Analysis By: JPM 9/5/2025 Chk: RMC 9/17/2025 Determine WellPoint Flow Rates Determine flow to the slot on a per foot basis for a partially penetrating slop per Fig. 4-3 Determine per foot X 1ft:= Flow to partially penetrating slot Qp 2 0.73 0.27 H ftho ft- H ft+ k u X 2RSOEH ft()2 ho ft( ) 2-1.26 gpm ft=:= Approx. Increase due to finite vs. infinite slot (per TM-5-818-5) xadd 1.35:= Total expected flow rate Qtotal Qp( ) xadd1.71 gpm ft=:= If 100-ft of trench is open Q100 Qtotal 100ft170.57 gpm=:= Dewatering calcs - WellPoint _Sumping_Avg Flow to Slot_Typ.xmcd5/5 Printed: 9/17/2025 02.0178208.00 Temporary Well Dewatering System Yarmouth Phase 1 - Contract No. 5 Calc By: JPM 9/12/2025 Chk by: RMC 9/17/2025 Location Permeability (cm/sec)Number of Wells C-1 Main St. (Rt. 28) @ Pump Station No. 3 Max. Well 300 C-6 Main St. (Rt. 28), Winslow Gray Rd, & Ruby St. Max. Well 120 12 0.25 0.03 37.2 0.5 0.27 15.4 20 308 5.00E-02 5.00E-04 1.64E-03 30.0 3 340.00 308 300 1.0 Design Well Yield (gpm) Max. Required Flow per Well Factor of Safety on Available Well Flow High Flow Well Yield Well Filter Geometry Filter Diameter (in) Hydraulic Gradient at Face of Well Available Well Yield Through Soil (gpm) Avg. Flow Analysis Soil Permeability Permeability (cm/sec) Permeability (m/sec) Permeability (ft/sec) Well Geometry Well Screen Properties Well Screen Diameter (inches) Slot Spacing (inches) Standard Slot Opening Transmitting Capacity (GPM/ft) Well Screen Length (ft) Well Screen Transmitting Capacity (gpm) Open Area (in2/ft) Blockage Factor Estimated Water Flow Velocity (ft/sec) Table 2. Dewatering Analysis Summary Estimated Flow Per Well (gpm) 5.00E-02 Various Well Capacity - Dennis. (Various Deep Wells) September 17, 2025 02.0178208.00 Temporary Dewatering Design Submittal Phase 1 Contract No. 5, Yarmouth, MA Page | 9 Proactive by Design An Equal Opportunity Employer M/F/V/H REFERENCES Certain Teed Slotted PVC Well Casing Certa-Lok™ & Solvent-Weld Superior flow performance Corrosion resistant Large selection of slot configurations Choice of joining systems HigH PerformanCe CertainTeed – the name that contractors have come to associate with the industry’s broadest line of high-quality PVC well products – is also the industry leader in high performance slotted well casing. Using new manufacturing technology, slotted casing can now be produced with open areas and efficiencies that rival those of other screens, often at a fraction of the cost. Combine PVC screens with PVC well casing for the ultimate corrosion-resistant, low-maintenance water well! A Size and Joining System for Every Application Slotted casing can be produced in sizes from 2" all the way up to the largest commercially available PVC well casing product (17.4" O.D.), in a variety of wall thicknesses and strengths to suit virtually all applications: • Domestic • Irrigation • Municipal • Aquifer Storage and Recovery • Environmental CertainTeed also offers a choice of joining systems: traditional solvent-weld or the contractor-proven, all-weather Certa-Lok™ mechanical joint. Slot Width Selection A wide selection of precision-machined factory slot designs (.010"-.125") with closely spaced inlet openings provides for uniform development over the length of the screen and proper stabilization of the gravel pack. Long Life Well rehabilitation costs are minimized, as PVC screens are inherently more resistant than conventional steel products to clogging and encrustation. PVC also outperforms stainless steel in highly corrosive environments, at a fraction of the cost. All screens are manufactured from PVC casing that is listed by NSF International as safe for use with potable water. Single Source for All Your Well Product Needs No more unloading, local-machining, and repackaging required. With CertainTeed, the industry’s best slotted casing is shipped ready to use – no field fabrication required – along with your other PVC well product needs, including solid casing, drop pipe for submersible pumps, and a variety of fittings. The CertainTeed Advantage Slotted PVC and Underdrain Pipe Specifications O.D. OPEN AREA, SQ. INCHES PER FOOT OF SCREEN (.25" SLOT SPACINg) SLOT WIDTH INCHES 0.010 0.013 0.016 0.020 0.025 0.032 0.040 0.050 0.085 0.100 0.125 NOm. NOm. NO. OF mIN. WALL JOINT SIzE O.D. ROWS CLASS THICkNESS AVAILAbILITY KEY: SW = Solvent Weld Belled End, CL = Certa-Lok (w/coupling), CLIB = Certa-Lok Integral Bell * = Not available in SDR17 or SCH80 ** = Equivalent to SCH40 Notes: 1. As a general rule, Flow Rating (GPM/ft) in a gravel-packed well = O.D. Open Area (in2/ft)* (.50 blockage factor)* (.31 conversion factor) at an entrance velocity of 0.1 fps. 2. Open area percentage varies from 2% to over 20%, depending upon casing size and slot width. 3. CertainTeed can supply a detailed Engineering Specification for any of the products shown, or for special made-to-order products. 4. Slots can often be lengthened on thick-wall products to provide additional I.D. penetration; revised specifications showing increased open area are available upon request. 5. Standard slot spacing = .25". Smaller and wider spacing is available - wider spacing is recommended for slot widths of .100” and above. 6. Specifications subject to change. Standard manufacturing tolerances apply. 7. All dimensions are in inches. This chart illustrates standard manufacturing capabilities only. Not all products shown are routinely stocked – call for availability. Slot configurations not included on this chart are covered under CertainTeed’s non-standard product warranty. Underdrain Pipe 2" 2.375 4 SCH40 0.154 SW 2.4 3.1 3.7 4.6 5.6 7.0 3" 3.500 4 SCH40 0.216 SW 2.6 3.4 4.1 5.0 6.2 7.7 4" 4.500 4 SDR26 0.173 SW SDR21 0.214 SW 3.0 3.9 4.8 8.0 9.7 12.2 14.8 18.2 27.2 SCH40 0.237 SW,CLIB 4 1⁄2" 4.950 4 SDR26 0.190 SW,CLIB SCH40 0.248 SW,CLIB 3.0* 4.5* 5.4* 9.2 11.3 14.1 17.1 21.0 31.5 SDR17 0.291 SW,CLIB 5" 5.563 4 SDR26 0.214 SW SDR21** 0.265 SW,CLIB 4.5* 5.4* 10.0 12.3 15.4 18.7 23.0 34.4 SDR17 0.327 SW,CLIB SCH80 0.375 CLIB 6" 6.625 6 SDR26 0.255 SW SCH40 0.280 SW,CLIB 8.2* 12.6 15.4 19.2 23.4 28.7 43.0 SDR21 0.316 SW,CLIB SDR17 0.390 SW,CLIB 6 1⁄4" 6.900 6 DR27.6 0.250 SW 6 1⁄8" SDR21 0.329 SW,CLIB 12.6* 15.4 19.2 23.4 28.7 43.0 6.9"O.D. SDR17 0.406 SW,CLIB 8" 8.625 6 SDR26 0.332 SW SDR21 0.410 SW 14.2* 20.3 25.4 30.8 37.9 56.7 63.8 74.6 SDR17 0.508 CLIB 10" 10.750 6 SDR26 0.413 SW SDR21 0.511 SW 22.5* 28.1 34.1 41.9 62.7 70.7 82.5 SDR17 0.632 CL 12" 12.750 8 SDR26 0.490 SW SDR21 0.606 SW 30.0* 37.4 45.5 55.9 83.7 94.2 110.1 SDR17 0.750 CL 14" 14.000 8 SCH40 0.437 SW 32.9* 41.1 49.9 61.3 91.8 103.4 120.7 SDR17 0.823 CL 16" 16.000 10 SCH40 0.500 SW 10 SDR26 0.616 SW,CL 36.3 45.3 55.1 67.6 101.2 114.0 133.1 8 SDR21 0.762 CL 31.0 38.7 47.0 57.7 86.4 97.3 113.6 8 SDR17 0.941 CL 43.5 52.8 64.9 97.2 109.4 127.8 17.4" O.D. 17.400 8 SDR17 1.024 CL 52.8 64.9 97.2 109.4 127.8 Underdrain Pipe Slotted PVC casing is also ideal for use as underdrain pipe. Applications include, but are not limited to: • Leachate collection systems for solid waste landfills • Drainage and dewatering applications • Mining heap leach projects PVC underdrain pipe is supplied with precision-machined slots, which provide greater intake capacity and continuous, clog-resistant drainage of fluids, as compared to standard round-hole perforated pipe. Slotted underdrain reduces entrance velocity into the pipe, thereby reducing the possibility that solids will be carried into the system. Slot rows can generally be positioned symmetrically or asymmetrically around the pipe circumference, depending upon the application. Outside diameters are generally the same for PVC and non-corrugated polyethylene (HDPE) pipe. However, the HDPE pipe must be extruded with a thicker wall (and therefore a reduced cross-sectional flow area) to obtain a comparable stiffness rating. 40-37-33F © 6/08 CertainTeed Corporation Printed in U.S.A. ExtErior: Roofing • Siding • WindoWS • fence • Railing • TRiM • decking • foundaTionS • PiPe intErior: inSulaTion • gyPSuM • ceilingS ASK ABoUt oUr otHEr CErtAintEED ProDUCtS AnD SYStEMS: CertainTeed Corporation Pipe & Plastics Group P.O. Box 860 Valley Forge, PA 19482 Phone: 866-CT4-PIPE (866-284-7473) Fax: 610-254-5428 www.certainteed.com Traditional Solvent - Weld Joint – Now with a deeper bell for a stronger, more durable bond. Available in sizes 2" - 16". Certa-Lok™ – Check out the Best Joint in Town. No more “glue and screw” attachments. Mechanical joint achieves full strength instantly in all weather conditions. Fast assembly and disassembly. Available in sizes 10" - 17.4" O.D. Certa-Lok™ Integral Bell Well Casing – All the advantages of the contractor-proven Certa-Lok joining system, now with a conventional belled-end joint for even faster assembly. The economical choice for all of your small-to-medium diameter well casing requirements. Available in sizes 4", 4 1⁄2", 5", 6", 6.9" O.D., 8". Our Slots Pay Off Three Ways! CertainTeed solid and slotted casing is available with a joining system to suit all of your needs: Pumps for construction, municipal and industrial applications. ST2037 2” — 115V 73 GPM Multiquip Electric Submersible Pumps are ideal for removing water from confined areas. Their compact design and high performance enables them to get the job done where other pumps come up short. Models are available in sizes ranging from 3/4” to 6” and provide high capacities — up to 674 GPM — with heads up to 105 feet. Single and three phase motor configurations are available to meet virtually any power requirement; single and Three phase motor models are available Versatile pumps that handle a wide range of applications: Construction Contractors prefer the rugged design of Multiquip pumps for removing water from well casings, construction sites, cofferdams and excavations. All pump components are designed to withstand the rigors of the job site. Utilities These are the pumps of choice for dewatering manholes or transformer vaults. Service personnel value their lightweight and portability. Municipalities The versatility and reliability of Multiquip pumps makes them popular with state and local governments. Street and sanitation departments depend on our pumps for the removal of unwanted water. Homeowners Multiquip’s light weight, compact submersible pumps are the first choice for household dewatering applications such as draining basements and swimming pools.ELECTRIC SUBMERSIBLE PUMPSRugged strainer and stainless steel hardware provide long service life Bolt-on discharge port allows easy replacement Cast aluminum housing for light weight Electric motor — water is discharged around the casing for cool operation Safety First — Selected models are UL listed for the US and Canada. Urethane-covered cast iron volute and an all- urethane impeller withstand tough dewatering projects Strain relief cord protection Thermal overload protection prevents motor damage Compact, streamlined design Oil-filled dual seal provides lubrication when running dry Cast iron/steel motor casing serves as heat conductor 2 CENTRIFUGAL - SINGLE PHASEMotor Protection All models provide built-in thermal overload protection that shuts down the pump when operating temperature becomes too high, and automatically restarts once the motor cools and a proper temperature is met. Quality and Safety ST Series Single Phase Pumps are in accordance with ISO9001 Quality Management System standard. Also, all Single Phase models carry the Underwriters Laboratories (UL) Listing for compliance with both U.S. or Canadian electrical safety codes. Designed for hard industrial pumping applications. Unique strainer permits dewatering levels down to 1/16”. Features oil-filled dual shaft seals, aluminum housing, streamline shape, powerful 115V motor, internal thermal protection, and UL/CUL certifications. ST2038P 2" NPT Discharge 60 GPM - 38' HEAD This highly portable, lightweight pump is a great choice for flooded rooms, flat roofs, fill tanks, basins, fountains and waterfalls. Features include hardy thermoplastic casing, stainless steel fitting, internal overload protection, full oil lubricated shaft seals, and UL/CUL certifications. SS233 2” NPT Discharge 60 GPM - 20' HEAD Popular, and versatile, the ST2037 is a low maintenance pump that is designed for long hard industrial pump applications. Features include oil-filled dual shaft seals, aluminum housing, streamline shape, powerful 115V motor, internal thermal protection, and provides UL/CUL certifications. Model ST2037F comes with attached industrial float switch. ST2037/ST2037F 2" NPT Discharge 73 GPM - 37' HEAD Slim design and proven performance, this 2HP 230V pump de-waters surfaces down to ½” and handles fluids up to 140° F. Features include double mechanical oil-filled seals, internal thermal protection, & sealed ball bearing assembly. The pump offers a ductile iron impeller, insulated aluminum casing, 50’ power cable with strain relief, assembly, and provides a convenient carrying handle. ST3020BCUL 3" NPT Discharge 170 GPM - 72' HEAD The Yellow Submarine is lightweight, compact and is a great choice for light duty jobs found around the shop or home. One piece polymer pump casing resists corrosion and heat. Features internal overload protection, dual shaft seals, and UL/CUL listings. YELLSUB 3/4” GHT and 1 1/4” NPT Discharge 33 GPM - 15’ HEAD This time tested pump is the contractors choice for tough demanding applications. The engineered design provides superior performance in a compact package. Trusted powerful 115V motor, low maintenance requirements, thermal protection, and UL/CUL certifications. All MQ 115V 1Ø pumps are designed with internal thermal overload protection and do not require extra electrical protection, however, the CB3 Control Box is offered for convenient ON/OFF/AUTO and float switch operations. The CB3 comes with two SW1WOPA float switches. The pump model ST3020BCUL provides its own internal thermal overload protection, however, the 230V 1Ø CB6 Control Box is offered for convenient ON/OFF/AUTO and float switch operations. The CB6 comes standard with two SW1WOPA float switches. ST2047 2" NPT Discharge 87 GPM - 47' HEAD 3 TRASH PUMPS — SINGLE PHASEThis rugged compact submersible trash pump is ideal for moving debris laden water (MAX solid size 1”). A heavy duty cast iron housing and abrasion resistant impeller withstands tough dewatering applications. The ST2040T features dual shaft seals, powerful 115V motor, internal thermal protection, 25’ power cable with strain relief, convenient carry handle, and UL/CUL listings. Pumps fluids up to 140° F. Model ST2040TF comes with attached industrial float switch. The PX400 is a lightweight submersible trash pump in a compact package. It is ideal for moving debris laden water (MAX solid size 1”). An industrial grade cast iron housing and abrasion resistant impeller withstands tough dewatering applications. The corrosion resistant stainless steel casing allows this pump to tackle marine, and selected chemical applications. Major features include abrasion resistant impeller, dual shaft seals, powerful 115V motor, internal overload protection, 19’ power cable with strain relief and convenient carry handle. Pumps fluids up to 140° F. Designed for heavy industrial applications, the ST2010TCUL provides exceptional performance moving debris laden water (MAX solid size 1”). An industrial grade cast iron housing and abrasion resistant impeller withstands very demanding dewatering applications. Key features include a powerful 115V electric motor, double mechanical oil filled shaft seals, sealed ball bearing impeller, powerful 115V motor, internal thermal protection, 50’ power cable with strain relief, convenient and carrying handle. Also, this pump has UL/CUL listings,and handle fluids up to 140° F. ST2040T/T2040TF 2” NPT Discharge 79 GPM - 40’ HEAD ST2010TCUL 2” Discharge 95 GPM - 45’ HEAD PX400 2” NPT Discharge 72 GPM - 34’ HEAD Easy Clean out Base Design Easy Clean out Base Design Easy Clean-out Base Design All MQ 115V 1Ø pumps are designed with internal thermal overload protection and do not require extra electrical protection, however, the CB3 control box is offered for convenient ON/OFF/AUTO and float switch operations. The CB3 comes with two SW1WOPA Float switches. Why Choose a Trash Pump? When applications call for moving heavy debris laden water, the proper choice is the Multiquip Submersible Trash Pump. The pumps are equipped with a 2” discharge port, and are internally engineered to easily handle debris and solids up to one inch in diameter. All models employ a vortex action design that discharges solids away from the unique multi-vane impeller to prevent clogging. 4 CENTRIFUGAL - THREE PHASEThe ST3050D is ideal for supporting tough utility and municipal jobs. The flexible dual voltage 230/460 5HP motor ensures optimum flow and head performance. The pump incorporates an industrial cast iron housing, dual shaft seals, sealed ball bearing impeller, carrying handle and molded 50’ power cable w/ strain relief. The pump handles fluid up to 140° F. Powerful, compact and offering top performance output, the ST41 Series features: heat-treated stainless steel 410 shaft, double mechanical seals, oil free motor, thermal/over current motor protection, dynamically balanced high chrome impeller, and corrosion resistant stainless steel outer casing. Passes solids up to ½”, has a carrying handle and comes with a molded 33’ power cable w/ strain relief. The pump handles fluid up to 140° F. There are two 4” discharge models available: 230V 3Ø or 460V 3Ø. The ST61 Series provides exceptional flow output,durability, in an overall compact package. High performance and operating value is achieved through an oil free motor, thermal/ over current motor protection, dynamically balanced high chrome impeller, heat-treated stainless steel 410 shaft, double mechanical seals, and rigid corrosion resistant stainless steel outer casing and strainer. Passes solids up to ½”, lifting eyelets and comes with a molded 33’ power cable w/ strain relief. The pump handles fluid up to 140° F. Depending on your electrical source, there are two 6” discharge model pumps: 230V 3Ø or 460V 3Ø. ST3050D 3” NPT Discharge 270 GPM - 86’ HEAD ST61230 / ST61460 6” NPT Discharge 674 GPM - 105’ HEAD ST41230 / ST41460 4” NPT Discharge 423 GPM - 138’ HEAD A Control Box is required to provide overload safety shut downs that are thermal & voltage related, and to assist in powering float switches. MQ offers the control box CB200 to support the ST3050D. A Control Box is required to provide safe ON/OFF functioning, overload safety shut downs that are thermal & voltage related, and proper conduits to assist in powering float switches. MQ offers the CB1269 control box to support the ST41230 and the CB1456 to support the ST41460. A control box is required to provide safe ON/OFF functioning, overload safety shut downs that are thermal & voltage related, and proper conduits to assist in powering float switches. MQ offers the CB1274 control box to support the ST61230 and CB1456 Control Box to support the ST61460 Multiquip’s Powerful 3-Phase Pumps When three phase power is available, Multiquip provides three pump models that tackle a variety of industrial dewatering applications. These powerful submersibles are available in 3”, 4” and 6” discharge sizes, and are available in either 230V or 460V models depending on power source. 5 Model Description SW1A Mechanical single float switch, 120V. Provides NEMA 5-15 Plug and piggy-back receptacle end. Corrosion resistant PVC Housing for use in sewage/water up to 140° F. UL/CUL listed. Heavy-duty contacts. Adjustable range 7” to 36”. 16 gauge cord. Pressure tested to 60’. 14 Gauge - 20’ cord. SW1WOPA Mechanical single float switch, 120V. Open wire end. Corrosion resistant PVC Housing for use in sewage/water up to 140° F. UL/CUL listed. Heavy-duty contacts. Adjustable range 7” to 36”. 16 gauge cord. Pressure tested to 60’. 14 Gauge - 20’ cord. For control box applications only. SW2A Double mechanical float switch, 120V. Provides holding relay to permit floats to work in series, and eliminates pump chatter in turbulent applications. UL/CUL listed. Adjustable pumping ranges 3” to 48”. With NEMA 5-15 plug and piggy-back receptacle. Float housings made from rugged polypropylene with 14 Gauge 20’ cords. NPT THREAD HD1550 Discharge Hose, 50 feet - 1½” - 75psi HD250 Discharge Hose, 50 feet - 2” - 75psi HD350 Discharge Hose, 50 feet - 3” - 60psi HD450 Discharge Hose, 50 feet - 4” - 60psi HD650 Discharge Hose, 50 feet - 6” - 45psi QD COUPLER HDQ1550 Discharge Hose, 50 feet - 1½" Quick Coupler - 75psi HDQ250 Discharge Hose, 50 feet - 2” Quick Coupler - 75psi HDQ350 Discharge Hose, 50 feet - 3” Quick Coupler - 60psi HDQ450 Discharge Hose, 50 feet - 4” Quick Coupler - 60psi HDQ650 Discharge Hose, 50 feet - 6” Quick Coupler - 45psiACCESSORIESControl Boxes Float Switches Discharge Hose Model Description CB3 Control box for 115V Pumps - Water resistant fiberglass housing and cable connectors prevent moisture from entering into box - (2) SW1WPOA float switches attached. Features operation switch and running light. Specs FLA (Amps): 120V 1Ø 40A. CB6 Control box for 230V Pumps - Water resistant fiberglass housing and cable connectors prevent moisture from entering into box. Features operation AUTO switch. Specs FLA (Amps): 230V 1Ø 12A. Includes (2) SW1WOPA Single float switches CB200 Control box. Magnetic starter, watertight housing and cable connectors prevent moisture from entering into box - addi- tional cable glands support float switches. Features ON/OFF switch and running light. Electric overload helps prevent short circuits, and power spikes. Specs: 230V 1Ø 10.5A; 230V 3Ø 14.2A, 460V 3Ø 7.1A CB1269 Control box for model ST41230 (230V 3Ø). Magnetic starter, electronic overload protection, power spike control, and short circuit protection. Watertight outer housing and cable glands that support float switches. ON/OFF switch with running lights. Three K69 heater elements included. CB1274 Control Box for model ST61230 (230V 3Ø). Magnetic starter, electronic overload protection, power spike control, and short circuit protection. Watertight outer housing and cable glands that support float switches. ON/OFF switch with running lights. Three K74 heater elements included. CB1456 Control box for model ST41460 (460V 3Ø). Magnetic starter, electronic overload protection, power spike control, and short circuit protection. Watertight outer housing and cable glands that support float switches. ON/OFF switch with running lights. Three K56 heater elements included. CB1463 Control Box for model ST61460 (460V 3Ø). Magnetic starter, electronic overload protection, power spike control, and short circuit protection. Watertight outer housing and cable glands that support float switches. ON/OFF switch with running lights. Three K63 heater elements included. 6 PUMP PERFORMANCE CURVESSS233 ST2037 AND ST2038P YELLOW SUBMARINE ST2047 PX400, ST2040T, ST2010TCUL ST3020BCUL AND ST3050D 7 ST41230, ST4160 ST61230 , ST61460 Your Multiquip dealer is: Connect with us on All features and specifications are subject to change without notice. Version 0916 WWW.MULTIQUIP.COM Note: All Multiquip 3-phase submersible pumps require a control box to provide it with all of the operation safety shut-downs and to use with float switches (if required). If these pumps are ordered to replace a unit in an existing application where a control box is already installed then the existing control box may be sufficient. If the pump is part of a new application where a control box is not already present then a control box needs to be ordered with the 3-phase submersible pump. A control box is needed specifically to provide the 3-phase submersible pump with the voltage overload and thermal overload shutdowns, as well as a connection point for the use of float switches. * Complies with UL and Canadian Electrical Standards. Specifications Model Impeller Disc. Size in. (mm) Max. Solids in. (mm) Total Head ft. (m) Capacity GPM (lpm) HP (kw)‡ Voltage; Phase Starting Amp. Running Amp. Cable Length ft. (m) Diameter in. (mm) Height in. (mm) Weight lb (kg) CENTRIFUGAL YELLSUB*Heavy Polymer 1¼ (31.7)0.4 15(4.6)33(125)0.25 (.185)115V 1Ø 11.5 2.5 9(2.7)6.25(159)9.5(241)6(2.72) SS233*Heavy Polymer 2(50)0.4 20(6.1)60(227)0.5(0.37)115V 1Ø 30 6 10(7.6)8.1(206)14.5 (368)15.5 (7.0) ST2038P* Neoprene Rubber over Cast Iron 2 (50)0.4 38 (11.5) 60 (227) 1 (0.75)115V 1Ø 56 8 25 (7.6) 7. 7 (196) 15.4 (391) 31 (14) ST2037* Neoprene Rubber over Cast Iron 2 (50)0.4 37 (11.3) 73 (276) 1 (0.75)115V 1Ø 34.5 6.9 25 (7.6) 7. 4 (188) 15.4 (391) 31 (14) ST2037F* Neoprene Rubber over Cast Iron 2(50)0.4 37(11.3)73(276)1(0.75)115V 1Ø 34.5 6.9 25(7.6)7. 4(188)15.4(391)31(14) ST2047* Neoprene Rubber over Cast Iron 2(50)0.4 47(14.3)87(329)1(0.75)115V 1Ø 49 9.8 50(15.2)7. 4(188)15.4(391)33(15) ST3020BCUL*Cast Duc-tile Iron 3(75)0.4 72(22)17 0(644)2(1.5)230V 1Ø 52 10.5 50(15.2)6.7(170)28.5(720)67(30) ST3050D Cast Duc- tile Iron 3 (75)0.4 86 (26) 264 (999) 5 (3.75) 230/460V 3Ø 77 (230V) 39 (460V) 14.2 (230V) 7.1 (460V) 50 (15.2) 10.2 (259) 26.8 (680) 120 (54) ST41230 Chrome Steel 4(100).6”(15)138(42)423(1600)10(7.5)230 3Ø 172.2 28.6 33(10)12.5(317)32(807)205(93) ST41460 Chrome Steel 4(100).6”(15)138(42)423(1600)10(7.5)460 3Ø 85.8 14.3 33(10)12.5(317)32(807)205(93) ST61230 Chrome Steel 6 (150) .6” (15) 105 (32.5) 674 (2450) 15 (11.0)230 3Ø 258 43 33 (10) 14 (352) 34 (855) 301 (137) ST61460 Chrome Steel 6(150).6”(15)105(32.5)674(2450)15(11.0)460 3Ø 129 21.5 33(10)14(352)34(855)301(137) TRASH PUMPS PX400 UrethaneResin 2(50)1(25)34(10.3)72(273)0.5(0.37)115V 1Ø 37 6.2 19(5.6)10(254)17(430)25(11) ST2040T* Neoprene Rubber over Cast Iron 2 (50) 1 (25) 40 (12.2) 79 (299) 1 (0.75)115V 1Ø 34 6.8 25 (7.6) 10.3 (267) 16.8 (427) 34 (15.4) ST2040TF* Neoprene Rubber over Cast Iron 2 (50) 1 (25) 40 (12.2) 79 (299) 1 (0.75)115V 1Ø 34 6.8 25 (7.6) 10.3 (267) 16.8 (427) 34 (15.4) ST2010TCUL*Cast Duc-tile Iron 2(50)1(25)45(13.7)95(360)1(0.75)115V 1Ø 53 9.4 50(15.2)10.3(267)24.5(622)77(35) 8 PT200 Diesel Driven High Efficiency Wellpoint Dewatering Pump Max. 880 US GPM, Max. 99 ft. / 43 PSI 1 P u m p s f o r r e s u l t s Pump specifications: Type ........................ PT200 D265 Design..................... Double acting piston pump Max. flow ................ 880 US GPM (200 m3/hour) Max. pressure ......... 99 ft. (30 mwc) Max. suction lift ....... 30 ft. (9 mwc) Diesel engine .......... Hatz 3H50TIC Fuel consumption ... 0.9 gallon/hour at BEP Emission level ......... Tier 4 final Canopy ................... M14-23 Sound level ............. Approx. 50 dB(A) at 33 ft. Dry weight ............... 6080 lbs. (2760 kg) FEATURES PT Wellpoint pump The PT wellpoint pump has been designed for vertical- and horizontal dewatering applications. These positive displacement pumps are fully self-priming and are capable of handling air, water or any mixture of both without requiring a separate priming system. Furthermore, these pumps are capable of running dry indefinitely without causing damage or excessive wear to any part of the unit. Complete package designed & built by BBA Pumps Complete in-house design & production Over 60 years of experience in the market Extensive testing facility in-house Contemporary & functional design Durable & eco-friendly materials World-class performance The PT pump package offers lowest cost of ownership and provides a reliable and durable solution to the challenges facing dewatering companies around the world. The technology has been tried and tested in the field and has revolutionised the vertical- and horizontal dewatering market on a global scale, by offering unmatched performance at minimal costs thereby improving the return on investment (ROI). After sales service & product support Single supplier for parts, spares & accessories Dedicated customer help-desk (24h service) Dedicated service department in-house Global parts distribution network Optional global on-site servicing Extensive training options available (technical & commercial), on-site or in-house Key features PT Pumps Self-priming without additional priming system Excellent suction capabilities on all flows High pump efficiency Can run dry indefinitely Cheap and easy-to-replace wear parts 100% mechanical technology Extended unit life time PT200 Diesel Driven High Efficiency Wellpoint Dewatering Pump Max. 880 US GPM, Max. 99 ft. / 43 PSI 2 P u m p s f o r r e s u l t s STANDARD TECHNICAL SPECIFICATIONS BBA double acting, duplex piston pump Pump type ............................ PT200 D265 Max. flow .............................. 880 US GPM (200 m3/hour) Max. head ............................ 99 ft. (30 mwc) Max. suction lift .................... 30 ft. (9 mwc) Speed (factory standard) ..... 64 strokes/min Pump casing ........................ Cast iron GG20 Valve cover .......................... Aluminium Cylinder liners ...................... Stainless steel Ø 265 mm (10.43 inch) Piston cups .......................... Leather Piston rods ........................... Stainless steel 304 Shaft seal ............................. Gland packing Valve rubbers....................... Stainless steel core with rubber layer Valve seats .......................... Composite (optionally available in bronze) Measure equipment ............. 2 vacuum gauges Engine Engine brand ....................... Hatz Engine type .......................... 3H50TIC Engine speed ....................... 1400 RPM Power output........................ 34 Hp (25 kW ) Fuel consumption ................ 230 g/kWh Displacement ....................... 89.32 Cubic inch Number of cylinders ............. 3 Cooling system .................... Liquid cooled Starting method ................... Electric start & stop Oil filling ............................... 5.3 qts (10W40 low SAPS) Emission level US ................ EPA Tier 4 final LOFA control panel - Switch Manual-0-Auto - RAMP-UP/DOWN function - Rpm. control with push buttons - Warning lights - 4.3" LCD monitor The LCD monitor displays additional engine data, e.g. actual engine speed, working hours, battery voltage, fuel consumption and failures in clear text Fuel system - Composite fuel tank 80 US Gallon (300 L.) - Fuel tank cap Ø 4 inch - Electronic fuel injection system - Fitted with water separator & extra in-line fuel filter Electrical system & safety features - Battery isolator switch - Nominal voltage 12 Volt - Premium quality battery - Low oil pressure shut down PT200 Diesel Driven High Efficiency Wellpoint Dewatering Pump Max. 880 US GPM, Max. 99 ft. / 43 PSI 3 P u m p s f o r r e s u l t s CANOPY M14-23 BBA super silent canopy Canopy type......................... M14-23 Dimensions L x W x H ......... 92 x 57.1 x 66.1 inch Dimensions L x W x H ......... 2347 x 1450 x 1680 mm Basic frame .......................... Hot dip galvanized Roof panel ........................... Steel powder coated Doors ................................... 5 easy-access composite doors (lockable) Fuel tank .............................. PE net 80 US Gallon Fuel tank autonomy ............. 85 hours (at BEP 800 US GPM @ 65 ft.) Fuel system ......................... External fuel tank connections Lifting point .......................... Fitted with lifting points Forklift pockets.....................Fitted with 2 forklift pockets Connections ......................... Please consult “auxiliary items” Exhaust system + DOC ....... Fully integrated in the canopy Documentation box .............. BBA user manual and warranty book Actual dimensions may vary depending on selected quick couplings. PT200 Diesel Driven High Efficiency Wellpoint Dewatering Pump Max. 880 US GPM, Max. 99 ft. / 43 PSI 4 P u m p s f o r r e s u l t s Easy access points Allows access to the cylinders, valves, stuffing boxes and other critical areas for easy cleaning and maintenance. Integrated stone catcher To protect the pump internals from any suspended solids. The stone catcher has inspection covers and comes with dual vacuum gauges to monitor pump performance. Fuel tank Fully bunded, corrosion-free, 80 gallon, high-density polyethylene fuel tank, located in base of canopy. Excellent pump hydraulics A patented suction valve seat and improved hydraulics guarantee the best pump efficiency and unbeatable vacuum build up. Safety High quality and lockable T- grip hinges offer perfect grip and restrict unauthorised access to the pump. The grips are recessed in the door to prevent damage during transport and/or operation. 4 Year limited warranty The BBA limited warranty covers years or operating hours whichever occurs first. For more details please consult the BBA warranty book. Dig-It Construction LLC 22 Diamonds Path S. Dennis, MA 02660 Office: 508-432-1635 September 18, 2025 CDM Smith RE: Wastewater Collection and Water Resource Recovery Facilities Phase 1 – Contract No. 5 - Yarmouth, Massachusetts To Whom It May Concern Please find below some additonal information regarding our dewatering submittal · Standby Pumps and Generators will be provided. · 24/7 Operation will be required. We will provide a series of alarms and sensors to notify the 24 hour emergency contact of any issues with the generator or water levels. Our Company is in Town and we have employees locally to handle any potential issues quickly and immediately. · Well Point Casing will be installed by jetting and a backflow preventor will be used on any hydrant to prevent cross connection. Control of jetted water shall be in accordance with our EPA approved SWPPP. · The sound attenuation for the diesel pump skid provided will minimizes sound to comply with State/Local requirements.