foundation engineering report - june 11, 2021

2269 Massachusetts AvenueCambridge, MA 02140www.mcphailgeo.com

(617) 868-1420

FOUNDATION ENGINEERING REPORT

735 BROADWAY

MALDEN/MELROSE, MASSACHUSETTS

JUNE 11, 2021

PREPARED FOR:

Pugh Management322 Warren Street

Needham, MA 02492

PROJECT NO. 7134

June 11, 2021

GEOTECHNICAL AND GEOENVIRONMENTAL ENGINEERS2269 Massachusetts AvenueCambridge, Massachusetts 02140(617) 868-1420

Pugh Management322 Warren StreetNeedham, MA 02492

Reference: 735 Broadway; Malden/Melrose, MassachusettsFoundation Engineering Report

Ladies and Gentlemen:

This letter report documents the results of our initial and supplemental subsurface exploration programs and foundation design study for the proposed redevelopment of 735 Broadway located in Malden/Melrose Massachusetts. Refer to the Figure 1 for the general site location.

This report was prepared in accordance with our proposal dated January 4, 2021, and the subsequent authorization of Pugh Management. These services are subject to the limitations contained in Appendix A.

Purpose and Scope

The purposes of the subsurface exploration programs and foundation design study are to assess the subsurface soil and groundwater conditions at the site as they relate to foundation design and construction, and based on this information, to provide safe and economic foundation design recommendations for the proposed warehouse building.

Foundation design includes foundation support of the proposed building and its lowest-level slab, treatment of the lowest level slab in consideration of groundwater, lateral earth pressures on foundation walls, and seismic design considerations in accordance with the provisions of the 9th Edition of the Massachusetts State Building Code (Code). Foundation construction considerations are also presented herein.

Available Information

Available information provided to McPhail Associates, LLC (McPhail) included:

• A 10-scale drawing entitled, “ALTA/NSPS Land Title Survey, Existing Conditions/Topographic Survey” (Existing Conditions Plan) dated March 24, 2021 and prepared by Langan Engineering and Environmental Services, Inc. (Langan); and

• A set of permit drawings entitled, “735 Newburyport Turnpike/320 State Highway, Malden/Melrose” (Permit Drawings) dated April 30, 2021 and prepared by Langan.

Pugh ManagementJune 11, 2021Page 2

Existing Conditions

Fronting onto Broadway (Route 99) to the west, the approximate 5.1-acre property is bounded by Frank P. Bennett Highway (Route 1) to the east, by Vilkomir Cemetery to the north, and by A Street (Leonardo Avenue) and the Town Line Estates mobile home park to the south. Based on the Existing Conditions Plan, the town line between Melrose and Malden runs approximately east-west through the middle of the site.

The site generally contains 3 single-story motel buildings within the northern and southern portions of the site, and the single-story JP Auto Sales building and a single-story brick building within the western portion of the site. Additionally, the eastern portion of the site is used for bus parking.

Beyond the limits of the existing buildings, the ground surface at the site consists of paved parking and driveway areas. The ground surface over the majority of the site generally slopes downward from about Elevation +71 within the northwestern portion of the site to about Elevation +65 within the northeastern portion of the site. An intermittent stream is located along the southern perimeter of the site, which ranges from about Elevation +66 at the top of the bank to about Elevation +62 at the bottom of the stream bed.

Elevations referenced herein are in feet and refer to the North American Vertical Datum of 1988 (NAVD88).

Proposed Site Development

It is understood that the proposed scope of development will consist of a 1-story, warehouse building with a footprint of about 94,100 square-feet and a ground-level slab at about Elevation +69.7. The proposed building is not planned to have below-grade space.

Outside the footprint of the proposed buildings, the planned site improvements will generally include paved parking and driveway areas, retaining walls, and small landscaped areas. Based on the Permit Drawings, site grades outside the footprint of the building will typically range from about Elevation +65 to Elevation +70, resulting in raises in grade of up to about 3 feet in some areas and lowering of grades of up to about 4 feet in other areas.

Investigation Procedures

On February 9 and 10, 2021, five (5) borings were completed at the site by Carr-Dee Corp. of Medford, Massachusetts as part of a geotechnical engineering feasibility study at the site. Subsequently, on May 24 and 25, 2021, seven (7) supplemental borings were completed at the site by Technical Drilling Services, Inc. of Sterling, Massachusetts are part of the current foundation engineering study. The approximate boring locations are indicated on the enclosed Figure 2.


Each phase of borings was performed within or immediately adjacent to the footprint of the proposed warehouse building and in site areas to assess the subsurface soil and groundwater conditions at the site as they relate to foundation and pavement design and construction. The borings were performed utilizing truck-mounted drilling equipment and advanced using wet-rotary drilling techniques or hollow-stem augers. Standard 2-inch O.D. split-spoon samples and standard penetration tests (SPT) were obtained in general accordance with the procedures described in ASTM D1586. With the exception of boring B-107, the borings were terminated within a natural glacial outwash deposit at depths ranging from about 6 to 32 feet below the existing ground surface. Boring B-107 was terminated in the fill deposit at the planned depth of about 6 feet below the existing ground surface (for pavement design). Refusal of the drilling equipment was not encountered at this boring. Groundwater observation wells were installed in completed boreholes B-101 and B-105. Boring logs and groundwater monitoring reports prepared by McPhail are presented in Appendix B and Appendix C, respectively, following the text of this report.

The explorations were monitored by a McPhail representative who performed field layout; prepared field logs; obtained and visually classified soil samples; monitored groundwater conditions in the completed boreholes and groundwater observation wells; made minor relocations of the explorations; and determined the required boring depths based upon the actual subsurface conditions encountered.

Field locations of the explorations were determined by taping from existing site features indicated on the above referenced Existing Conditions Plan. The existing ground surface elevation at the 100-series boring locations were determined by a level survey performed by our field staff utilizing vertical control information provided on the Existing Conditions Plan. The existing ground surface elevation at the 10-series boring locations was estimated based on vertical control information provided on the Existing Conditions Plan, which was not available at the time these borings were performed.

Laboratory Testing

At the completion of the field work, soil samples were returned to our laboratory for more detailed classification, analysis, and testing. The laboratory testing consisted of sieve analyses to determine the gradations and confirm the visual classifications of the fill and glacial outwash deposits. Laboratory test procedures were performed in general accordance with applicable ASTM Standards. Results of the gradation testing appear on Figure 3 and Figure 4 following the text of this report.

Subsurface Conditions

Detailed descriptions of the subsurface conditions encountered in the explorations are documented on the logs contained in Appendix B. The generalized subsurface conditions across the site were inferred primarily from these explorations, but also from our general


knowledge of the local geology based on our foundation design and construction experience in the area. The subsurface conditions encountered in the explorations are described below.

An approximate 3 to 5-inch thickness of asphalt pavement was encountered at the ground surface in the borings. A fill deposit was encountered just beneath the asphalt pavement that was observed to extend to depths ranging from about 2 to 8 feet below the existing ground surface. The fill deposit generally consists of a compact to dense, brown silty sand with some gravel, varying to a sandy gravel with trace to some silt. At boring B-4, the fill was observed to contain trace amounts of brick, concrete, ash, and cinders. At borings B-2 and B-4, the bottom of the fill deposit was mixed with silty organic soil consistent with the remains of former topsoil. At boring B-104, an approximate 2-foot thickness of organic silt consistent with former topsoil was encountered underlying the fill deposit.

Underlying the fill deposit or the organic deposit at boring B-104, a natural glacial outwash deposit was encountered at each boring location that generally consists of a compact to dense, gray to brown sandy gravel, with trace silt, varying to sand with trace silt and gravel. A few isolated deeper samples of the glacial outwash deposit were loose in density. The surface of the glacial outwash deposit typically ranges from about 2 to 8 feet below the existing ground surface. It should be noted that borings B-4 and B-102 encountered refusal of the drilling equipment on what was believed to be bedrock or a boulder at depths of about 15.2 and 17.2 feet below the existing ground surface, respectively.

Where encountered in the completed boreholes, groundwater was observed at depths ranging from about 4.6 to 8 feet below the existing ground surface, or from about Elevation +59.0 to Elevation +62.1. The stabilized groundwater levels observed in the groundwater observation wells installed at the site ranged from about 4.6 to 5.8 feet below the existing ground surface, corresponding to Elevation +61.6 to Elevation +62.1, respectively. Groundwater monitoring reports documenting groundwater levels observed within the observation wells installed at the site are included in Appendix C.

It is anticipated that future groundwater levels across the project site may vary from those reported herein based on such factors such as normal seasonal changes, runoff during or following periods of heavy precipitation, and alterations to existing drainage patterns.

Foundation Design Recommendations

Based on the scope of the proposed construction and the subsurface conditions encountered at the site, it is recommended that the proposed warehouse building be founded on conventional spread footing foundations in conjunction with a soil-supported slab-on-grade. Footings should bear on the undisturbed, natural glacial outwash deposit, or on compacted structural fill placed directly over the undisturbed, natural glacial outwash deposit. It is recommended that footings be proportioned utilizing an allowable design bearing pressure of 2 tons per square-foot. Recommended minimum footing widths for continuous and isolated spread footings are 24 and 36-inches, respectively. All foundations should be


designed in accordance with the 9th Edition of the Massachusetts State Building Code (Code).

Perimeter foundations and foundations in unheated areas should be provided with a minimum 4-foot thickness of soil cover as frost protection. Interior foundations in heated areas should be located such that the top of the foundation concrete is a minimum of 6 inches below the underside of the lowest level slab. All foundations should be located such that they are below a theoretical line drawn upward and outward at 2 to 1 (horizontal to vertical) from the bottom exterior edge of all adjacent footings, structures, and utilities.

The existing fill is not considered suitable to support the proposed building foundations. Therefore, it is recommended that the existing fill deposit be removed and replaced with compacted structural fill where it is encountered within the footprints of the proposed footings. Structural fill placed within the footprint of the proposed building for support of foundations should extend laterally beyond the edge of the footings to a distance equal to the depth of fill plus 2 feet in all plan directions. Additionally, the structural fill should be placed in lifts having a maximum compacted thickness of 6 inches and be compacted to a minimum of 95 percent of its Modified Proctor maximum dry density.

It is recommended that the ground-level slab of the proposed building be designed as a conventional slab-on-grade underlain by a polyethylene vapor barrier placed directly over a minimum 6-inch thickness of compacted Gravel Borrow. In general, within the exception of the area in the vicinity of boring B-104, the existing fill may remain in-place below the proposed ground-level slab-on-grade, provided it is prepared as described below in the “Construction Considerations” section of this report.

At boring B-104, an approximate 2-foot thickness of organic silt, consistent with former topsoil, was encountered underlying the fill. In consideration of the compressible nature of the organic silt and the proposed increase in grades within this area of the proposed building, it is recommended that, where encountered, the organic silt be removed below the slab-on-grade as well as below footings and replaced with compacted structural fill.

As the proposed lowest level slab of the building is understood to be at or above the proposed exterior finished grades, underslab and perimeter drainage systems are not required. It is recommended that the proposed finished grades be sloped away from the proposed buildings to promote drainage away from the structure.

All localized depressions in the lowest level slab extending below grade, such as pits, should be provided with properly tied continuous waterstops in all construction joints and cementitious waterproofing installed on properly prepared interior surfaces to protect against groundwater intrusion.

Foundation wall receiving lateral support at the top and bottom (i.e., restrained walls), such the walls of the loading docks, should be designed for a lateral pressure corresponding to an equivalent fluid density of 60 pounds per cubic foot. Cantilevered site retaining walls may be designed utilizing a lateral earth pressure corresponding to an equivalent fluid density of


40 pounds per cubic foot. To these values must be added the pressures attributable to any surcharge loads, and earthquake forces per Section 1610.2 of the Code. Additionally, these pressures are conditioned upon the walls being provided with positive drainage to prevent hydrostatic pressures from acting on the walls.

Lateral forces can be considered to be transmitted from the structure to the soil by passive pressure against the foundation walls utilizing an equivalent fluid density of 120 pounds per cubic foot providing that the walls are designed to resist these pressures. Lateral force can also be considered to be transmitted from the structure to the soil by friction on the base of footings using a coefficient of 0.5, to which a safety factor of 1.5 should be applied.

Seismic Design Considerations

For the purposes of determining parameters for structural seismic design, this site is considered to be a Site Class D as defined in Chapter 20 of American Society of Civil Engineers (ASCE) Standard 7-10 “Minimum Design Loads for Buildings and Other Structures”. Further, the bearing stratum on the proposed site is not considered to be subject to liquefaction during an earthquake based on the criterion of Section 1806.4 of the Code.

Pavement Design Recommendations

Preparation of the subgrade for all paved areas should first consist of stripping all existing asphalt paving and existing fill/outwash material to the proposed pavement subgrade level below the subbase course as indicated in the below table. The existing fill/outwash may remain in place below the subbase course provided it is proof-compacted as described below in “Construction Considerations”. All soft, spongy or “weaving” areas observed during the proof compaction should be removed and replaced with dry, suitable compacted Gravel Borrow or Processed Gravel for Subbase.

As previously indicated, an approximate 2-foot thickness of organic silt, consistent with former topsoil, was encountered underlying the fill in boring B-104. It is recommended that organic silt be removed where it is encountered directly below the proposed subbase for paved areas, and replaced with compacted Gravel Borrow or Processed Gravel for Subbase. As the presence of a compressible organic material at depths greater than the subbase may impact the performance of the pavement, the Owner may consider performing test pits in the vicinity of boring B-104 to further investigate the depth, extent, and thickness of organic silt in this area to evaluate whether or not it should be removed and replaced with Gravel Borrow or Processed Gravel for Subbase. Where organic silt is left in place minor settlement and cracking may occur which could require periodic maintenance. The base course and subbase course layers should be placed in lifts having a maximum compacted thickness of 6 inches and be compacted to a minimum of 95 percent of their modified Proctor maximum dry densities.


The following are the recommended minimum flexible pavement sections:

Flexible Pavement Sections

Layer MassDOT Material Specification

Standard-Duty[Passenger Car

Parking]Thickness (Inches)

Heavy-Duty[High Traffic or Truck

Areas]Thickness (Inches)

Bituminous Concrete

Surface Course

9.5 mm (3/8”) SUPERPAVE Surface

Course1.5 2

Bituminous Concrete

Binder Course

19 mm (3/4”) SUPERPAVE

Intermediate Course2 2.5

Base Course

M2.01.7 “Dense-Graded Crushed

Stone for Sub-base”or

M1.03.1 “Processed Gravel for Subbase”

orM1.09.0 “Reclaimed Pavement Borrow

Material”

4 4

Subbase Course

M1.03.0 Type B “Gravel Borrow”

orM1.03.1 “Processed Gravel for Subbase”

4 8

The heavy-duty pavement section is recommended, at a minimum, to be used in the main drive/access lanes and behind the proposed building where it is understood that heavy trucks will be located. The standard-duty pavement could be used in regular passenger vehicle parking areas.

Foundation Construction Considerations

The primary foundation construction considerations include removal of existing foundations and utilities, subgrade preparation for footings, slab-on-grade, and pavement subbase; construction dewatering; reuse of on-site soils; and off-site disposal of excess excavated soil.


Removal of Existing Foundations and Utilities

The proposed warehouse building will overlap with the footprints of the existing buildings. It is recommended that all existing foundations, slabs-on-grade, and utilities within the footprint of the proposed warehouse be removed in their entirety. The resulting excavations should be backfilled with compacted structural fill. Outside the footprint of the proposed warehouse, it is recommended that the existing foundations, slabs-on-grade, and utilities be removed to at least 2 feet below the subbase grade or deeper where they will impact the proposed construction.

Footing Subgrade Preparation

Footing subgrade excavations in the glacial outwash deposit and structural fill should be prepared utilizing a smooth-edged or "toothless" excavator bucket to avoid disturbance of the bearing surface. Immediately following excavation to the final footing subgrade, a minimum 3-inch thickness of compacted 3/4-inch crushed stone should be placed over the footing subgrade to protect the bearing surface from subsequent disturbance.

Slab Subgrade and Pavement Subgrade Preparation

Prior to the placement of any fill materials below the slab-on-grade or subbase materials in paved areas, the existing subgrade in the fill or glacial outwash deposit should be proof-compacted with a minimum of six passes of a double drum walk behind roller or a large vibratory plate compactor with a minimum operating weight of 1,000 pounds. After proof-compaction, all soft, spongy or “weaving” areas observed during proof-compaction should be removed and replaced with compacted Gravel Borrow (or Processed Gravel for Subbase in paved areas).

An approximate 2-foot thickness of organic silt, consistent with the remnants of former topsoil, was encountered underlying the fill in boring B-104. It is recommended that test pits be advanced in the vicinity of boring B-104 to determine the lateral extent of the organic silt below the proposed slab-on-grade and below proposed paved areas. It is further recommended that, where encountered within the footprint of the proposed building the organic silt be removed and replaced with Gravel Borrow compacted to a minimum of 95 percent of their modified Proctor maximum dry densities. Based on the results of the test pits, the Owner should evaluate if the organic silt should be removed and replaced with Gravel Borrow or Processed Gravel for Subbase beneath paved areas.

Construction Dewatering

Based on the soil and groundwater conditions encountered in the subsurface explorations, it is anticipated that groundwater and surface water can generally be controlled using conventional sumping. It is recommended that all pumped groundwater be discharged on-site, where feasible. If pumped groundwater cannot be discharged on-site, it would be necessary to dispose of pumped groundwater into a nearby storm drain or combined sewer which would require the need for a groundwater discharge permit.


In the event that a discharge permit is required, the permit is typically acquired from the U.S. Environmental Protection Agency (U.S. EPA) or the Massachusetts Water Resources Agency (MWRA) and will also likely require permitting from the City of Malden and/or Melrose depending upon the destination of the discharge effluent. Both the EPA and the MWRA require chemical test results of groundwater samples obtained from the general area of proposed dewatering for review. The permitting process typically requires at least 2 months.

Reuse of On-Site Soils

The excavated glacial outwash and existing fill deposits are expected to be suitable for reuse as structural fill provided that they are maintained in a relatively dry condition and can be properly compacted. Portions of the glacial outwash are also expected to be suitable for reuse as Gravel Borrow. Prior to reusing these soils, it will be necessary to cull out all material in excess of 4 inches in largest dimension. It is recommended that stockpiles of excavated material intended for reuse be protected against increases in moisture content by securely covering the stockpiles prior to and during precipitation events.

The placement and compaction of the on-site soils should be completed during relatively dry and non-freezing conditions. If, due to any of the above conditions, the excavated glacial outwash or existing fill deposits become unsuitable for reuse as structural fill, an imported Gravel Borrow consisting of a well-graded natural sand and gravel with a maximum of 10 percent by weight passing the No. 200 sieve should be used.

Off-Site Disposal of Excess Excavated Soil

In consideration of the excavation required for the proposed site development, chemical testing of soil samples may be required for off-site soil disposal if excess soil is generated. Off-site disposal of excess generated soil should be conducted in accordance with the current policies of the Department of Environmental Protection. The requirement to perform chemical analysis in preparation for off-site reuse would not be applicable if the excess excavated material remains on site.

Final Comments

It is recommended that McPhail Associates, LLC be retained to provide design assistance to the design team during the final design phase of this project. The purpose of this involvement would be to review the structural foundation drawings and foundation notes for conformance with the recommendations presented herein and to generate the earthwork specifications for inclusion into the Contract Documents for construction.

It is recommended that McPhail Associates, LLC be retained during the construction period to review earthwork-related submittals; observe final preparation of the foundation bearing surfaces, subgrade for the slab-on-grade, and subgrades for paved areas; and to monitor placement and compaction of fill materials in accordance with the provisions of the Code


and the provisions of the Contract Documents. Our involvement during the construction phase of the work should minimize costly delays due to unanticipated field problems since our field engineer would be under the direct supervision of our project manager who was responsible for the subsurface investigation and foundation and site design recommendations documented herein.

We trust that the above is sufficient for your present requirements. Should you have any questions concerning the recommendations presented herein, please do not hesitate to call us.

Very truly yours,

McPHAIL ASSOCIATES, LLC

Scott S. Smith, P.E.

Chris M. Erikson, P.E.

SSS/cme

N:\Working Documents\Reports\7134 735 Broadway_FER 061121.docx

POINT OF

BEGINNING

BRENNER REALTY

GROUP, LLC

EXCEPTION #10

WATER MAIN EASEMENT

EXCEPTION #10

WATER MAIN EASEMENT

IN FAVOR OF

THE CITY OF MALDEN

BOOK 10581 PAGE 13

EXCEPTION #12

DRAINAGE EASEMENT

IN FAVOR OF THE

COMMONWEALTH OF

MASSACHUSETTS

BOOK 6113 PAGE 363

EXCEPTION #16

14' RIGHT OF WAY

BOOK 11579 PAGE 414

16.0'

30.0'

B-101(OW)

B-102

B-106

B-103

B-104

B-105(OW)

B-107

B-2

B-1

B-5

B-4

B-3

APPROXIMATE LIMITS OFPROPOSED BUILDING

FOR

BY

McPHAIL ASSOCIATES, LLC

FIGUREN:\A

cad\

JOBS\7

134\7

134-F

02re

v1.d

wg

FILE

NAM

E:

735 BROADWAYMALDEN / MELROSE MASSACHUSETTS

SUBSURFACE EXPLORATION PLAN

PUGH MANAGEMENT

JUNE 2021 M.B.S. S.S.S. 1" = 50'

7134

2

0

GRAPHIC SCALE

50 50 100

REFERENCE: THIS PLAN WAS PREPARED FROM AN UNTITLEDAND UNDATED 30-SCALE DRAWING PROVIDED TO McPHAILASSOCIATES, LLC ON MAY 11, 2021

LEGEND

APPROXIMATE LOCATION OF BORING PERFORMED BY TECHNICAL DRILLINGSERVICES, INC. ON MAY 24 AND 25, 2021 FOR McPHAIL ASSOCIATES, LLC

NO

RTH

APPROXIMATE LOCATION OF BORING PERFORMED BY CARR-DEE CORP. ONFEBRUARY 9 AND 10, 2021 FOR McPHAIL ASSOCIATES, LLC

INDICATES OBSERVATION WELL INSTALLED WITHIN COMPLETED BOREHOLE(OW)

McP

HA

IL A

SSOC

IAT

ES, L

LC

FIGURE

FILE NAME: N:\Acad\JOBS\7134\7134-F03_Sieve.dwg7134

FILL3

B-104 S-1 0.3'-2.3'

B-106 S-1 0.3'-2.0'

B-107 S-2 2.0'-4.0'

McP

HA

IL A

SSOC

IAT

ES, L

LC

FIGURE

FILE NAME: N:\Acad\JOBS\7134\7134-F04_Sieve.dwg7134

GLA

CIA

L OUTW

ASH

4

B-101 S-5 14.0'-16.0'

B-103 S-2 4.0'-6.0'

APPENDIX A:

LIMITATIONS

LIMITATIONS

This report has been prepared on behalf of and for the exclusive use of Pugh Management for specific application to the proposed warehouse building to be located at 735 Broadway located in Malden/Melrose Massachusetts in accordance with generally accepted soil and geotechnical engineering practices. No other warranty, expressed or implied, is made.

In the event that any changes in nature or design of the proposed construction are planned, the conclusions and recommendations contained in this report should not be considered valid unless the changes are reviewed and conclusions of this report modified or verified in writing by McPhail Associates.

The analyses and recommendations presented in this report are based upon the data obtained from the subsurface explorations performed at the approximate locations indicated on the enclosed plan. If variations in the nature and extent of subsurface conditions between the widely spaced explorations become evident during the course of construction, it will be necessary for a re-evaluation of the recommendations of this report to be made after performing on-site observations during the construction period and noting the characteristics of any variations.

APPENDIX B:

CARR-DEE CORP.’SBORING LOGS B-1 THROUGH B-5

ANDMCPHAIL ASSOCIATES, LLC’S

BORING LOGS B-101 THROUGH B-107

4"

5'

15'

22'

GROUNDSURFACE

WATER LEVEL 5'SIZE OF CASING: NW, LENGTH: 20'0"DRILLER: G. SMITH, INSPECTOR: T. CORMICANDATE STARTED & COMPLETED: 2-9-2021

ASPHALT

SAND, GRAVEL (FILL)

DENSE TO COMPACT, FINE TO MEDIUMSAND & GRAVEL, TRACE SILT(GLACIAL OUTWASH)

COMPACT TO LOOSE, FINE SILTY SAND(GLACIAL OUTWASH)

S#1, 1' to 3' (25-9-5-9) RECOVERED 9 in.

S#2, 5' to 7' (12-17-17-20) RECOVERED 18 in.

S#3, 10' to 12' (10-6-5-5) RECOVERED 11 in.

S#4, 15' to 17' (6-7-8-9) RECOVERED 11 in.

S#5, 20' to 22' (3-3-3-4) RECOVERED 16 in.

CARR-DEE CORP.37 LINDEN STREET MEDFORD, MA 02155-0001 Telephone (781) 391-4500To: MCPHAIL ASSOC. LLC, 2269 MASS. AVE., CAMDRIDGE, MA Date: 2-11-2021 Job No.: 2021-16

Location: 735 BROADWAY, MALDEN/MELROSE, MA Scale: 1 in.= 5 ft.

BORING 1

All samples have been visually classified by . Unless otherwise specified, water levels noted were observed at completionof borings, and do not necessarily represent permanent ground water levels. Figures in parenthesis indicate the number of blowsrequired to drive Two-inch Split Sampler 6 inches using 140 lb. weight falling 30 inches(±). Figures in column to left(if noted) indicate number of blows to drive casing one foot, using 300 lb. weight falling 24 inches (±).

Sheet 1 of 1

EL +66+

3"

8'

15'

20'

28'6"

32'

GROUNDSURFACE

WATER LEVEL 8'SIZE OF CASING: NW, LENGTH: 25'0"DRILLER: G. SMITH, INSPECTOR: T. CORMICANDATE STARTED & COMPLETED: 2-10-2021

ASPHALT

SAND, GRAVEL, LOAM, COBBLES(FILL)

DENSE, GRAY, SAND & GRAVEL(GLACIAL OUTWASH)

COMPACT, BROWN, FINE TO MEDIUMSAND (GLACIAL OUTWASH)

COMPACT, YELLOW-GRAY SILT & FINESAND (GLACIAL OUTWASH)

COMPACT, YELLOW-GRAY SAND, & SAND& GRAVEL (GLACIAL OUTWASH)

S#1, 6" to 2'6" (47-12-6-10) RECOVERED 13 in.

S#2, 5' to 7' (3-3-4-4) RECOVERED 10 in.

S#3, 10' to 12' (15-23-20-14) RECOVERED 4 in.

S#4, 15' to 17' (6-8-8-10) RECOVERED 13 in.

S#5, 20' to 22' (7-5-7-10) RECOVERED 18 in.

S#6, 25' to 27' (6-7-7-7) RECOVERED 20 in.

S#7, 30' to 32' (9-13-8-6) RECOVERED 16 in.



BORING 2


Sheet 1 of 1

EL +67+

3"

5'

13'6"

24'

27'

GROUNDSURFACE

WATER LEVEL 6'6"SIZE OF CASING: NW, LENGTH: 25'0"DRILLER: G. SMITH, INSPECTOR: T. CORMICANDATE STARTED & COMPLETED: 2-9-2021

ASPHALT

SAND, GRAVEL, LOAM, COBBLES(FILL)

VERY DENSE, FINE TO MEDIUM SAND &GRAVEL, TRACE SILT (GLACIALOUTWASH)

LOOSE TO COMPACT, FINE SAND, SOMESILT (GLACIAL OUTWASH)

COMPACT, SILTY SAND & SANDY SILT(GLACIAL OUTWASH)

S#1, 6" to 2'6" (13-14-16-12) RECOVERED 20 in.

S#2, 5' to 7' (15-18-24-28) RECOVERED 10 in.

S#3, 10' to 12' (21-17-13-13) RECOVERED 15 in.

S#4, 15' to 17' (3-3-5-6) RECOVERED 12 in.

S#5, 20' to 22' (9-7-7-8) RECOVERED 2 in.

S#6, 25' to 27' (16-11-16-23) RECOVERED 20 in.



BORING 3


Sheet 1 of 1

EL +68+

3"

6'

15'15'2"

GROUNDSURFACE


ASPHALT

SAND, GRAVEL, BRICK (FILL)

DENSE TO COMPACT, FINE TO MEDIUMSAND & GRAVEL, TRACE SILT(GLACIAL OUTWASH)

POSSIBLE WEATHERED BEDROCK

S#1, 6" to 2'6" (4-13-17-16) RECOVERED 13 in.

S#2, 5' to 6' (7-11) RECOVERED 10 in.S#2A, 6' to 7' (18-28) RECOVERED 10 in.

S#3, 10' to 12' (15-10-14-15) RECOVERED 15 in.

S#4, 15' to 15'2" (100/2") RECOVERED 2 in.



BORING 4


Sheet 1 of 1

EL +68+

3"

5'

14'

17'

GROUNDSURFACE


ASPHALT

SAND, GRAVEL (FILL)

DENSE TO COMPACT, FINE TO MEDIUMSAND, TRACE SILT (GLACIAL OUTWASH)

COMPACT, SILTY FINE SAND(GLACIAL OUTWASH)

S#1, 6" to 2'6" (15-12-8-8) RECOVERED 8 in.

S#2, 5' to 7' (32-16-26-26) RECOVERED 18 in.

S#3, 10' to 12' (13-13-12-14) RECOVERED 12 in.

S#4, 15' to 17' (12-13-13-10) RECOVERED 1 in.



BORING 5


Sheet 1 of 1

EL +67.5+

ASPHALT

FILL

GLACIAL OUTWASH

Bottom of borehole 21 feet belowground surface.

0.3 / 67.7

2.3 / 65.7

21.0 / 46.9

S1

S2

S3

S4

S5

S6

18

16

14

21

33

15

12

10

5

15

31

53

32

78

33

34

4

3

4

5

18

29

31

17

Compact to dense, brown, SAND, some gravel, some silt to SILTYSAND, some gravel, with cobbles (FILL).

Compact, light-brown, SAND and GRAVEL, trace silt (GLACIALOUTWASH).

Dense, gray-brown, fine to medium SAND, trace silt, trace gravel toSAND and GRAVEL, trace silt, with cobbles (GLACIAL OUTWASH).

Very dense, gray-brown, SANDY GRAVEL, trace silt, with cobbles(GLACIAL OUTWASH).

Loose, gray-brown, SAND, trace gravel, trace silt (GLACIALOUTWASH).

Very dense, light-brown, SILTY SAND, some gravel (GLACIALOUTWASH).

Note: Well screen installed from 4' to 14' below ground surface. PVCtop 0.51' below flush-mounted road box.

0.3-2.3

2.3-4.3

4.3-6.3

9.0-11.0

14.0-16.0

19.0-21.0

30

27

46

111

7

60

24/14

24/6

24/16

24/10

24/8

24/10

735 Broadway

735 Broadway

Malden, MA

Boring No.

Groundwater Observations

Stratum

Dep

th/E

L to

Str

ata

Cha

nge

(ft)

Sym

bol

No.

Elev.(ft)

67

66

65

64

63

62

61

60

59

58

57

56

55

54

53

52

51

50

49

48

47

46

Blows/6"

Min/ft

Sample Descriptionand Boring Notes

Contractor:

Driller/Helper:

Logged By/Reviewed By:

Surface Elevation (ft):

SOIL CONTAINING THREECOMPONENTS EACH OF WHICHCOMPRISE AT LEAST 25% OFTHE TOTAL ARE CLASSIFIED AS"A WELL-GRADED MIXTURE OF"

NotesDepth5.825.83

Elev.62.162.1

Date5-24-215-25-21

Job #:

Date Started:

Date Finished:

PROPORTION OF TOTAL

0-10%10-20%20-35%35-50%

Notes:Notes:

Project:

Location:

City/State:

BLOWS/FT.0-44-1010-3030-50>50

BLOWS/FT.<22-44-88-1515-30>30

Page 1 of 1

DENSITYV.LOOSELOOSE

COMPACTDENSE

V.DENSE

24" SplitSpoon

67.9

McPHAIL ASSOCIATES, LLC2269 MASSACHUSETTS AVENUE

CAMBRIDGE, MA 02140TEL: 617-868-1420FAX: 617-868-1423

300lb/24"

140lb/30"

B-101(OW)

Weather:

GRANULAR SOILS

COHESIVE SOILS

Darwin/Ari

Notes:

SampleDepth

(ft)

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

Depth

(ft)

Julian Finney

TDS 4"

N-Value

RQD

Pen./Rec.(in)

SOIL COMPONENT

DESCRIPTIVE TERM

"TRACE""SOME""ADJECTIVE" (eg SANDY, SILTY)"AND"

CONSISTENCYV.SOFTSOFTFIRMSTIFF

V.STIFFHARD Partly Sunny

7134

5-24-21

5-24-21

Casing Type:

Casing Hammer (lbs)/Drop (in):

Sampler Size/Type:

Sampler Hammer (lbs)/Drop (in):

ASPHALT

FILL

GLACIAL OUTWASH

POSSIBLE BEDROCKBottom of borehole 17.17 feet

below ground surface.

0.3 / 66.8

4.0 / 63.1

17.0 / 50.117.2 / 49.9

S1

S2

S3

S4

S5

18

11

10

10

19

22

31

42

7

17

14

20

11

15

14

12

100/2"

Compact, light-brown, SAND, some gravel, trace silt (FILL).

Note: Hit obstrution at 3.5' while driving casing. Offset hole 3' west forremainder of sampling.

Very dense, brown, SAND and GRAVEL, trace silt (GLACIALOUTWASH).

Dense, brown, SANDY GRAVEL, trace silt (GLACIAL OUTWASH).

Compact, rust-brown, SAND and GRAVEL, trace silt (GLACIALOUTWASH).

No recovery, casing and spoon refusal at 17.17'.

0.3-2.3

4.0-6.0

9.0-11.0

14.0-16.0

17.0-17.2

21

53

31

29

n/a

24/14

24/8

24/4

24/8

2/0

735 Broadway

735 Broadway

Malden, MA

Boring No.


Stratum

Dep

th/E

L to

Str

ata

Cha

nge

(ft)

Sym

bol

No.

Elev.(ft)

66

65

64

63

62

61

60

59

58

57

56

55

54

53

52

51

50

49

48

47

46

45

Blows/6"

Min/ft


Contractor:

Driller/Helper:




NotesDepth5.5

Elev.61.6

Date5-24-21

Job #:

Date Started:

Date Finished:

PROPORTION OF TOTAL

0-10%10-20%20-35%35-50%

Notes:Notes:

Project:

Location:

City/State:

BLOWS/FT.0-44-1010-3030-50>50

BLOWS/FT.<22-44-88-1515-30>30

Page 1 of 1

DENSITYV.LOOSELOOSE

COMPACTDENSE

V.DENSE

24" SplitSpoon

67.1



300lb/24"

140lb/30"

B-102

Weather:

GRANULAR SOILS

COHESIVE SOILS

Darwin/Ari

Notes:

SampleDepth

(ft)

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

Depth

(ft)

Julian Finney

TDS 4"

N-Value

RQD

Pen./Rec.(in)

SOIL COMPONENT

DESCRIPTIVE TERM




7134

5-24-21

5-24-21

Casing Type:


Sampler Size/Type:


ASPHALT

FILL

GLACIAL OUTWASH

0.4 / 66.5

4.0 / 62.9

S1

S2

S3

S4

S5

18

16

11

6

16

33

32

31

12

20

20

14

3

4

4

4

2

3

3

3

Compact, brown, GRAVELLY SAND, trace silt (FILL).

Very dense, gray-brown, SANDY GRAVEL, trace silt (GLACIALOUTWASH).

Dense, brown, SANDY GRAVEL, trace silt (GLACIAL OUTWASH).

Loose, gray to brown, SAND, trace gravel, trace silt (GLACIALOUTWASH).

Loose, gray, SAND, trace gravel, trace silt (GLACIAL OUTWASH).

0.4-2.4

4.0-6.0

9.0-11.0

14.0-16.0

19.0-21.0

27

65

40

8

6

24/10

24/12

24/8

24/6

24/10

735 Broadway

735 Broadway

Malden, MA

Boring No.


Stratum

Dep

th/E

L to

Str

ata

Cha

nge

(ft)

Sym

bol

No.

Elev.(ft)

66

65

64

63

62

61

60

59

58

57

56

55

54

53

52

51

50

49

48

47

46

45

Blows/6"

Min/ft


Contractor:

Driller/Helper:




NotesDepth6

Elev.60.9

Date5-25-21

Job #:

Date Started:

Date Finished:

PROPORTION OF TOTAL

0-10%10-20%20-35%35-50%

Notes:Notes:

Project:

Location:

City/State:

BLOWS/FT.0-44-1010-3030-50>50

BLOWS/FT.<22-44-88-1515-30>30

Page 1 of 2

DENSITYV.LOOSELOOSE

COMPACTDENSE

V.DENSE

24" SplitSpoon

66.9



300lb/24"

140lb/30"

B-103

Weather:

GRANULAR SOILS

COHESIVE SOILS

Darwin/Ari

Notes:

SampleDepth

(ft)

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

Depth

(ft)

Julian Finney

TDS 4"

N-Value

RQD

Pen./Rec.(in)

SOIL COMPONENT

DESCRIPTIVE TERM




7134

5-25-21

5-25-21

Casing Type:


Sampler Size/Type:


GLACIAL OUTWASH


26.0 / 40.9

S6

7

7

11

14

Compact, gray, SAND, some gravel, some silt (GLACIALOUTWASH).

24.0-26.018 24/10

735 Broadway

735 Broadway

Malden, MA

Boring No.


Stratum

Dep

th/E

L to

Str

ata

Cha

nge

(ft)

Sym

bol

No.

Elev.(ft)

43

42

41

40

39

38

37

36

35

34

33

32

31

30

29

28

27

26

25

24

23

22

Blows/6"

Min/ft


Contractor:

Driller/Helper:




NotesDepth6

Elev.60.9

Date5-25-21

Job #:

Date Started:

Date Finished:

PROPORTION OF TOTAL

0-10%10-20%20-35%35-50%

Notes:Notes:

Project:

Location:

City/State:

BLOWS/FT.0-44-1010-3030-50>50

BLOWS/FT.<22-44-88-1515-30>30

Page 2 of 2

DENSITYV.LOOSELOOSE

COMPACTDENSE

V.DENSE

24" SplitSpoon

66.9



300lb/24"

140lb/30"

B-103

Weather:

GRANULAR SOILS

COHESIVE SOILS

Darwin/Ari

Notes:

SampleDepth

(ft)

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

Depth

(ft)

Julian Finney

TDS 4"

N-Value

RQD

Pen./Rec.(in)

SOIL COMPONENT

DESCRIPTIVE TERM




7134

5-25-21

5-25-21

Casing Type:


Sampler Size/Type:


ASPHALT

FILL

ORGANICS

GLACIAL OUTWASH


0.3 / 66.8

4.0 / 63.0

6.0 / 61.0

21.0 / 46.0

S1

S2

S3

S4

S5

10

15

23

28

1

2

3

10

26

21

17

17

11

16

16

16

18

19

15

17

Dense, brown, SANDY GRAVEL, with cobbles (FILL).

Firm, black, ORGANIC SILT (ORGANICS).

Note: 1" of gray, SAND, trace silt in spoon tip.

Dense, gray, SAND and GRAVEL, trace silt, with cobbles (GLACIALOUTWASH).

Dense, brown, GRAVELLY SAND, trace silt (GLACIAL OUTWASH).

Dense, brown, SILTY SAND, trace gravel (GLACIAL OUTWASH).

0.3-2.3

4.0-6.0

9.0-11.0

14.0-16.0

19.0-21.0

38

5

38

32

34

24/8

24/14

24/6

24/8

24/14

735 Broadway

735 Broadway

Malden, MA

Boring No.


Stratum

Dep

th/E

L to

Str

ata

Cha

nge

(ft)

Sym

bol

No.

Elev.(ft)

66

65

64

63

62

61

60

59

58

57

56

55

54

53

52

51

50

49

48

47

46

45

Blows/6"

Min/ft


Contractor:

Driller/Helper:




NotesDepth6.5

Elev.60.5

Date5-25-21

Job #:

Date Started:

Date Finished:

PROPORTION OF TOTAL

0-10%10-20%20-35%35-50%

Notes:Notes:

Project:

Location:

City/State:

BLOWS/FT.0-44-1010-3030-50>50

BLOWS/FT.<22-44-88-1515-30>30

Page 1 of 1

DENSITYV.LOOSELOOSE

COMPACTDENSE

V.DENSE

24" SplitSpoon

67.0



300lb/24"

140lb/30"

B-104

Weather:

GRANULAR SOILS

COHESIVE SOILS

Darwin/Ari

Notes:

SampleDepth

(ft)

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

Depth

(ft)

Julian Finney

TDS 4"

N-Value

RQD

Pen./Rec.(in)

SOIL COMPONENT

DESCRIPTIVE TERM




7134

5-25-21

5-25-21

Casing Type:


Sampler Size/Type:


ASPHALT

FILL

GLACIAL OUTWASH


0.3 / 65.8

4.0 / 62.2

21.0 / 45.2

S1

S2

S3

S4

S5

S6

15

11

19

12

14

17

18

39

11

10

10

10

3

3

5

6

4

5

5

10

13

7

6

10

Compact, brown, GRAVELLY SAND, some silt (FILL).

Dense, gray-brown, SAND and GRAVEL, trace silt (GLACIALOUTWASH).

Compact, gray-brown, SAND and GRAVEL, trace silt (GLACIALOUTWASH).

No recovery 14'-16'.

Loose to compact, gray-brown, fine to medium SAND, trace silt, tracegravel (GLACIAL OUTWASH).

Compact, gray to brown, GRAVELLY SAND, trace silt (GLACIALOUTWASH).

Note: Well screen installed from 4' to 14' below ground surface. PVCtop 0.36' below flush-mounted road box.

0.3-2.3

4.0-6.0

9.0-11.0

14.0-16.0

16.0-18.0

19.0-21.0

30

35

20

8

10

13

24/4

24/6

24/8

24/0

24/18

24/10

735 Broadway

735 Broadway

Malden, MA

Boring No.


Stratum

Dep

th/E

L to

Str

ata

Cha

nge

(ft)

Sym

bol

No.

Elev.(ft)

65

64

63

62

61

60

59

58

57

56

55

54

53

52

51

50

49

48

47

46

45

44

Blows/6"

Min/ft


Contractor:

Driller/Helper:




NotesDepth4.614.62

Elev.61.661.5

Date5-24-215-25-21

Job #:

Date Started:

Date Finished:

PROPORTION OF TOTAL

0-10%10-20%20-35%35-50%

Notes:Notes:

Project:

Location:

City/State:

BLOWS/FT.0-44-1010-3030-50>50

BLOWS/FT.<22-44-88-1515-30>30

Page 1 of 1

DENSITYV.LOOSELOOSE

COMPACTDENSE

V.DENSE

24" SplitSpoon

66.2



300lb/24"

140lb/30"

B-105(OW)

Weather:

GRANULAR SOILS

COHESIVE SOILS

Darwin/Ari

Notes:

SampleDepth

(ft)

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

Depth

(ft)

Julian Finney

TDS 4"

N-Value

RQD

Pen./Rec.(in)

SOIL COMPONENT

DESCRIPTIVE TERM




7134

5-24-21

5-24-21

Casing Type:


Sampler Size/Type:


ASPHALT

FILL

GLACIAL OUTWASHBottom of borehole 6 feet below

ground surface.

0.3 / 69.0

5.9 / 63.36.0 / 63.2

S1

S2

S3

12/3"

20

13 -16

13

10

12

7

9

7

11

17

Dense, brown, SANDY GRAVEL, some silt (FILL).

Compact, brown, SILTY SAND, some gravel (FILL).

Compact, brown, SILTY SAND, some gravel (FILL).

Note: 2" of SAND and GRAVEL in spoon tip, potential GLACIALOUTWASH layer.

0.3-2.0

2.0-4.0

4.0-6.0

33

22

18

21/10

24/8

24/12

735 Broadway

735 Broadway

Malden, MA

Boring No.


Stratum

Dep

th/E

L to

Str

ata

Cha

nge

(ft)

Sym

bol

No.

Elev.(ft)

69

68

67

66

65

64

63

62

61

60

59

58

57

56

55

54

53

52

51

50

49

48

47

Blows/6"

Min/ft


Contractor:

Driller/Helper:




NotesDepth Elev.Date

Job #:

Date Started:

Date Finished:

PROPORTION OF TOTAL

0-10%10-20%20-35%35-50%

Notes:Notes:

Project:

Location:

City/State:

BLOWS/FT.0-44-1010-3030-50>50

BLOWS/FT.<22-44-88-1515-30>30

Page 1 of 1

DENSITYV.LOOSELOOSE

COMPACTDENSE

V.DENSE

24" SplitSpoon

69.2



N/A

140lb/30"

B-106

Weather:

GRANULAR SOILS

COHESIVE SOILS

Darwin/Ari

Notes:

SampleDepth

(ft)

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

Depth

(ft)

Julian Finney

TDS N/A

N-Value

RQD

Pen./Rec.(in)

SOIL COMPONENT

DESCRIPTIVE TERM




7134

5-25-21

5-25-21

Casing Type:


Sampler Size/Type:


ASPHALT

FILL


0.2 / 68.3

6.0 / 62.4

S1

S2

S3

15/4"

21

32 - 30

21

37

31

25

31

28

15

14

Very dense, brown, SANDY GRAVEL, trace silt (FILL).

Very dense, gray-brown, GRAVELLY SAND, some silt, with cobbles(FILL).

Very dense, gray-brown, GRAVELLY SAND, some silt, with cobblesand trace organic fibers (FILL).

0.2-2.0

2.0-4.0

4.0-6.0

53

68

43

22/12

24/16

24/12

735 Broadway

735 Broadway

Malden, MA

Boring No.


Stratum

Dep

th/E

L to

Str

ata

Cha

nge

(ft)

Sym

bol

No.

Elev.(ft)

68

67

66

65

64

63

62

61

60

59

58

57

56

55

54

53

52

51

50

49

48

47

46

Blows/6"

Min/ft


Contractor:

Driller/Helper:




NotesDepth Elev.Date

Job #:

Date Started:

Date Finished:

PROPORTION OF TOTAL

0-10%10-20%20-35%35-50%

Notes:Notes:

Project:

Location:

City/State:

BLOWS/FT.0-44-1010-3030-50>50

BLOWS/FT.<22-44-88-1515-30>30

Page 1 of 1

DENSITYV.LOOSELOOSE

COMPACTDENSE

V.DENSE

24" SplitSpoon

68.4



N/A

140lb/30"

B-107

Weather:

GRANULAR SOILS

COHESIVE SOILS

Darwin/Ari

Notes:

SampleDepth

(ft)

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

Depth

(ft)

Julian Finney

TDS N/A

N-Value

RQD

Pen./Rec.(in)

SOIL COMPONENT

DESCRIPTIVE TERM




7134

5-25-21

5-25-21

Casing Type:


Sampler Size/Type:


APPENDIX C:

MCPHAIL ASSOCIATES, LLC’SGROUNDWATER MONITORING REPORTS

of 2 McPhail Associates, LLC

Groundwater Monitoring ReportWell I.D.: B-101(OW) Road Box Elev.: +67.9Project: 735 Broadway Top of PVC Elev.: +67.4

Location: Malden/Melrose, MA Top of Well Screen Elev.: +63.9Project No.: 7134 Bot. of Well Screen Elev.: +53.9

Elev. Datum: NAVD88 Well Diameter: 2"

Date TimeElapsed

Time

Depth fromRoad Box

(feet)Groundwater

Elev. (feet) McPhail Representative Comments05/24/21 1:00 PM Initial 5.8 +62.1 J. Finney Initial Reading

05/25/21 2:30 PM 1 Day(s) 5.8 +62.1 J. Finney

of 2 McPhail Associates, LLC

Groundwater Monitoring ReportWell I.D.: B-105(OW) Road Box Elev.: +66.2Project: 735 Broadway Top of PVC Elev.: +67.4

Location: Malden/Melrose, MA Top of Well Screen Elev.: +62.2Project No.: 7134 Bot. of Well Screen Elev.: +52.2

Elev. Datum: NAVD88 Well Diameter: 2"

Date TimeElapsed

Time

Depth fromRoad Box

(feet)Groundwater

Elev. (feet) McPhail Representative Comments05/24/21 3:00 PM Initial 4.6 +61.6 J. Finney Initial Reading

05/25/21 2:30 PM 1 Day(s) 4.6 +61.6 J. Finney