VA Leeds Building 25 Geo Report 05-17-22.pdf

SLR International Corporation, 2 Commerce Drive, Suite 110, Bedford, NH 03110

603 668 1654 slrconsulting.com

May 17, 2022

Mr. Michael W. Schafer, PE Huntley Associates, PC 30 Industrial Drive East Northampton, Massachusetts 02110

Re: Geotechnical Letter Report Proposed Elevator Installation Veterans Administration Medical Center Building 25

SLR #144.20563.00001

Dear Mike:

SLR International Corporation (SLR) is pleased to submit this geotechnical letter report for the proposed elevator installation at Building 25 on the campus of the Veterans Administration Medical Center in Leeds, Massachusetts. A site Locus Plan is attached as Figure 1 and selected photographs are attached as Site Photographs. This letter report has been prepared in general accordance with our proposal dated October 26, 2022.

SITE AND PROJECT DESCRIPTION

Building 25 is a two-story masonry and brick faced building that houses the V.A. campus police. The basement elevation finish floor elevation is shown as Elevation 406.74 feet on the Site Plan provided. The building is currently under renovation as shown in Photo No. 1. The scope of work pertaining to this phase of work consists of design and construction of an exterior elevator.

TEST BORINGS

Two test borings were drilled at the site on April 15, 2022. The borings were drilled by Seaboard Drilling of Chicopee, Massachusetts under the observation of a professional engineer from SLR. The test borings were drilled using standard hollow stem auger techniques to refusal depths of 20.5± feet and 23.5± feet.

Standard Penetration Tests (SPTs) were performed in general accordance with ASTM D 1586 in each test boring, with split spoon samples recovered generally at five-foot intervals. The SPT consists of driving a 1- 3/8-inch I.D. split spoon sampler with a 140-pound hammer falling 30 inches. The blows for each 6 inches of penetration are recorded for a total of 18 or 24-inches. The sum of the blows required to drive the sampler from 6 inches to 18 inches penetration is referred to as the Standard Penetration Resistance or N-value which is an index measure of in-situ soil density or consistency.

Approximate locations of the test borings are shown on the Exploration Location Plan, attached as Figure

2. Subsurface conditions and general observations from the test borings were documented on the Test Boring Logs attached hereto. Soil classifications were based upon the Burmister Soil Classification System included after the test boring logs.

V.A. Medical Center Building 25 – Leeds, Massachusetts

SLR International Corporation slrconsulting.com

Prior to mobilizing drilling equipment, a private utility locator was retained under separate contract to locate underground utilities using ground penetrating radar (GPR). As an additional precaution, the top five feet of each boring were advanced using vacuum excavation (vac-ex) as shown in Photos 2 and 3. Due to the ongoing renovation work the proposed boring locations were inaccessible due to scaffolding as shown in Photo 1.

SUBSURFACE CONDITIONS

No split spoon sampling was performed for the upper 5 feet of each boring due to vac-ex. Several cobbles were noted on the boring logs during vac-ex advancement.

Subsurface conditions consisted of up to 7 feet of fill in SLR-2. While no fill was identified in SLR-1, it is reasonable to presume fill was present in the upper 5 feet not sampled due to vac-ex. The fill is described as fine to medium sand, with traces of brick and gravel. No organic matter or weak, compressible materials were noted in the fill at the locations sampled.

The native soils below the fill consist of olive gray fine to medium sand, some silt, trace gravel interpreted to consist of glacial till. Glacial till is a non-sorted, non-stratified mixture of sand, silt/clay, and gravel in various proportions deposited directly by glacial ice during retreat of the glaciers.

Auger refusal was encountered at depths of 20.5± feet and 23.5±feet in SLR-1 and SLR-2, respectively. Due to the drilling behavior of the augers during advancement, it is our interpretation that auger refusal was caused by bedrock encounter. Auger refusal is defined as the inability of the augers to advance despite increasing downward pressure and torque applied by the drilling rig. Refusal may be caused by very dense soils, boulders, or bedrock.

Groundwater was not encountered in SLR-1. Groundwater was encountered at a depth of 12± feet in SLR-2. It should be noted that long term equilibrated groundwater measurements were not obtained and that fluctuations in water conditions and groundwater levels should be anticipated to occur with variations in precipitation, snowmelt, site development, and other factors not present during the exploration program. Groundwater levels should be anticipated to vary, and perched water conditions may occur during and after periods of intense precipitation and snowmelt due to higher content silt zones within the shallow glacial deposits.

Refer to the attached test boring logs for more detailed information on subsurface conditions encountered in the borings.

GEOTECHNICAL DESIGN AND CONSTRUCTION RECOMMENDATIONS

The subsurface conditions appear amenable to supporting the elevator pit on shallow mat foundations bearing directly or indirectly on undisturbed glacial till soils. The existing fill soils are considered unsuitable for direct or indirect support of foundations.

All existing fill, demolition debris, and any other deleterious materials (i.e., organic matter, boulders, etc.) should be completely removed where located below the elevator pit bearing zones, and be replaced with either flowable fill or new compacted structural fill as necessary to achieve design footing grade.

The footing bearing zone is defined herein as the area encompassed within a zone beginning 1 foot horizontally beyond the bottom edge of the footing and extending outward and downward at a 1H:1V slope until suitable natural glacial till deposits are encountered.

Mat foundations for the elevator pit may be proportioned for a net allowable soil bearing pressure of 3,000 pounds per square foot (psf). All replacement and raise-in-grade compacted structural fill, should be compacted to a minimum of 95 percent maximum dry density per ASTM D 1557.

For frost protection, elevator pit mat foundations should be founded at least 4 feet below finished exterior grades.

A modulus of subgrade reaction, ksl of no greater than 125 pounds per cubic inch (pci) should be used for design of the elevator pit slab. Note, however, that the value of ksl is for a 1 square foot area. The ksl value should be adjusted for larger areas using the following equation:

Modulus of Subgrade Reaction (ks) = ksl [(B+1)/2B]2

Where: ks = Coefficient of vertical subgrade reaction for loaded area ksl = Coefficient of vertical subgrade reaction for 1 x 1 square foot area

B = Width of area loaded, in feet

The elevator pit walls should be designed to resist the combined lateral forces resulting from earth pressures as well as those posed by any surcharge loading. Backfill materials behind these walls should consist of new compacted structural fill except that a 2-foot thick chimney drain should be placed behind the pit wall as shown on Figure 3. Considering the recommended backfill soil, it is recommended that earth pressures be calculated based upon an equivalent fluid weight of 44 pounds per cubic foot (pcf) for the active condition (i.e. unbraced top of wall), 65 pcf for the at-rest condition (i.e. braced top of wall), and 300 psf for passive pressures; with any surcharge loadings applied over the face of the wall at an intensity equal to 0.3, 0.5 and 3 times the surcharge loading for the active, at-rest and passive conditions, respectively.

The above-referenced lateral earth loads do not include hydrostatic forces, as they are based on construction of a subdrainage system behind all walls to collect and discharge any potential groundwater, perched water or water from sub-slab utilities that could leak or become damaged, as illustrated on Figure

3. Elevator pit subdrains should generally be installed at a minimum 0.5 percent slope and discharge to a suitable system outlet. The system should be gravity drained, if possible, to a suitable surface discharge or storm water catch basins. Given the site topography, it appears that adequate drainage pitch exists to allow for surface discharge. No subdrain system should be connected to roof drain systems.

SLR has evaluated the site seismic Site Class in accordance with the Massachusetts State Building code, 9th Edition, the 2015 International Building Code (IBC) Section 1613 and ASCE 7. Based on the existing subsurface soil profile encountered in the borings, the site meets the general parameters of Seismic Site Class D. Based on the composition, relative density, and groundwater conditions, it is our opinion that the site soils are not susceptible to liquefaction in the event of seismic disturbance.

CONSTRUCTION MONITORING

It is recommended that SLR be retained to provide construction observation services, including elevator pit subgrade observation, and compaction of select granular fill materials crushed stone. The purpose of these observations and testing is to verify that construction is being performed in accordance with the intent of the geotechnical engineering recommendations given in this report and to observe any changes in subsurface conditions that may warrant modification to the foundation systems recommended herein.

If SLR is not retained to provide full-time observation of earthwork during the construction-phase of this project, we cannot be held responsible if unforeseen conditions are not identified and addressed or if conditions identified in this report are not addressed as we intended.

We trust this geotechnical letter report will be responsive to your needs at this time. Feel free to contact the undersigned with questions or if we may be of additional service to your office.

Sincerely, SLR International Corporation

Carl W. Thunberg, PE Charles E. Teale, PE, LSP Principal Geotechnical Engineer Senior Principal Geotechnical Engineer

Attachments: Figure 1 Locus Plan Figure 2 Subsurface Exploration Location Plan Figure 3 Lateral Earth Pressure Diagrams Site Photographs Test Boring Logs Burmister Soil Classification System

FIG. 1

DRAWING NAME:

NORTHAMPTON, MASSACHUSETTS

VA LEEDS BUILDING 25

421 NORTH MAIN STREET

PROJ. NO. 144.20563.00001

SCALE 1"=±2000'

DATE MAY 2022

CHECKEDDRAWNDESIGNED

CWT EAA CWT

PROJECT PHASE:

GEOTECHNICAL

REV: ---

Copyright SLR - 2022

S

W

N

E

2 COMMERCE DRIVE, SUITE 110

BEDFORD, NH 03110

603.668.1654

SLRCONSULTING.COM

FIGURE 1 - SITE LOCUS

SOURCE: 2021 USGS EASTHAMPTON (MA), 7.5 MINUTE SERIES.

SITE

SLR-1

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1"=±10'

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DESIGNATION AND APPROX. LOCATION OF TEST

BORING CONDUCTED ON APRIL 15, 2022 BY

SEABOARD DRILLING, OBSERVED BY SLR.

LEGEND:

UNSCALED ELECTRONIC SITE SKETCH

PROVIDED BY HUNTLEY ASSOCIATES.

BASE PLAN:

NOTE:

1. LATERAL EARTH PRESSURE DIAGRAM IS BASED ON NO PERMANENT HYDROSTATIC

PRESSURES (I.E. GROUNDWATER) BEHIND THE WALL AND CONSTRUCTION OF A

SUBDRAINAGE SYSTEM BEHIND THE WALL, AS SHOWN HEREON, TO RELIEVE

HYDROSTATIC PRESSURES.

2. REFER TO SLR's GEOTECHNICAL REPORT, DATED MAY 2022 FOR ADDITIONAL

INFORMATION.

FIG. 3

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LEGEND:

MAY 2022

144.20563.00001

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AutoCAD SHX Text

SURCHARGE

AutoCAD SHX Text

PASSIVE

AutoCAD SHX Text

LATERAL EARTH

AutoCAD SHX Text ACTIVE: 44H (psf)

AutoCAD SHX Text ACTIVE: 0.3Q (psf)

AutoCAD SHX Text 300h (psf)

AutoCAD SHX Text

FINISH FLOOR

AutoCAD SHX Text

2' MIN

AutoCAD SHX Text 18H (psf)

AutoCAD SHX Text H (ft)

AutoCAD SHX Text h (ft)

AutoCAD SHX Text

PRESSURES

AutoCAD SHX Text SURCHARGE, Q (psf)

AutoCAD SHX Text

EXTERIOR GRADE

AutoCAD SHX Text

BELOW GRADE WALL

AutoCAD SHX Text AT-REST: 65H (psf)

AutoCAD SHX Text AT-REST: 0.5Q (psf)

AutoCAD SHX Text PASSIVE: 3Q (psf)

AutoCAD SHX Text

NON-WOVEN GEOTEXTILE (MIRAFI 140N OR SIMILAR)

AutoCAD SHX Text

3/4" CRUSHED STONE (MA-DOT M2.01.4)

AutoCAD SHX Text

CHIMNEY DRAIN MATERIAL

Veterans Administration Medical Center Building 25

Leeds, Massachusetts

SITE PHOTOGRAPHS

April 15, 2022 Job No: 144.20563.00001

Photo 1: Building 25 under renovation. Proposed boring location inaccessible due to scaffolding.

Photo 2: Vacuum excavation at SLR-1 for top 5 feet to clear utilities.

Veterans Administration Medical Center Building 25

Leeds, Massachusetts

SITE PHOTOGRAPHS

April 15, 2022 Job No: 144.20563.00001

Photo 3: Vacuum excavation at SLR-2 for top 5 feet to clear utilities.

Photo 4: Truck mounted drill rig at SLR-1 in progress.

PROJECT: SHEET: 1 of 1

LOCATION:

PROJ. NO:

CLIENT:

DATE:

X

50/0

Notes:

FILE: Huntley Associates\001 VA Leeds Building 11\Exploration Logs & Data\[ 50 + = VERY DENSE 30 + = HARD

10-30 = MEDIUM 4 - 8 = MEDIUM UP = UNDISTURBED PISTON some = 20% - 35%

30-50 = DENSE 8 -15 = STIFF UT = UNDISTURBED THINWALL and = 35% - 50%

1) TYPE OF RIG: Mobile B-53 truck mounted N = 0 - 4 = VERY LOOSE N = 0 -2 = VERY SOFT C = ROCK CORE trace = 0% - 10%

2) HAMMER/HOIST TYPE: Safety hammer 4-10 = LOOSE 2 - 4 = SOFT S = SPLIT SPOON little = 10% - 20%

COHESIONLESS SOILS COHESIVE SOILS SAMPLE TYPE PROPORTIONS

21 Auger refusal at 20.5 feet. Augers grinding. Inferred bedrock.

S-4 12 Gray fine to medium SAND, some Silt, trace Gravel (GLACIAL TILL)

S-3 8 Broken rock fragments in gray fine SAND with Silt matrix

15 (GLACIAL TILL)

S-2 14 Gray fine to medium SAND, some Silt, trace Gravel (GLACIAL TILL)

S-1 1 Split spoon sampler bouncing. Probable cobble. Light brown fine

6 sand, some silt in tip of split spoon sampler

BURMISTER SYSTEM (SOIL) U.S. CORPS OF ENGINEERS SYSTEM (ROCK)

3 inches of bituminous concrete.

1 Soft dig to 5 feet by vac ex to clear utilities. No samples taken.

2 Difficulty advancing vac-ex due to cobbles.

NO GROUNDWATER ENCOUNTERED

Depth

(FT)

SAMPLE

NUMBER

RECOVERY

(IN)

BLOWS

PER 6"

SOIL AND ROCK CLASSIFICATION-DESCRIPTION

STRATUM CHANGE

DESCRIPTION

PID (PPM)

± PID SCREENING

HAMMER FALL (IN) -- -- 30 --

MONITORING WELL INSTALLED

HAMMER WT (LB) -- -- 140 -- DEPTH (FT)

LABORATORY TESTING

SIZE ID (IN) 4 -- 1 3/8 -- CASING AT (FT) Out

FIELD TESTING

TYPE HSA -- S -- ELAPSED TIME (HR) 0

April 15, 2022 GROUND SURFACE ELEVATION: 407±

EQUIPMENT: AUGER CASING SAMPLER COREBRL. GROUNDWATER OBSERVATIONS

Seaboard

144.20563.00001 FOREMAN: Doug Seeley

Huntley Associates INSPECTOR: Carl Thunberg

No aggregate base noted

GLACIAL TILL

SOFT DIG

5 ft

TEST BORING LOG

VA LEEDS Building 25 BORING NO.: SLR- 1

421 N. Main Street, Northampton, MA CONTRACTOR:

2 Commerce Drive; Suite 110 Bedford, New Hampshire 03110

603-668-1654

PROJECT: SHEET: 1 of 1

LOCATION:

PROJ. NO:

CLIENT:

DATE:

Notes:

FILE:

TEST BORING LOG

VA LEEDS Building 25 BORING NO.: SLR- 2

421 N. Main Street, Northampton, MA CONTRACTOR: Seaboard

144.20563.00001 FOREMAN: Doug Seeley

Huntley Associates INSPECTOR: Carl Thunberg

April 15, 2022 GROUND SURFACE ELEVATION: 410±

EQUIPMENT: AUGER CASING SAMPLER COREBRL. GROUNDWATER OBSERVATIONS FIELD TESTING

TYPE HSA -- S -- ELAPSED TIME (HR) 0 LABORATORY TESTING

SIZE ID (IN) 4 -- 1 3/8 -- CASING AT (FT) Out MONITORING WELL INSTALLED

HAMMER WT (LB) -- -- 140 -- DEPTH (FT) ± 12.0 PID SCREENING

HAMMER FALL (IN) -- -- 30 -- NO GROUNDWATER ENCOUNTERED

Depth

(FT)

SAMPLE

NUMBER

RECOVERY

(IN)

BLOWS

PER 6"

SOIL AND ROCK CLASSIFICATION-DESCRIPTION

STRATUM CHANGE

DESCRIPTION

PID (PPM)

BURMISTER SYSTEM (SOIL) U.S. CORPS OF ENGINEERS SYSTEM (ROCK)

Bare soil at ground surface 1 Soft dig to 5 feet by vac ex to clear utilities. No samples taken.

2 Difficulty advancing vac-ex due to cobbles.

S-1 7 Gray fine to medium SAND, trace brick, trace Gravel (FILL)

6 sand, some silt in tip of split spoon sampler

7 Change in drilling effort at 7 feet. Inferred strata change.

S-2 20 Olive gray fine to medium SAND, some Silt, trace Gravel (GLACIAL TILL)

S-3 12 Similar to S-2 - Wet (GLACIAL TILL)

S-4 8 Similar to S-3. Rock lodged in tip of split spoon sampler.

19 (GLACIAL TILL)

Auger refusal at 23.5 feet. Augers grinding. Inferred bedrock.

COHESIONLESS SOILS COHESIVE SOILS SAMPLE TYPE PROPORTIONS

1) TYPE OF RIG: Mobile B-53 truck mounted N = 0 - 4 = VERY LOOSE N = 0 -2 = VERY SOFT C = ROCK CORE trace = 0% - 10%

2) HAMMER/HOIST TYPE: Safety hammer 4-10 = LOOSE 2 - 4 = SOFT S = SPLIT SPOON little = 10% - 20%

10-30 = MEDIUM 4 - 8 = MEDIUM UP = UNDISTURBED PISTON some = 20% - 35%

30-50 = DENSE 8 -15 = STIFF UT = UNDISTURBED THINWALL and = 35% - 50%

SOFT DIG

5 ft

Huntley Associates\001 VA Leeds Building 11\Exploration Logs & Data\[ 50 + = VERY DENSE 30 + = HARD

FILL

GLACIAL TILL

7 ft

2 Commerce Drive; Suite 110 Bedford, New Hampshire 03110

603-668-1654

Coarse ---- 3/4" to 3" ---- Fine ---- No. 4 to 3/4" ---- PRINCIPAL COMPONENT

Coarse ---- No. 10 to No. 4 ---- GRAVEL, SAND, SILT 50 or more Medium ---- No. 40 to No. 10 ---- CLAY, etc.

Fine ---- No. 200 to No. 40 ----

MINOR COMPONENTS

Non-Plastic 0 and 35 to 50 fine to coarse Slight SAND, and GRAVEL, 1 to 5 etc.

Low some 20 to 35 5 to 10 some Gravel, some Silt, etc.

Medium 10 to 20 little 10 to 20 little Gravel, little Silt, High etc.

20 to 40 trace 1 to 10

Very High trace Gravel, trace Silt, 40 and greater etc.

0 - 4 Very loose 4 - 10 Loose

10 - 30 Medium dense 30 - 50 Dense

50+ Very dense

0 - 2 Very soft 2 - 4 Soft 4 - 8 Medium

8 - 15 Stiff 15 - 30 Very stiff

30+ Hard

DECOMPOSED VEGETATION - PARTIALLY DECOMPOSED ORGANIC MATTER WHICH RETAINS

ITS ORIGIANAL CHARACTER;

LIGNITE - IMMATURE COALS WITH LOW FIXED CARBON CONTENT GENERALLY EXHIBITING

DISTINCT TEXTURE OF WOOD;

HUMUS - COMPLETELY DECOMPOSED ORGANICMATTER

FILL - MAN MADE DEPOSIT CONTAINING SOIL, ROCK OR FOREIGN MATTER

PROBABLE FILL - SOILS WHICH CONTAIN NO VISUALLY DETECTABLE FOREIGN MATTER BUT

WHICH ARE SUSPECT WITH RESPECT TO ORIGIN

LENSES - LAYER LESS THAN 1/2 INCH LAYERS - 1/2 TO 12 INCH THICK LAYER

POCKET - DISCONTINUOUS LAYERS LESS THAN 12 INCHES

STRATUM - CONTINUOUS LAYERS GREATER THAN 12 INCHES

COLOR SHADING - LIGHT OR DARK TO INIDCATE SUBSTANTIAL DIFFERENCE IN COLOR

B. INDENTIFICATION OF DESCRIPTION TERMS

all fractions greater than 10 percent less than 10 percent fine less than 10 percent coarse less than 10 percent coarse and fine less than 10 percent coarse and medium

FISSURED CLAYS - COHESIVE SOILS AND EXHIBITING A JOINT STRUCTURE,

TOPSOIL - SURFICIAL SOILS THAT SUPPORT PLANT LIFE AND WHICH CONTAIN CONSIDERABLE

AMOUNTS OF ORGANIC MATTER

VARVED DEPOSITS - ALTERNATING LIGHT AND DARK LAYERS OF COHESIVE

MOISTURE CONDITIONS - WET, MOIST, OR DRY PER VISUAL OBSERVATION

GRANULAR SOILS

Relative Density medium to coarse fine to medium

1/32

1/64

Passing No. 200

Passing No. 200

CLAYS AND SILTS DEPOSITED AS GLACIAL LAKE SEDIMENTATION

QUARTZ - A HARD SILICA MINERAL OFTEN FOUND IN SOME GLACIAL LAYERS

IRONITE - CEMENTED DEPOSITS OF IRON OXIDE WITHIN A SOIL LAYER

CEMENTED SAND - VARIOUS SIZED AND GRAINS CEMENTED BY CALCIUM

CARBONATE OR OTHER MINERALS WITHIN THE SOIL DEPOSIT

A. CLASSIFICATION OF SOIL COMPONENTS

D. DENSITY OR CONSISTENCY

1/4 Passing No. 200 ----

Passing No. 200 ---- 1/16

SILT and CLAY ----

CLAY

Passing No. 200

1/8 Passing No. 200

SMALLEST DIAMETER OF

ROLLED THREAD (IN.)

PEAT

DESCRIPTION OF SOIL

COMPONENTS

Clayey Silt

CLAY and SILT

Silty Clay

GRADATION DESIGNATIONS FOR IDENTIFICATION DEFINING PROPORTIONS

C. DEFINITION OF TERMS IDENTIFYING THE GRADATION OF THE GRANULAR COMPONENT

Partially decomposed fibrous organic matter without living fibers

GRAVEL

SAND

SILT

Standard Penetration Resistance (N value) blows/footfine to coarse

PLASTIC SOILS

PLUS (+) NEARER THE UPPER LIMIT OF THE PROPORTION OR OVERALL PLASTICITY

MINUS (-) NEARER THE LOWER LIMIT OF THE PROPORTION OR OVERALL PLASTICITY

Standard Penetration Resistance (N value) Blows/foot

Consistency fine

ORGAINIC MATTER (EXCLUDING PEAT):

BURMISTER SOIL CLASSIFICATION SYSTEM

GENERALLY SLIGHTLY TO HIGHLY OVER CONSOLIDATED

PERCENTAGE OF SAMPLE BY

WEIGHT

OVERALL PLASTICITY

AND PLASTICITY INDEX

PRINCIPAL

COMPONENT

DESCRIPTIVE

PARTICLE SIZE

SIEVE SIZE

FROM PARENT ROCK AND ARE PRESENT IN A SOIL MATRIX

NO SIGN - MIDDLE RANGE OF THE PROPORTION OR OVERALL PLASTICITY

COBBLES - ROUNDED PIECES OR ROCK BETWEEN 3 TO 6 INCHES

BOULDERS - ROUNDED PIECES OF ROCK LARGER THAN 6 INCHES

ROCK FRAGMENTS - ANGULAR PIECES OF ROCK WHICH HAVE SEPARATED

E. GLOSSARY OF MISCELLANEOUS TERMS

medium test Borings