936CM2002-WNY-NAT-CEM-PH1B_BID-SPECIFICATION-VOL2.pdf

SPECIFICATIONS

VOLUME 2 (APPENDICES)

WESTERN NEW YORK

NATIONAL CEMETERY

VA PROJECT NUMBER: 936CM2002

PHASE 1B DEVELOPMENT

Town of Pembroke Genesee County, New York

Prepared for:

United States Department of Veterans Affairs

Office of Construction and Facilities Management 810 Vermont Avenue, NW Washington D.C., 20420

Prepared by:

Landscape Architecture & Engineering, P.C.

Bid Documents February 08, 2020

THIS PAGE INTENTIONALLY LEFT BLANK

APPENDIX A

GEOTECHNICAL INVESTIGATION

WESTERN NEW YORK

NATIONAL CEMETERY

VA PROJECT NUMBER: 936CM2002

PHASE 1B DEVELOPMENT

Prepared for:

810 Vermont Avenue, NW Washington D.C., 20420

Landscape Architecture & Engineering, P.C.

Bid Documents February 08, 2021

Kenney Geotechnical Engineering Services PLLC

Geotechnical Investigation Report Western New York National Cemetery Phase 1B Project Pembroke, New York

11-24-2020

Christopher Placed Image

Job Number: 2020-172 Kenney Geotechnical Engineering Services, PLLC P.O. Box 117 Warners, NY, 13164, Phone (315)-638-2706, Fax (315)-638-1544, www.kenneygeotechnical.com

CONTENTS

CONTENTS

INTRODUCTION

AUTHORIZATION

PROJECT DESCRIPTION

SITE CONDITIONS

FIELD STUDY

LABORATORY TESTING

SUBSURFACE CONDITIONS ENCOUNTERED

RECOMMENDATIONS AND CONCLUSIONS

LIMITATIONS

REFERENCES

FIGURES

• BORING LOGS

• TEST PIT LOGS

• LABORATORY TESTING RESULTS

INTRODUCTION

This report presents the results of the geotechnical investigation performed for Phase 1B of the Western New York National Cemetery project. This geotechnical report presents the data developed during the subsurface investigation and provides analysis and recommendations for the proposed construction.

No environmental services are included in this study. No conclusions have been drawn regarding environmental conditions of the site, potential contaminants, potential special treatment or disposal of site materials, or other environmental considerations.

AUTHORIZATION

The scope of our services for this project was presented in a proposal dated August 11, 2020. Our services were authorized by The LA Group Landscape Architecture & Engineering, P.C. (The LA Group), Designer of Record for the project.

PROJECT DESCRIPTION

It is our understanding based on information provided by The LA Group that the project features will include:

• Lawn crypts;

Job Number: 2020-172 Kenney Geotechnical Engineering Services, PLLC P.O. Box 117 Warners, NY, 13164, Phone (315)-638-2706, Fax (315)-638-1544, www.kenneygeotechnical.com

• Access roads;

• Underground utilities; and

• Stormwater management features.

Earlier phases of the project are currently under construction to the west and north of the investigation area. We assumed tolerable total foundation settlement of up to one inch, and up to 0.5 inches for maximum differential settlement. We also assumed a design frost depth of 48 inches.

The following ASTM Standards were utilized during this study:

• ASTM D1586 “Penetration Test and Split-Barrel Sampling of Soils”

• ASTM D2487 “Standard Practice for Classification of Soils for Engineering

Purposes (Unified Soil Classification System)”

• ASTM D5434 “Standard Guide for Field Logging of Subsurface Exploration of

Soil and Rock”

SITE CONDITIONS

The site was composed of farmland and meadow prior to development and is located southeast of the intersection of Indian Falls Road and Allegheny Road. The New York State Thruway is located ot the south of the site. The site slopes down to the south. Ground surface elevations at investigation locations ranged from approximately El. 860 feet to El. 850 feet.

The site lies within the Erie-Ontario Lowlands physiographic provinces. Major topographic and geologic features in this area were formed during the last glacial advance and retreat, which ended approximately 12,000 years ago. Regional surficial geologic mapping suggests that natural soils in the site vicinity are a till moraine deposit. Bedrock mapping suggests that lower Devonian age Onondaga Limestone, Arkon Dolostone, and Bertie formation carbonate rock are present below soil. Local bedrock typically dips to the south at approximately 40 to 50 feet per mile.

Chemical dissolution of carbonate bedrock is possible, and karst features have been mapped in the site vicinity as noted by earlier site investigations. No karstic features have been identified on the site.

FIELD STUDY

The subsurface exploration for this project included six test borings (designated as B-1 to B-6) and two test pits (designated as TP-1 and TP-2). Additional test pits were excavated at boring locations B-3, B-4, B-5 and B-6 after practical refusal conditions

Job Number: 2020-172 Kenney Geotechnical Engineering Services, PLLC P.O. Box 117 Warners, NY, 13164, Phone (315)-638-2706, Fax (315)-638-1544, www.kenneygeotechnical.com were encountered during drilling.

The investigation was performed on November 6, 2020 using a track-mounted Geoprobe 7822DT drill rig equipped with an automatic sampling hammer and a mini-excavator. Hollow stem augering techniques were utilized to advance the borings to practical refusal, which occurred at depths ranging from 12.9 feet to 15.9 feet. Standard penetration testing (SPT) (ASTM D1586) was performed with an automatic hammer to obtain soil samples and gauge the in-place consistency of the subsurface materials. Practical refusal is defined as the depth at which blow counts recorded during SPT exceed 50 blows per 6 inches or less of penetration, or ground shear strength exceeds the mechanical capabilities of the drill rig (The hydraulic 7822 DT is rated at 36,000 pounds of crowd and 4,000 ft-lbs. of rotational torque).

Boring locations were selected by The LA Group and field-located by Kenney Geotechnical Services personnel.

Soil samples obtained during the subsurface investigation were classified by a Geotechnical Engineer using the Unified Soil Classification System. Boring logs documenting the subsurface conditions encountered are attached. The boring logs and related information depict subsurface conditions only at the specific locations and times indicated. Subsurface conditions and water levels at other locations may differ from conditions at the locations where sampling was conducted. The passage of time also may result in changes in the conditions interpreted to exist at the locations where sampling was performed.

LABORATORY TESTING

Laboratory testing performed for this project included Natural Moisture Content (ASTM D2216), Atterberg Limits Determination (ASTM D4318) and Particle Size Analysis (ASTM D-422). Testing was performed in Kenney Geotechnical Services laboratory. Test results are attached to this report.

SUBSURFACE CONDITIONS ENCOUNTERED

The following interpretation of subsurface conditions is based on our review of the recovered samples, the boring logs, drilling observations, and our professional experience.

In general, borings B-1 and B-2 (performed near the Indian Falls Cemetery) encountered loose to medium dense sand and gravel to a depth of at least 12 feet.

The sand extended to the full depth of exploration (15 feet) at B-1, and was underlain by silty clay below a depth of 12 feet at B-2. The sand was typically well-graded and

Job Number: 2020-172 Kenney Geotechnical Engineering Services, PLLC P.O. Box 117 Warners, NY, 13164, Phone (315)-638-2706, Fax (315)-638-1544, www.kenneygeotechnical.com contained gravel near the surface, and became more poorly graded with less gravel with depth.

The subsurface conditions encountered at locations B-3 through B-6, and at TP-1 and and TP-2, consisted of silty sand overlying limestone bedrock. The presence of limestone was confirmed by excavating a test pit at the boring location. The test pit was excavated as a 10-foot long trench in an effort to differentiate between large boulders and solid bedrock. Pictures of the test pits are attached for reference.

The depth to refusal is summarized in the following table:

Locaton

Surface Elevation

(feet)

Refusal Depth (feet)

Refusal Elevation

(feet) B-3 850.5 4.3 846.2 B-4 854.7 4.1 850.6 B-5 853.4 5.8 847.6 B-6 850.9 3.9 847.0

GROUNDWATER CONDITIONS ENCOUNTERED

Water levels were measured within the augers during advancement and from the open borehole after the augers were removed. No standing water was detected within the augers or open borehole at the time of the subsurface investigation. A perched water table within the sand layer is possible during wetter seasons given the low permeability of underlying soil and rock.

Groundwater depths and seepage rates will vary with the seasons and changes in precipitation patterns and may be higher during the wetter seasons. No long term groundwater data was generated during this study and the range of possible groundwater elevation is unknown.

RECOMMENDATIONS AND CONCLUSIONS

A. Geotechnical Analysis

Shallow bedrock was encountered at investigation locations B-3 through B-6 and TP- 1 and TP-2. It is ancticipated that grading plans will call for fill to be placed in the area so that the shallow bedrock will not interfere with cemetery construction.

Borings B-1 and B-2 encountered sand and gravel over the typical depth of

P.O. Box 117 Warners, NY, 13164, Phone (315)-638-2706, Fax (315)-638-1544, www.kenneygeotechnical.com construction activities. This material can potentially be utilized as fill, and conventional shallow foundations can be utilized for any structures proposed in this area.

B. Site Preparation and Earthwork

Earthwork must be performed using methods that will result in a stable excavations and fills. Typical temporary earthwork measures such as temporary drainage swales, stabilized haul roads, and the use of protective layers of crushed stone can be employed at this site. Organic material was encountered at the ground surface that will need to be removed from beneath access roads and structures. It is recommended that earthwork is observed by geotechnical personnel to ensure that all organic material is removed from both structural and pavement sites.

On-site soil exhibited a silt content at some locations and will be moisture-sensitive.

Maintaining proper moisture-density control will be critical in achieving the required dry density. Further recommendations are presented below.

We anticipate earthwork will be performed as follows:

• Strip existing topsoil, pavement, stumps, roots and organics from all areas that will receive new construction to establish subgrade.

• Proof-roll natural subgrade below pavement and slab-on-grade structures with a fully loaded dump truck, or accepted alternative equipment, under the observation of geotechnical personnel. Areas that rut, weave, or deflect should be over-excavated and replaced with compacted structural fill (see below for structural fill characteristic requirements). Areas receiving more than three feet of imported structural fill do not need to be proof-rolled.

• Utilize structural fill to raise site grades to the desired elevation.

Structural fill should consist of imported granular material conforming to NYSDOT Subbase Course (2” minus) or approved equal. Existing on-site soil in the area of B-1 and B-2 can be re-utilized as structural fill if proper moisture-density control is maintained.

• Field moisture contents for structural fill should be maintained within 2 percentage points of the optimum moisture content established by laboratory testing to provide adequate compaction. All fill should be placed in level lifts having a loose thickness no greater than 12 inches and should be compacted to at least the following minimum

P.O. Box 117 Warners, NY, 13164, Phone (315)-638-2706, Fax (315)-638-1544, www.kenneygeotechnical.com percentages of the Modified Proctor (ASTM D-1557) maximum dry density:

• Below footings and crypts: 95%

• Beneath slab-on-grade or pavements: 95%

• Utility trench backfill: 95%

• Beneath landscape areas: 90%

• Beneath sidewalks and exterior slabs: 95%

Bulk samples of proposed structural fill materials should be delivered to our testing laboratory at least two weeks prior to the initiation of earthwork. In-place density testing should be performed at a frequency of one test per 500 square feet per lift in open areas and one test per 25 feet per lift in trenches.

• If structures are to be constructed during the winter months, or if the building interiors will be subjected to freezing temperatures after footer construction, adequate frost cover and protection must be provided. Earthwork cannot be performed with frozen material.

• Permanent slopes should be graded no steeper than 3 horizontal: 1 vertical unless they are reinforced or otherwise stabilized.

In utility trenches, or other confined areas, small compaction equipment may be necessary such as a vibratory plate, jumping jack or walk-behind vibratory roller.

In-place density testing should be performed at a frequency of one test per 25 feet per lift in trenches. Utility trench fill should be placed in level lifts no greater than 8 inches in thickness and should be compacted to at least 95%the Modified Proctor (ASTM D-1557) maximum dry density. Structural fill should consist of imported granular material such as NYSDOT Subbase (2” minus) or approved equal. Adequate frost cover and protection must be provided during winter weather construction.

Earthwork cannot be performed with frozen material.

C. Excavation and Earth Support

Temporary excavation slopes must be evaluated by the Contractor’s on-site Responsible Person. We anticipate the imported aggregate and on-site sand and gravel encountered by the subsurface investigation will be classified as Type C cohesionless soil. Type C materials can be temporarily graded to slopes no greater than 1.5H:1V unless shoring is utilized. The Contractors on-site Responsible Person

P.O. Box 117 Warners, NY, 13164, Phone (315)-638-2706, Fax (315)-638-1544, www.kenneygeotechnical.com should periodically review excavations for signs of movement or distress.

Excavation sidewalls should be periodically raked to remove loose particles.

Temporary excavation slopes and shoring must consider the loads imposed by adjoining structures. The design of shoring and underpinning elements is beyond the scope of this report.

Design of subsurface walls subjected to lateral earth pressure must consider the type of wall, degree of restraint against wall rotation, and other factors. We suggest the following lateral earth pressure parameters for smooth walls with horizontal backfill:

• Ka = 0.33

• Kp = 3.0

• Ko = 0.5

• Coefficient of friction = 0.55

• Soil moist unit weight = 125 pcf

Any water pressure or surcharges from equipment, material stockpiles, or adjacent structures must be added to the suggested lateral pressure.

It is recommended that drainage is provided for retaining walls to reduce hydrostatic wall loading and possible frost action. Backfill against any walls should consist of a relatively well-graded free-draining granular material having no more than 10% passing the No. 200 sieve. The granular backfill zone behind walls should be at least one foot wide as measured horizontally from the face of the wall. Backfill against walls should be placed in loose lifts no greater than 6 inches in thickness.

For retaining walls a nonwoven geotextile filter should be placed between the granular backfill and insitu soil to prevent the migration of fine grained soil.

D. Construction Dewatering

No groundwater seepage was noted during the subsurface investigation. However, we anticipate a perch water could be encountered during excavation during wetter periods. We expect that much of this water will be derived from infiltration collecting in the sand stratum that is prevented from downward seepage by the underlying low permeability clay and bedrock. It is anticipated that seepage from perched water can be adequately handled by periodic pumping from strategically placed sumps. Stormwater diversion swales should also be installed at the perimeter of the high end of the site to manage flow from up-gradient areas.

P.O. Box 117 Warners, NY, 13164, Phone (315)-638-2706, Fax (315)-638-1544, www.kenneygeotechnical.com

Surface water must be diverted from the construction area. Ponding water should not be permitted above slopes or on earth surfaces that will support foundations, compacted fill, or earth retention structures. All fill surfaces should be sloped or crowned to prevent water ponding and sealed with a smooth-drum roller at the end of each shift to reduce infiltration. Smooth rolled surfaces must be scarified before placing subsequent lifts of fill.

Storm events and other factors can affect groundwater and seepage during construction. All dewatering discharge should be transported to a temporary dewatering basin constructed consistent with NYDEC construction stormwater and/or dewatering treatment Best Management Practices (BMPs).

E. Allowable Bearing Pressure

Bearing grade soils will generally consist of sand or imported aggregate. To control settlement within project requirements (less than 0.5 inch of differential settlement and less than 1 inch of total settlement), shallow foundations shouldbe sized for an allowable bearing pressure of 2,500 pounds per square foot (psf). We recommend a minimum width of 18 inches for continuous footings and 24 inches for isolated column foundations.

All exterior footings should bear at least 48 inches below finished exterior grade for frost protection unless an insulated frost protection system is installed. Drainage should be maintained away from foundations both during and after construction.

Each foundation excavation should be inspected by qualified geotechnical personnel and approved prior to placing reinforcing steel and concrete.

Foundations should be poured within a few hours of bearing grade approval. Any uncontrolled fill or deleterious material must be removed from below foundation bearing grade. Additional undercutting may be necessary where the bearing grade is considered unacceptable by on-site geotechnical personnel due to the presence of disturbed soil, frozen soil, ponded water, or soil with unacceptable strength characteristics.

F. Light Pole Foundation

Typically light poles are supported on a drilled shaft system. The test borings encountered sand underlain by limestone will support the drilled shafts. The drilled

P.O. Box 117 Warners, NY, 13164, Phone (315)-638-2706, Fax (315)-638-1544, www.kenneygeotechnical.com shafts should extend at least one diameter into the shale. We suggest the following geotechnical parameters for drilled shaft design:

Stratum

Unit Weight

(pcf) φ

(degrees) C (psf) Allowable qside (psf)

Allowable qtip (psf) k (pci) ε50

Sand 120 30 0 450 - 45 -

Limestone 145 0 10000 2500 50000 175 -

We recommend that the drilled shaft is constructed in conformance with the Deep Foundation Institute specification for drilled shaft construction. A temporary casing should be utilized when constructing the drilled shaft. Concrete should be tremied and an appropriate head of fluid concrete should be maintained above the bottom of the casing during extraction.

G. Concrete Slabs on Grade

A preliminary subgrade modulus of 250 pci is recommended. This modulus value assumes subgrade is properly compacted and protected from disturbance by over-excavation or saturation during construction. All topsoil, pavement, organic matter, roots, etc. must be removed from beneath the concrete slab on grade subgrade. . If necessary for grading, place structural fill over stripped ground in order to achieve new floor slab elevations. Structural fill placed to establish floor slab subgrade should conform to the recommendations for materials and compaction presented in the Earthwork recommendations. Type I/II cement is sufficient for use in the concrete for the sidewalks.

H. New Pavement Sections

The subsurface conditions encountered suggest the pavement subgrade has a significant silt content in some areas. Silty subgrades are frost susceptible and may be subject to freeze-thaw damage, making drainage an important consideration in pavement design. It will be necessary to proof-roll the exposed pavement subgrade to determine if soft areas are present that may require undercutting and replacement. Proof-rolling operations should be performed with a fully laden dump truck under the observation of geotechnical personnel.

The pavement sections recommended below are based on the assumption that the subgrades will be prepared as discussed in this report and that adequate drainage systems will be designed and implemented to maintain the subgrade in a drained state. We have not been provided with specific traffic loading for this project and are using estimates values to facilitate our calculations. Recommended pavement

P.O. Box 117 Warners, NY, 13164, Phone (315)-638-2706, Fax (315)-638-1544, www.kenneygeotechnical.com sections are provided for a medium duty pavement section (car parking areas) and for a heavy duty pavement section (main drive and/or bus areas).

Medium Duty Pavement:

• 1.5 inches – Top Course

• 2.5 inches – Binder Course

• 12 inches – Subbase Course

• Nonwoven Geotextile Layer (5 oz/sy min. weight)

Heavy Duty Pavement:

• 1.5 inches – Top Course

• 3.5 inches – Binder Course

• 15 inches – Subbase Course

• Nonwoven Geotextile Layer (5 oz./sy min. weight)

Please note that the pavement sections provided above were designed primarily for automobile traffic with occasional bus traffic and are not intended for heavy construction vehicle traffic. Temporary construction traffic lanes may require a thicker subbase to provide a stable surface for heavy construction vehicles.

The materials for the recommended pavement sections should consist of the following:

• Asphalt Concrete Top Course - NYSDOT Standard Specifications, Item No.402.098902 - Hot Mix Asphalt, Top Course.

• Asphalt Concrete Binder Course - NYSDOT Standard Spec., Item No.402.258902 - Hot Mix Asphalt, Binder Course.

• Subbase Course – Should comply with NYSDOT Standard Specifications, ItemNo. 304.12 - Type 2 or Item No. 304.14 – Type 4 Subbase.

• Geotextile - Woven polypropylene stabilization/separation geotextile (i.e.,Mirafi 500X or approved similar).

Adjacent geotextile panels should have an overlap of at least 18 inches. The subbase should be placed and compacted in accordance with the recommendations presented below. Construction of the asphaltic concrete courses (i.e. binder and top) should be performed in accordance with NYSDOT Standard Specification Section 400. Asphaltic concrete courses should be compacted to at least 92 percent of the maximum theoretical density.

I. Seismic Hazard Concerns, Liquefaction, Seismicity, and Faulting

The subsurface conditions encountered and “N” values recorded during the subsurface investigation suggest that seismic Site Class B is appropriate for Phase 1B areas and Site Class D is appropriate for the area by the Indian Falls Cemetery.

P.O. Box 117 Warners, NY, 13164, Phone (315)-638-2706, Fax (315)-638-1544, www.kenneygeotechnical.com

The estimated design spectral response acceleration parameters for Site Class B are SDS = 0.142g and SD1 = 0.041g and for Site Class D are SDS = 0.227g and SD1 = 0.099g.

Note that we assumed a “N” value of 100 blows per foot for the shale below the depth of exploration in our calculations. Liquefaction, surface rupture from faulting or lateral spreading is estimated to have a low probability of occurrence given the soil conditions encountered and typical regional seismicity.

LIMITATIONS

The recommendations presented in this report are predicated on the performance of construction observation and testing by qualified geotechnical personnel. We request continued involvement with this project so that we may assess subsurface conditions exposed during construction to determine if modifications to our recommendations are necessary.

REFERENCES

“Surficial Geologic Map of New York – Niagara Sheet”, New York State Museum, 1986.

“Bedrock Map of New York – Niagara Sheet”, New York State Museum, 1970.

FIGURES

Figure 1 – Site Location Map Figure 2 – Boring Location Map Figure 3 – Boring Legend Figure 4 – Boring Log Key Figure 5 – Boring Logs

B O

R

IN

G

LO

C

A T

IO

N

T

Y P

T O

T A

L)

T E

S T

P

IT

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A

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N

(2 T

O T

A L)

W E

S T

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N N

E W

Y O

R K

N A

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N A

L C

E M

E T

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Y P

H A

S E

B

G E

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IC

A

L

IN

V E

S T

IG

A

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IO

A U

G U

S T

0, B O

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IN

G T

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ID

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C H

A E

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G Y

A R

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D

I N

D

IA

N F

A

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S

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M E

T E

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P R

O P

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T Y

Owner2 Callout B-1

Owner2 Callout B-2

Owner2 Callout B-3 with test pit to verify rock

Owner2 Callout B-4 with test pit to verify rock

Owner2 Callout Test Pit 1

Owner2 Callout B-5 with test pit to verify rock

Owner2 Callout Test Pit 2

Owner2 Callout B-6 with test pit to verify rock

Key to Symbols

CLS: LOW PLASTICITY SANDY CLAY

CL-ML: LOW PLASTICITY SILTY CLAY

SM: SILTY SAND

SP: POORLY GRADED SAND

SW: WELL-GRADED SAND

PEMBROKE, NYLocation:Client:

Project Name: 2020-172Project Number:WNY CEMETERY PHASE 1B

THE LA GROUP

LITHOLOGIC SYMBOLS

(UNIFIED SOIL CLASSIFICATION SYSTEM)

LIMESTONE

NO RECOVERY

TOPSOIL

Project: SUNY ESF ACADEMIC RESEARCH BUILDING Project Location: SYRACUSE, NY Project Number: 2015-00016

< 4 4 to 10 10 to 30 30 to 50 > 50

C = U

Atterberg limits above "A" line or P.I. greater than 7

Atterberg limits below "A" line or P.I. less than 4

Peat and other highly organic soils

Inorganic silts, micaceous or disto-maceous fine sandy or silty soils, organic silts

Organic clays of medium to high plasticity, organic silts

Silty sands, sand-silt mixtures Above "A" line with P.I.

between 4 and 7 are border-line cases requiring use of dual symbolsAtterberg limits above "A" line or P.I. greater than 7

Not meeting all gradation requirements for SW

Above "A" line with P.I.

between 4 and 7 are border-line cases requiring use of dual symbols

Not meeting all gradation requirements for GW

Le ss th an p e rc en t.

. G W

, G P

, S W

, S P

M or e th a n p er ce nt

G M

, G C

, S M

, S C to pe rc en t..

B or de rl in e ca se

4s r e qu iri ng d ua l s ym bo ls

D et er m in e pe rc en ta ge s of s an d a nd g ra ve l f ro m g ra in s iz e cu rv e, D ep en di ng o n pe rc en ta ge o f f in es fr ac tio n sm a lle r th a n N o.

si ev e) c oa rs e-gr ai ne d so ils a re c la ss ifi ed a s fo llo w s:

Poorly-graded gravels, gravel-sand mixtures, little or no fines

Inorganic clays of high plasticity, fat clays

Organic silts and organic silty clays of low plasticity

Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays

Inorganic silts and very fine sands, rock floor, silty or clayey fine sands or clayey silts with slight plasticity

Clayey sands, sand-clay mixtures

Atterberg limits below "A" line or P.I. less than 4

Poorly-graded sands, gravelly sands, little or no fines

Well-graded sands, gravelly sands, little or no fines

Clayey gravels, gravel-sand-silt mixtures

Silty gravels, gravel-sand-silt mixtures

Well-graded gravels, gravel-sand mixtures, little or no fines

Typical Names

C

C d u d

#1 to

#4 to

#2 t o

#4

2.

t o

4.

0.

to

.4

S ie ve s iz es m m

C oa rs e

M ed iu m

F in e

SM*

Division of GM and SM groups into subdivisions of d and u are for roads and airfields only. Subdivision is based on Atterberg Limits:

suffix d used when L.L. is 23 or less and the P.I. is 6 or less; the suffix is used when L.L. is greater than 26.

Borderline classifications used for soils possessing characteristics of two groups are designated by combinations of groups symbols.

For example; GW-GC, well-graded gravel-sand mixture with clay binder.

S an d #4 to

/4 in

3/ in to in

.1 t o

.2

B ou ld er s

C ob bl e

G ra ve l

C oa rs e u

F in e

4.

to

4.

in

. t o in

.2 t o

.8

Pt

OH

CH

MH

OL

CL

ML

SC

SP

SW

GC

GP

Major Divisions

GW

Group Symbols

C le an g ra ve l (L itt le o r n o fin es

S an ds w ith fi ne s

(A pp re ci ab le am ou n t o f fin es

.0

0.

t o

2.

S ie ve m m M at er ia l

M at er ia l

S ilt o r cl ay in

. t o in

C le an s an ds

(L itt le o r n o fin es

G ra ve ls

(M o re t ha n ha lf of c oa rs e fr a ct io n is la rg er th an

N o.

s ie ve s iz e)

S an ds (M o re t ha n ha lf of c oa rs e fr a ct io n is s m al le r th a n

N o.

s ie ve s iz

e) S ilt s an d

C la ys (L iq ui d lim it gr ea te r th an

0)

S ilt s an d C la ys

(L iq ui d lim it le ss th an

H ig hl y

O rg an ic

S oi ls

C oa rs e-

G ra in ed s oi ls (M o re t ha n ha lf th e m at er ia l i s la rg er t ha n N o.

s ie ve s iz e)

Laboratory Classification Criteria

F in e- G ra in ed s oi ls

(M o re t ha n ha lf th e m at er ia l i s sm al le r th an

N o.

s ie ve s iz e)

GENERAL NOTESTERMS DESCRIBING CONSISTENCY OR CONDITION

SPT Blow CountDescriptive Terms

< 2 2 to 4 4 to 8 8 to 15 15 to 30 > 30

< 25 25 to 50 50 to 100 100 to 200 200 to 400 > 400

Very soft Soft Medium stiff Stiff Very stiff Hard

Unconfined Compressive Strength kPa

Relative Density SPT Blow CountDescriptive Terms

0 to 15 % 15 to 35 % 35 to 65 % 65 to 85 % 85 to 100 %

Very loose Loose Medium dense Dense Very dense

1. Classifications are based on the United Soil Classification System and include consistency, moisture, and color. Field descriptions have been modified to reflect results of laboratory tests where deemed appropriate.

2. Surface elevations are based on topographic maps and estimated locations.

3. Descriptions on these boring logs apply only at the specific boring locations and at the time the borings were made. They are not guaranteed to be representative of subsurface conditions at other locations or times.

Key to Soil Symbols and Terms

0 10 20 30 40 50 60 70 80 90 100 1100

Plasticity Chart

FOR CLARIFICATION OF FINE-GRAINED SOIL AND

FINE-GRAINED FRACTION OF COARSE-GRAINED SOILS

LIQUID LIMIT (LL)

P

LA

S T

IC

IT

Y I

N D

E X

P

I) between 1 and 3greater than 4;

10D x D60

D 30( )2D 60

10D

U greater than 6; between 1 and 3C = C

C 10D x D60

D 30( )2D 60

10D

P ar tic le

S iz e

G ra ve l w ith fi ne s

(A pp re ci ab le am ou n t o f fin es

P ar tic le

S iz e

FINE-GRAINED SOILS (major portions passing on No. 200 sieve): includes (1) inorganic and organic silts and clays, (2) gravelly, sandy, or silty clays, and (3) clayey silts. Consistency is rated according to shearing strength, as indicated by penetrometer readings, SPT blow count, or unconfined compression tests.

GM*

4.

t o

.1

COARSE-GRAINED SOILS (major portions retained on No. 200 sieve): includes (1) clean gravel and sands and (2) silty or clayey gravels and sands. Condition is rated according to relative density as determined by laboratory tests or standard penetration resistance tests.

OR

ORCL

OL

MH OH

OR

CL-ML

"A " L

IN

E"U

" L

IN

E

CH

OH

ML OLOR

Owner2 Text Box Project: WNY Cemetery Phase 1B Project Location: Pembroke, NY Project Number: 2020-172

Geotechnical Boring Log

Project Number: R.S B-1 Ground Elevation: CMK 1 of 1

Drill Rig: DRY

Drill Method: DRY

Driller: DRY

2 0.5

1 2 11

2 4 2

3 5 6.3

4 5 4

5 6 2.1

6 8

7 8 4.5

8 9 8

9 16 2.3

10 22

12 12

14 7 7.3

15 11 15

(SP) BROWN MEDIUM DENSE POORLY-GRADED SAND,

MOIST

Bottom of Borehole: 15 FT

2020-172

10.8

7.2

13.2

12 17

SPT

(SW) BROWN MEDIUM DENSE WELL-GRADED SAND

WITH GRAVEL, MOIST

(SW) BROWN LOOSE WELL-GRADED SAND WITH

ROOTS, MOIST

(SW) BROWN LOOSE WELL-GRADED SAND WITH

GRAVEL, MOIST

(SP) BROWN DENSE POORLY-GRADED SAND, MOIST

Sheet:

Depth To Groundwater After Auger Removal:

Depth To Groundwater While Drilling:

Depth To Groundwater Before Auger Removal:

M.MARSHALL

Location:

Started:

PEMBROKE, NY

11/6/2020

7822 DT

3.25 HSA

Blow

Count Per

6 inches

N

(bpf)

TOPSOIL, MOIST

Client:

(SP) BROWN MEDIUM DENSE POORLY-GRADED SAND,

MOIST

Boring Number

Pocket

Penet.

(tsf)

Moisture

Content (%)

Project Name:

Strata

Change

Depth (ft.)

Logged By:

Checked By:

WNY CEMETERY PHASE 1B

THE LA GROUP 859.4 FT

Completed: 11/6/2020

Depth

(ft)

Sample

Type

Graphic

Log

R e co v e ry

(i n ch

SPT

SPT

SPT

SPT

SPT

USCS Material Description

Project Number: R.S B-2 Ground Elevation: CMK 1 of 1

Drill Rig: DRY

Drill Method: DRY

Driller: DRY

1 0.5

1 1 15.3

2 2 2

3 3 11.3

4 3 4

5 2 6.3

6 2 6

7 3 4.1

8 3 8

9 6 12.5

10 7

12 12

14 3 14 2 12.8

6 2

15 7 15

(SP) GRAY-BROWN LOOSE POORLY GRADED SAND,

MOIST

(CL-ML) BROWN STIFF SANDY SILTY CLAY, MOIST

(CL-ML) GRAY-RED STIFF SANDY SILTY CLAY, MOIST

(SP) GRAY-BROWN MEDIUM DENSE POORLY GRADED

SAND, MOIST

(SM) BROWN VERY LOOSE SILTY SAND, MOIST

SPT 14.4 13

SPT 21.6 9

Depth To Groundwater While Drilling:

Started: 11/6/2020 3.25 HSA Depth To Groundwater Before Auger Removal:

Client: THE LA GROUP 854.6 FT Checked By: Sheet:

SPT 12 4

SPT 15.6 5

Location: PEMBROKE, NY 7822 DT

Moisture

Content (%)

SPT 12 3

SPT 18 6

TOPSOIL, MOIST

Completed: 11/6/2020 M.MARSHALL Depth To Groundwater After Auger Removal:

Depth

(ft)

Sample

Type

R e co v ch ) Blow

Count Per

6 inches

Graphic

Log

N

(bpf) USCS Material Description

Strata

Change

Depth (ft.)

Pocket

Penet.

(tsf)

(SP) BROWN VERY LOOSE POORLY GRADED SAND

WITH ROOTS, MOIST

(SP) BROWN LOOSE POORLY GRADED SAND WITH

GRAVEL, MOIST

Project Name: WNY CEMETERY PHASE 1B 2020-172 Logged By: Boring Number

Bottom of Borehole: 15 FT

Project Number: R.S B-3 Ground Elevation: CMK 1 of 1

Drill Rig: DRY

Drill Method: DRY

Driller: DRY

1 17 12.3

2 8 2

3 10 4 19.5

4 6 4

SPT 7.2 50/.3 50+ 4.3

Project Name: WNY CEMETERY PHASE 1B 2020-172 Logged By: Boring Number

Client: THE LA GROUP 850.5 FT Checked By: Sheet:

Location: PEMBROKE, NY 7822 DT Depth To Groundwater While Drilling:

Started: 11/6/2020 3.25 HSA Depth To Groundwater Before Auger Removal:

Completed: 11/6/2020 M.MARSHALL Depth To Groundwater After Auger Removal:

Depth

(ft)

Sample

Type

R e co v ch ) Blow

Count Per

6 inches

Graphic

Log

N

(bpf) USCS Material Description

Strata

Change

Depth (ft.)

Pocket

Penet.

(tsf)

LIMESTONE BEDROCK

Bottom of Borehole: 4.3 FT

Moisture

Content (%)

SPT 12 29

SPT 10.8 16

(CLS) BROWN VERY STIFF SANDY CLAY WITH GRAVEL,

MOIST

(SW) BROWN LOOSE WELL-GRADED SAND WITH

GRAVEL, MOIST

Refusal Depth: 4.3 FT

Test Pit was performed to verify presence of limestone bedrock.

Project Number: R.S B-4 Ground Elevation: CMK 1 of 1

Drill Rig: DRY

Drill Method: DRY

Driller: DRY

1 3 3 17.4

2 2 2

3 11 12.4

4 10 4

SPT 0 50/.1 50+ 4.1

Project Name: WNY CEMETERY PHASE 1B 2020-172 Logged By: Boring Number

Client: THE LA GROUP 854.7 FT Checked By: Sheet:

Location: PEMBROKE, NY 7822 DT Depth To Groundwater While Drilling:

Started: 11/6/2020 3.25 HSA Depth To Groundwater Before Auger Removal:

Completed: 11/6/2020 M.MARSHALL Depth To Groundwater After Auger Removal:

Depth

(ft)

Sample

Type

R e co v ch ) Blow

Count Per

6 inches

Graphic

Log

N

(bpf) USCS Material Description

Strata

Change

Depth (ft.)

Pocket

Penet.

(tsf)

Test Pit was performed to verify presence of limestone bedrock.

Refusal Depth: 4.1 FT

LIMESTONE BEDROCK

Bottom of Borehole: 4.1 FT

Moisture

Content (%)

SPT 12 6

SPT 4.8 20

(CLS) BROWN MEDIUM STIFF SANDY CLAY WITH

GRAVEL, MOIST

(SW) BROWN MEDIUM DENSE WELL-GRADED SAND

WITH GRAVEL, MOIST

Project Number: R.S B-5 Ground Elevation: CMK 1 of 1

Drill Rig: DRY

Drill Method: DRY

Driller: DRY

1 3 15.8

2 5 2

3 6 4.2

4 7

5 1

1 5.5

6 50/.3 5.8

Location: PEMBROKE, NY 7822 DT Depth To Groundwater While Drilling:

Started: 11/6/2020 3.25 HSA Depth To Groundwater Before Auger Removal:

Completed: 11/6/2020

Project Name: WNY CEMETERY PHASE 1B 2020-172 Logged By: Boring Number

Client: THE LA GROUP 853.4 FT Checked By: Sheet:

Depth

(ft)

Sample

Type

R e co v ch ) Blow

Count Per

6 inches

Graphic

Log

N

(bpf) USCS Material Description

Strata

Change

Depth (ft.)

Pocket

Penet.

(tsf)

Moisture

Content (%)

SPT 13.2 7

SPT 4.8 13

M.MARSHALL Depth To Groundwater After Auger Removal:

SPT 2.4 50+

Test Pit was performed to verify presence of limestone bedrock.

(SM) BROWN LOOSE SILTY SAND WITH GRAVEL, MOIST

Refusal Depth: 5.8 FT

LIMESTONE BEDROCK

(SW) GRAY MEDIUM DENSE WELL-GRADED SAND WITH

GRAVEL, MOIST

Bottom of Borehole: 5.8 FT

Project Number: R.S B-6 Ground Elevation: CMK 1 of 1

Drill Rig: DRY

Drill Method: DRY

Driller: DRY

1 3 15.3

2 7 2

3 14 9.2

11 3.5

4 50/.4 3.9

Test Pit was performed to verify presence of limestone bedrock.

Project Name: WNY CEMETERY PHASE 1B 2020-172 Logged By: Boring Number

Client: THE LA GROUP 850.9 FT Checked By: Sheet:

Location: PEMBROKE, NY 7822 DT Depth To Groundwater While Drilling:

Depth To Groundwater After Auger Removal:

Depth

(ft)

Sample

Type

R e co v ch ) Blow

Count Per

6 inches

Graphic

Log

N

(bpf) USCS Material Description

Strata

Change

Depth (ft.)

Pocket

Penet.

(tsf)

(SM) BROWN LOOSE SILTY SAND WITH GRAVEL, MOIST

Bottom of Borehole: 3.9 FT

Refusal Depth: 3.9 FT

(SW) GRAY MEDIUM DENSE WELL-GRADED SAND WITH

GRAVEL, MOIST

LIMESTONE BEDROCK

Moisture

Content (%)

SPT 12 8

Depth To Groundwater Before Auger Removal:

Completed: 11/6/2020 M.MARSHALL

SPT 4.8 25

Started: 11/6/2020 3.25 HSA

ATTERBERG LIMITS TEST

S

M

D

8-

Project : WNY Cemetery Phase IB Kenney Geotechnical

Client : The LA Group

Job No.: 2020-172

Location : Pembroke

NovoLAB 4.0.2020.1121 Licensed to: Kenney Geotechnical (cmk@kenneygeotechnical.com) Printed On 11/24/2020 By KENNEYGEOTECH\jsaxton

Page 1 / 1

USCS Soil Description :

AASHTO Soil Description :

Tested By :

RS

Liquid Limit

Cont. W (lb) Cont. + Wet Soil W (gr) Cont. + Dry Soil W (gr) # of Blows Moisture Content (%)

13.57 18.78 17.77 16 24

13.43 19.74 18.62 24 21.6

13.91 19.68 18.69 40 20.7

Plastic Limit

Cont. W (lb) Cont. + Wet Soil W (gr) Cont. + Dry Soil W (gr) Moisture Content (%)

13.63 15.98 15.7 13.5

13.4 15.45 15.2 13.9

13.72 15.86 15.59 14.4

LL = 22.1 % PL = 14 % PI=8.1

Borehole : B-2

Sample Depth : 13 (ft)

Classification : (N/A)

Sample Type : SPT Split Spoon

Sieve Analysis Test

S

-6

Project : WNY Cemetery Phase IB

Client : The LA Group

Job No.: 2020-172

Location : Pembroke

NovoLAB 4.0.2020.1121 Licensed to: () Printed On 11/23/2020 By KENNEYGEOTECH\jsaxton

Page 1 / 1

USCS Soil Description : Well Graded Silty Gravel AASHTO Soil Description : Stone fragments, gravel, sand (0)

Tested By :

rs

Classification

Borehole Sample Depth

(ft)

D10 (mm)

D30 (mm)

D50 (mm)

D60

(mm) Cc Cu LL (%) PI (%) Disp. (%) USCS AASHTO

B-1 4 0.107 1.307 4.566 8.105 1.97 75.748 - - N/A GW-GM A-1-b(0)

Particle Distribution (%)

Clay Silt Sand Gravel C o bb le

8.1 42.7 38.4 10 .8

Borehole : B-1

Sample Depth : 4 (ft)

Classification : GW-GM | A-1-b(0)

Sample Type : SPT Split Spoon

Owner2 Text Box Partical Size

S

-6

Project : WNY Cemetery Phase IB

Client : The LA Group

Job No.: 2020-172

Location : Pembroke

NovoLAB 4.0.2020.1121 Licensed to: () Printed On 11/23/2020 By KENNEYGEOTECH\jsaxton

Page 1 / 1

USCS Soil Description :

AASHTO Soil Description :

Tested By :

RS

Classification

Borehole Sample Depth

(ft)

D10 (mm)

D30 (mm)

D50 (mm)

D60

(mm) Cc Cu LL (%) PI (%) Disp. (%) USCS AASHTO

B-1 6 0.077 0.192 0.33 0.466 1.027 6.052 - - N/A SW-SM A-3(0)

Particle Distribution (%)

Clay Silt Sand Gravel C o bb le

9.5 67.5 19 4

Borehole : B-1

Sample Depth : 6 (ft)

Classification : (N/A)

Sample Type : SPT Split Spoon

Owner2

S

-6

Project : WNY Cemetery Phase IB

Client : The LA Group

Job No.: 2020-172

Location : Pembroke

NovoLAB 4.0.2020.1121 Licensed to: () Printed On 11/23/2020 By KENNEYGEOTECH\jsaxton

Page 1 / 1

USCS Soil Description : Silty Sand AASHTO Soil Description : A-4, Silty soils (0)

Tested By :

RS

Classification

Borehole Sample Depth

(ft)

D10 (mm)

D30 (mm)

D50 (mm)

D60

(mm) Cc Cu LL (%) PI (%) Disp. (%) USCS AASHTO

B-2 4 1 1 0.077 0.091 10.989 0.091 - - N/A SM A-4(0)

Particle Distribution (%)

Clay Silt Sand Gravel C o bb le

48.1 51.7 - 0.

Borehole : B-2

Sample Depth : 4 (ft)

Classification : SM | A-4(0)

Sample Type : SPT Split Spoon

Owner2

S

-6

Project : WNY Cemetery Phase IB

Client : The LA Group

Job No.: 2020-172

Location : Pembroke

NovoLAB 4.0.2020.1121 Licensed to: () Printed On 11/23/2020 By KENNEYGEOTECH\jsaxton

Page 1 / 1

USCS Soil Description : Poorly Graded Silty Sand AASHTO Soil Description : Fine sand (0)

Tested By :

RS

Classification

Borehole Sample Depth

(ft)

D10 (mm)

D30 (mm)

D50 (mm)

D60

(mm) Cc Cu LL (%) PI (%) Disp. (%) USCS AASHTO

B-2 6 0.076 0.105 0.146 0.18 0.806 2.368 - - N/A SP-SM A-3(0)

Particle Distribution (%)

Clay Silt Sand Gravel C o bb le

9.6 89.9 - 0.

Borehole : B-2

Sample Depth : 6 (ft)

Classification : SP-SM | A-3(0)

Sample Type : SPT Split Spoon

Owner2 ro je c t N o

-1

D a te

P ro je c t N a m e

W N Y C e m e ta ry P h a s e B a tu r a l M o is tu r e C o n te t

T

M D

S a m p le

B -1 -4

B -1 -2

B -2 -2

B -2 -4

B -3 -2

B -3 -4

B -4 -2

B -4 -4

T a re N a m e

E E L

L M T P

W G A S

F R E D

D A D

C M K L

R A Y

D O E

T a re W e ig h t:

.1

.9

.7

.8

.6

.6

.8

.8

T a re W e t S a m p le W t.

.5

.3

.5

.9

.7

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.6

.9

T a re D ry S a m p le W t.

.7

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.8

.1

.2

.2

.6

H W t.

.9

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.1

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.6

.6

.4

.3

D ry S a m p le W t.

.6

.2

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.0

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.8

M C H W t.

m p le W t.

x

.3

.0

.3

.3

.3

.5

.4

.5

S a m p le

B -5 -2

B -5 -4

B -6 -2

B -6 -4

-6

B -1 -1

B -2 -1

B -1 -6

T a re N a m e

A B E

Z E B R A

S T E V E T

L

IN

K

JU

JJ

U

D U D E

D U C K

C C -2

T a re W e ig h t:

.9

.1

.9

.7

.5

.4

.5

.5

T a re W e t S a m p le W t.

.9

.0

.5

.5

.5

.6

.4

.8

T a re D ry S a m p le W t.

.2

.5

.7

.1

.9

.2

.2

.3

H W t.

.6

.4

.8

.4

.6

.5

.2

.5

D ry S a m p le W t.

.3

.5

.8

.4

.4

.7

.7

.8

M C H W t.

m p le W t.

x

.8

.2

.3

.2

.8

.3

.5

.1

S a m p le

B -2 -6

B -2 -8

B -1 -8

B -1 -1

B -2 -1

T a re N a m e

C C -3

D A W G

C C -5

C C -6

P R P

T a re W e ig h t:

.2

.2

.7

.2

.7

T a re W e t S a m p le W t.

.3

.8

.3

.8

.8

T a re D ry S a m p le W t.

.8

.7

.8

.7

.2

H W t.

.5

.1

.5

.1

.6

D ry S a m p le W t.

.6

.5

.1

.5

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M C H W t.

m p le W t.

x

.3

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.5

.3

.8

K e n n e y G e o te c h n ic a l E n g in e e ri n g S e rv ic e s, P L L C

O ff ic e H e rm a n R o a d S y ra c u s e N Y

M a il P .O

B o x W a rn e rs N Y

P h o n e -2

F a x -1

GEOTECHNICAL DESIGN REPORT

For the Proposed

Western New York National Cemetery

1232 Indian Falls Road

VA Project Number 936PC2002

Prepared For:

425 I Street NW

6E505E

Washington, DC 20001

Updated: June 1, 2016

FA Project No.: 154013

Table of Contents Page

1.0 Executive Summary

2.0 Introduction

2.1 General

2.2 Previous Investigations

2.3 Site Description

2.4 Project Description

3.0 Local Geology and Hydrogeology

3.1 Regional Geologic Conditions

3.2 Hydrogeologic Conditions

4.0 Subsurface Exploration

4.1 Scope of Investigation

4.2 Infiltration Testing

5.0 Subsurface Conditions Encountered

5.1 General

5.2 Pole Barn

5.3 Maintenance Building

5.4 Material Storage Bins

5.5 PIC/Administration Building

5.6 Honor Guard Building

5.7 Committal Service Shelter No. 1

5.8 Committal Service Shelter No. 2

5.9 Groundwater

6.0 Geotechnical Engineering and Construction Considerations

6.1 Foundation Recommendations

6.2 Floor Slabs

6.3 Foundation Recommendations

6.4 Lateral Earth Pressure and Subsurface Wall Drainage

6.5 Seismic Site Classification

6.6 Construction Dewatering Considerations

6.7 Earthwork Construction Considerations

6.8 Slope and Temporary Excavation Stability

6.9 Preliminary Pavement Sections

7.0 Construction Observation

8.0 Closing

Exhibit

Exhibit A - Terms & Definitions

Figures

Master Plan with Geotechnical Investigation Locations

North Section Master Plan with Geotechnical Investigation Locations

South Section Master Plan with Geotechnical Investigation Locations

Appendices

Appendix A – Monitoring Well Data

Appendix B – Phase 2 Subsurface Data

Appendix C – Phase 2A Supplemental Test Pit logs, Boring logs, and Soil Test Data

1.0 Executive Summary

This Geotechnical Design Report was prepared by Fisher Associates, P.E., L.S., L.A., D.P.C.

(Fisher Associates) to provide geotechnical recommendations for the proposed structures of the

Western New York National Cemetery as illustrated on the Master Plan 4 drawings prepared by

The LA Group dated October 27, 2015. The recommendations presented in this report make use of earlier geotechnical studies performed at the project site as well as new data developed by a subsurface investigation performed specifically for this study. The subsurface investigation performed for this study included the performance of ten test borings, eight test pits, and four infiltration tests.

The site is presently utilized as an agricultural field and also contains woodland and wetland.

Test pits indicate that the upper one to two feet of ground has organic matter from past tilling operations. The organic soil will need to be stripped and stockpiled prior to placement of proposed fill. Subsurface conditions on the north and south sides of the site are different. The northern portion of the site is underlain by approximately 3.5 to 14.5 feet of overburden with cobbles and boulders overlying hard limestone bedrock. The southern portion of the site is underlain by approximately 7 to 13 feet of sand overlying clay that extends to a depth of at least

20 feet below the ground surface. A perched water table is seasonally present in the overburden on the north end of the site, and has been found to be present year-round on the south side of the site. Bedrock below the site is karstic.

Proposed structures for the northern side of the site include the majority of the lawn crypts and columbarium, the Administration Building, Honor Guard Building and two Committal Shelters as well as roadways and utilities. Grading plans call for fill to be placed across the northern area to raise site elevations 6 feet to 18 feet so that shallow bedrock and perched groundwater will not interfere with cemetery construction. Proposed structures for the southern side of the site include a Maintenance Building, Pole Barn, and Material Storage Bins. Grading plans call for site elevations to be raised 5 feet to 7 feet in the southern area.

A summary of the geotechnical recommendations for the proposed structures at the site is as follows:

Structure

Finished Floor

Elevation

(feet)

Current Ground

Surface Elevation

+/- (feet)

Foundation

Bearing Grade

Material

Allowable

Bearing

Pressure (psf)

Slab Subgrade

Modulus (pci)

Pole Barn

(B-81 & B-81A) 848 843

Engineered Fill over loose sand 2500 200

Maintenance Bldg. (B-

82 & B-82A) 850 844

Engineered Fill over loose sand 2500 200

Material Storage Bin

(B-83) 850 845

Engineered Fill over loose sand 2500 200

PIC/Admin. Bldg. (B-

84 & B-88) 862 857

Engineered Fill over clayey sand 4000 200

Honor Guard Bldg. (B-

85)

853.9 845

Engineered Fill over clayey sand 4000 200

Commital Service

Shelter No.1 (B-86)

853.5 845

Engineered Fill over clayey sand 4000 200

Commital Service

Shelter No.2 (B-87)

852.6 846

Engineered Fill over clayey sand 4000 200

Western New York Veterans Cemetery June 1, 2016

Pembroke, Genesee County, New York Page 2

Stormwater management features will be constructed around the perimeter of the fill areas on the north and south sides of the site. Infiltration testing results for the site are as follows:

Location Infiltration Rate

(minutes per inch)

Inf. #1 (TP-4) 6.5

Inf. #2 (TP-6) 7.6

Inf. #3 (TP-7) 1.5

Inf. #4 (TP-8) 1.5

Proposed site access roads will be constructed on imported fill. Traffic loading information has not been provided at this stage. Assuming the earthwork recommendations in this report are followed, preliminary pavement recommendations for the site are as follows:

Course Minimum Compacted

Thickness (inches)

Minimum

Compacted In-

Place Density (%)

Asphalt Cement

Performance

Grade

Surface 9.5 mm 1.5 95 64-28

Binder 25 mm 3 95 64-28

Type 2 Subbase 12 95 n/a

We recommend that a woven geotextile is placed at the subbase/subgrade interface to provide separation from migration of fines. The geotextile should conform to NYSDOT MF-W Class 2 or approved alternate. Where roads are constructed on imported fill, geotextile can be omitted if a properly graded fill material is selected which would provide the same protection.

Refer to subsequent sections of the report for more details regarding our design recommendations, along with earthwork construction considerations. Please note italicized words are further defined in Exhibit A - Terms & Definitions.

Pembroke, Genesee County, New York Page 3

2.0 Introduction

2.1 General

This Geotechnical Design Report was prepared by Fisher Associates, P.E., L.S., L.A., D.P.C.

(Fisher Associates) to provide geotechnical recommendations for the proposed structures for the

Western New York National Cemetery as illustrated on the Master Plan 4 drawings prepared by

The LA Group dated October 27, 2015. The recommendations presented in this report make use of earlier geotechnical studies performed at the project site as well as new data developed by a subsurface investigation performed specifically for this study. The subsurface investigation performed for this study included the performance of ten test borings, eight test pits, and four infiltration tests.

2.2 Previous Investigations

Fisher Associates performed a previous subsurface investigation at the site as described in our June 4, 2015 report. Subsurface investigation was also previously performed at the site by SJB Services, Inc. (SJB) as part of the Conditions Assessment & Feasibility Report by

Tredo Engineers (Tredo) published August 22, 2013. The United States Geologic Survey

(USGS) performed a hydrogeologic assessment of the carbonate bedrock aquifer that underlies the site in 2010.

2.3 Site Description

The project site is an approximately 132 acre parcel located at the southeast intersection of Indian

Falls Road and Alleghany Road in Genesee County (see Figure 1). The site is currently farmland, meadow, and low-lying wooded area. The site slopes gently to the south towards the New York

State Thruway. Ground surface elevations range from approximately El. 861feet in the north to approximately El. 845 feet in the south.

2.4 Project Description

The proposed cemetery will be owned and operated by the Department of Veterans Affairs.

Development will include lawn crypts that will require burial depths of up to 8 feet, roadways, stormwater management systems, underground utilities, and support structures. The current grading and site layout plan for Master Plan 2 Schematic Design 2 is attached for reference.

Current grading plans call for importing fill to the site to raise site elevations up to 14 feet.

3.0 Local Geology and Hydrogeology

3.1 Regional Geologic Conditions

The site is located in a previously glaciated region of Upstate New York. The most recent glaciation occurred approximately 12,000 years ago, with the glaciers from the north essentially bulldozing existing soil and some rock, and then depositing material as they later melted.

Pembroke, Genesee County, New York Page 4

Regional surficial geologic mapping indicates that site soils within the northern half of the site are derived from a till moraine deposit. Till moraine deposits typically contain a heterogeneous mixture of clay to large boulders but is more permeable and less dense than basal glacial till. The surficial geologic mapping indicates soil in the southern portion of the site are derived from a proglacial glaciolacustrine deposit of silt and clay.

Bedrock in the area consists of carbonate rock including the lower Devonian age Onondaga

Limestone, the Akron Dolostone, and Bertie Formation. The Akron-Bertie Formation is stratigraphically below, and outcrops north of, the Onondaga Formation. The Akron-Bertie

Formation contains thin seams of gypsum (three to five feet thick). Bedrock typically dips to the south at approximately 40 to 50 feet per mile.

Carbonate bedrock is prone to chemical dissolution, and karst features have been mapped in the vicinity of the site by the U.S.