36C10F19R0040-007.pdf

SPECIFICATIONS

VOLUME 3 (APPENDICES)

WESTERN NEW YORK

NATIONAL CEMETERY

VA PROJECT NUMBER: 936PC2002

PHASE 1A 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 March 15, 2019

THIS PAGE INTENTIONALLY LEFT BLANK

WESTERN NEW YORK NATIONAL CEMETERY PROJECT NO. 936PC2002

PHASE 1A DEVELOPMENT 03-15-19

BID DOCUMENTS

TABLE OF CONTENTS

00 01 10 - 1

SECTION 00 01 10

VOLUME 1

DIVISION 00 - SPECIAL SECTIONS

00 00 00 Cover 00 01 07 Professional Seals & Signatures 00 01 10 Table of Contents 00 01 15 List of Drawing Sheets

DIVISION 01 - GENERAL REQUIREMENTS

01 00 01 General Requirements 01 32 16.13 Network Analysis Schedules 01 33 23 Shop Drawings, Product Data, and Samples 01 35 27 Safety Requirements for National Cemetery Projects 01 42 19 Reference Standards 01 45 00 Quality Control 01 45 29 Testing Laboratory Services 01 45 50 Special Inspections / Testing & Structural Observations 01 57 19 Temporary Environmental Controls 01 74 19 Construction Waste Management 01 81 11 Sustainable Design Requirements 01 81 11.01 LEED 2009 for New Construction and Major Renovation Project Scorecard 01 81 11.02 Guiding Principles Checklist 01 91 00 General Commissioning Requirements

DIVISION 02 – EXISTING CONDITIONS

02 41 10 Demolition and Site Clearing

DIVISION 03 – CONCRETE

03 30 53 Cast-in-Place Concrete 03 48 21 Precast Concrete Burial Crypts (Double Depth Lawn Crypt)

DIVISION 04 – MASONRY

04 05 13 Masonry Mortaring 04 05 16 Masonry Grouting 04 20 00 Unit Masonry 04 40 10 Cut Stone Assemblies 04 41 00 Dry Stone Wall System 04 43 00 Natural Stone Veneer

DIVISION 05 – METALS

05 05 13 Shop-Applied Coatings for Metal 05 12 00 Structural Steel Framing 05 31 00 Steel Decking 05 40 00 Cold-Formed Metal Framing

00 01 10 - 2

05 44 00 Cold-Formed Metal Trusses 05 50 00 Metal Fabrications

DIVISION 06 – WOOD, PLASTICS AND COMPOSITES

06 10 00 Rough Carpentry 06 20 00 Finish Carpentry

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

07 11 13 Bituminous Dampproofing 07 13 52 Modified Bituminous Sheet Waterproofing 07 21 13 Thermal Insulation 07 22 00 Roof and Deck Insulation 07 27 27 Self-Adhering Water Resistive Air Barrier 07 41 13 Standing Seam Metal Roofing 07 46 46 Cement Fiber Siding 07 60 00 Flashing and Sheet Metal 07 84 00 Firestopping 07 92 00 Joint Sealants 07 95 13 Expansion Joint Cover Assemblies

DIVISION 08 - OPENINGS

08 11 13 Hollow Metal Doors and Frames 08 14 00 Interior Wood Doors 08 31 13 Access Doors and Frames 08 41 13 Aluminum-Framed Entrances and Storefronts 08 51 13 Aluminum Windows 08 56 59 Service Window Unit 08 66 10 Operable Security Screens 08 71 00 Door Hardware 08 71 13.11 Low Energy Power Assist Door Operators 08 80 00 Glazing 08 90 00 Louvers and Vents

DIVISION 09 – FINISHES

09 22 16 Non-Structural Metal Framing 09 29 00 Gypsum Board 09 30 13 Tiling 09 51 00 Acoustical Ceilings 09 65 13 Resilient Base and Accessories 09 65 19 Resilient Tile Flooring 09 68 00 Carpeting 09 91 00 Painting

DIVISION 10 – SPECIALTIES

10 11 13 Markerboards 10 14 00 Exterior Signage 10 14 05 Interior Signage (with Attachment)

00 01 10 - 3

10 21 13 Toilet Compartments 10 28 00 Toilet and Bath Accessories 10 44 13 Fire Extinguisher Cabinets 10 51 13 Metal Lockers 10 75 00 Flagpoles

DIVISION 11 - EQUIPMENT

11 83 00 Global Navigation Satellite System (GNSS) 11 83 02 GNSS & GIS Mapping and Geodata

DIVISION 12 – FURNISHINGS

12 24 00 Window Shades 12 48 13 Entrance Floor Mats and Frames

DIVISION 13 - SPECIAL CONSTRUCTION

13 34 19 Metal Building Systems

DIVISION 22 – PLUMBING

22 05 11 Common Work Results for Plumbing 22 05 12 Gen. Motor Requirements for Plumbing Equipment 22 05 19 Meters and gages for Plumbing Piping 22 05 23 General-Duty Valves for Plumbing Piping 22 07 11 Plumbing Insulation 22 08 00 Commissioning of Plumbing Systems 22 11 00 Facility Water Distribution 22 11 23 Domestic Water Pumps 22 13 00 Facility Sanitary and Vent Piping 22 34 00 Fuel-Fired Domestic Water Heaters 22 40 00 Plumbing Fixtures 22 61 00 Facility Liquefied-Petroleum Gas Piping

00 01 10 - 4

VOLUME 2

DIVISION 23 – HEATING, VENTILATING, AND AIR CONDITIONING

(HVAC)

23 05 11 Common Work Results for HVAC 23 05 12 General Motor Requirements for HVAC Equipment 23 05 41 Noise and Vibration Control for HVAC Piping and Equipment 23 05 93 Testing, Adjusting, and Balancing for HVAC 23 07 11 HVAC and Plumbing Insulation 23 08 00 Commissioning of HVAC Systems 23 09 23 Direct-Digital Control System for HVAC 23 21 13 Hydronic Piping 23 21 23 Hydronic Pumps 23 23 00 Refrigerant Piping 23 25 00 HVAC Water Treatment 23 31 00 HVAC Ducts and Casings 23 34 00 HVAC Fans 23 37 00 Air Outlets and Inlets 23 40 00 HVAC Air Cleaning Devices 23 51 00 Breechings, Chimneys and Stacks 23 52 25 Low-Pressure Water Heating Boilers 23 72 00 Air-to-Air Energy Recovery Equipment 23 73 00 Indoor Central - Station Air-Handling Units (ERV – A1, A2 & D2) 23 81 00 Unitary HVAC Equipment 23 81 43 Variable Refrigerant Flow Air-Source Unitary Heat Pumps (VRF) 23 82 00 Convection Heating (Radiators) 23 82 16 Air Coils 23 82 39 Unit Heaters

DIVISION 26 – ELECTRICAL

26 05 11 Requirements for Electrical Installations 26 05 21 Low-Voltage Electrical Power Conductors and Cables (600 Volts and

Below)

26 05 26 Grounding and Bonding for Electrical Systems 26 05 33 Raceway and Boxes for Electrical Systems 26 05 41 Underground Electrical Construction 26 05 48 Seismic Protection for Electrical Devices 26 05 71 Electrical System Protective Device Study 26 08 00 Commissioning of Electrical Systems 26 09 23 Lighting Controls 26 22 00 Low-Voltage Transformers 26 24 16 Panelboards 26 27 13 Electric Metering 26 27 26 Wiring Devices 26 29 11 Motor Starters 26 29 21 Disconnect Switches 26 41 00 Facility Lightning Protection 26 43 13 Surge Protective Devices 26 51 00 Interior Lighting

00 01 10 - 5

26 56 00 Exterior Lighting

DIVISION 27 – COMMUNICATIONS

27 05 11 Requirements for Communications Installations 27 05 26 Grounding and Bonding for Communications Systems 27 05 33 Raceways and Boxes for Communications Systems 27 08 00 Commissioning of Communications Systems 27 10 00 Control, Communication and Signal Wiring 27 11 00 Telecommunications Room Fittings 27 15 00 Communications Structured Cabling 27 31 00 Voice Communications Switching and Routing Equipment 27 51 16 Public Address Systems

DIVISION 28 – ELECTRONIC SAFETY AND SECURITY

28 05 00 Common Work Results for Electronic Safety and Security 28 05 26 Grounding and Bonding for Electronic Safety and Security 28 05 28.33 Conduits and Backboxes for Electronic Safety and Security 28 08 00 Commissioning of Electronic Safety and Security Systems 28 10 00 Access Control 28 13 16 Physical Access Control System and Database Management 28 16 00 Intrusion Detection System 28 23 00 Video Surveillance 28 26 00 Electronic Personal Protection System 28 31 00 Fire Detection and Alarm

DIVISION 31 – EARTHWORK

31 20 00 Earth Moving 31 23 19 Dewatering 31 23 23.33 Flowable Fill 31 40 00 Soil Stabilization (Erosion Control)

DIVISION 32 – EXTERIOR IMPROVEMENTS

32 05 23 Cement and Concrete for Exterior Improvements 32 12 16 Asphalt Paving 32 17 23 Pavement Markings 32 30 00 Site Furnishings 32 31 13 Chain Link Fences and Gates 32 82 00 Irrigation Pumps 32 84 00 Planting Irrigation 32 90 00 Planting

00 01 10 - 6

DIVISION 33 – UTILITIES

33 08 00 Commissioning of Site Utility Systems 33 10 00 Water Utilities 33 30 00 Sanitary Sewerage Utilities 33 32 00 Sewage Effluent Pump Station 33 34 00 Septic System 33 40 00 Storm Sewer Utilities 33 46 13 Foundation Drainage

VOLUME 3

APPENDIX "A" – GEOTECHNICAL REPORT

APPENDIX “B” – MEMORANDUM OF AGREEMENT

APPENDIX “C” – AVOIDANCE PLAN LETTER

- - - END - - -

GEOTECHNICAL DESIGN REPORT

For the Proposed

Western New York National Cemetery

1232 Indian Falls Road

Town of Pembroke

Genesee County, New York

VA Project Number 936PC2002

Prepared For:

United States Department of Veterans Affairs

Office of Construction and Facilities Management

425 I Street NW

6E505E

Washington, DC 20001

Prepared by:

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. Geologic Survey (Reddy & Kappel, 2010). Karst features are the result of sinkholes and cavities formed in the carbonate bedrock. Sinkholes and cavities are more likely to form if the bedrock is at or near the ground surface, is overlain by a thin deposit of permeable soil, and receives large amounts of surface water flow. No karst features have been identified on the project site to date.

3.2 Regional Hydrogeological Conditions

The referenced U.S. Geologic Survey study indicates the carbonate bedrock underlying the site is an “extensive and high-yielding carbonate-rock aquifer that transmits water through solution-enlarged fractures, bedding planes, and other openings.” The bedrock aquifer primarily receives water from areas where overlying soils are thin or permeable and the bedrock is highly weathered.

Karst features, such as sinkholes and swallets, form preferential pathways into the aquifer and can result in large volumes of recharge during stormwater runoff events. Channels and cavities in the carbonate bedrock act like a pipeline and can convey the water long distances.

The U.S.G.S. study suggests the major structural feature in the project area is the Clarendon- Linden Fault Complex which forms a southwest to northeast series of faults through the bedrock.

These faults and the Onondaga Escarpment, which is located north of the site, are the major influence on groundwater flow patterns in the area. In general, true groundwater flows to the northwest towards Tonawanda Creek in the site vicinity.

4.0 Subsurface Exploration

4.1 Scope of Investigation

The subsurface exploration program performed for this study included ten test borings, eight test pits, and the performance of four infiltration tests. Borings B-81, B-81A, B-82, B-82A, and B-83 through B-88 were performed during the period of January 6, 2016 to January 7, 2016. Test pits were excavated on January 5, 2016. The explorations were performed by Kenney Geotechnical Engineering Services PLLC (Kenney Geotechnical) of Syracuse, New York using a track-mounted rotary drill rig and mini-excavator. The test borings were advanced to depths ranging from 6 feet to 20 feet below the ground surface (bgs). Test pits were advanced to depths up to 8 feet.

Pembroke, Genesee County, New York Page 5

The exploration locations were established in the field by Kenney Geotechnical personnel using global positioning system coordinates provided by Fisher Associates. The approximate exploration locations are superimposed on the Master Plan Grading and Drainage Plan (Figure 2).

Test borings were advanced to explore subsurface conditions at proposed structure locations:

Kenney Geotechnical prepared subsurface logs based on visual descriptions of recovered soil samples. The test boring and test pit logs are attached as Appendix C.

4.2 Infiltration Testing

Infiltration testing was performed at four locations using the methodology requested by The LA Group. Test results were as follows:

5.0 Summary of Subsurface Conditions

5.1 General

The generalized soil profile described below and shown on the test boring logs is intended to convey trends in subsurface conditions. The boundaries between the soil strata are approximate and are based on interpretations between widely spaced explorations. Actual soil transitions and conditions may vary between the subsurface exploration locations. See the attached exploration logs within Appendix C for more details regarding the subsurface conditions.

5.2 Pole Barn

Test borings B-81 and B-81A were advanced at the proposed pole barn location. The subsurface conditions encountered at this location consisted of approximately one foot of topsoil overlying approximately 4 feet to 8 feet of sand, overlying hard lean clay that extended to a depth of 20 feet below the ground surface. The sand was typically loose to medium dense. A perched water table was encountered in the sand at a depth of 2.5 feet at the time of drilling.

Structure Test Borings

Pole Barn B-81 & B-81A

Maintenance Building B-82 & B-82A

Material Storage Bins B-83

PIC/Administration Bldg. B-84 & B-88

Honor Guard Bldg. B-85

Commital Svc. Shelter 1 B-86

Commital Svc. Shelter 2 B-87

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

Pembroke, Genesee County, New York Page 6

5.3 Maintenance Building

Test borings B-82 and B-82A were advanced at the proposed maintenance building location. The subsurface conditions encountered at this location consisted of approximately one foot of topsoil overlying approximately 4 feet to 6.5 feet of sand, overlying stiff to hard lean clay that extended to a depth of 20 feet below the ground surface. The sand was typically loose to medium dense. A perched water table was encountered in the sand at a depth of 3 feet at the time of drilling.

5.4 Material Storage Bins

Test boring B-83 was advanced at the proposed material storage bin location. The subsurface conditions encountered at this location consisted of approximately one foot of topsoil overlying approximately 12 feet of sand, overlying very stiff to hard lean clay that extended to a depth of 20 feet below the ground surface. The sand was typically loose. A perched water table was encountered in the sand at a depth of 3.5 feet at the time of drilling.

5.5 PIC/Administration Building

Test borings B-84 and B-88 were advanced at the proposed PIC/Administration building location.

The subsurface conditions encountered at this location consisted of approximately one foot of topsoil overlying approximately 3 to 6 feet of medium stiff to very stiff sandy lean clay. A mixture of very dense sand, gravel, and clay was located beneath the sandy lean clay and extended to a depth of 7 feet to 10 feet bgs. A weathered bedrock layer was encountered at 7 feet to 10 feet, and auger refusal occurred on probable bedrock at depths of 9.2 feet and 12 feet bgs.

Groundwater was not encountered within the overburden at the time of drilling.

5.6 Honor Guard Building

Test boring B-85 was advanced at the proposed location of the Honor Guard Building. The subsurface conditions encountered at this location consisted of approximately one foot of topsoil overlying loose to medium dense clayey sand that extended to a depth of 8 feet bgs. Weathered bedrock was encountered below the clayey sand. Auger refusal occurred on probable bedrock at a depth of 9.2 bgs. Perched groundwater was encountered at a depth of 9.1 feet at the time of drilling.

5.7 Committal Service Shelter No.1

Test boring B-86 was advanced at the proposed location of Committal Service Shelter No. 1. The subsurface conditions encountered at this location consisted of approximately one foot of topsoil overlying loose to medium dense clayey sand that extended to a depth of 6 feet bgs. Weathered bedrock was encountered below the clayey sand. Auger refusal occurred on probable bedrock at a depth of 11.1 bgs. Perched groundwater was encountered at a depth of 9.4 feet at the time of drilling.

5.8 Committal Service Shelter No.2

Test boring B-87 was advanced at the proposed location of Committal Service Shelter No. 2. The subsurface conditions encountered at this location consisted of approximately one foot of topsoil overlying loose to medium dense clayey sand that extended to a depth of 6 feet bgs. Auger

Pembroke, Genesee County, New York Page 7 refusal occurred on probable bedrock at a depth of 6 feet bgs. Groundwater was not encountered at the time of drilling at this location.

5.9 Groundwater

The perched groundwater levels noted at the drilling locations may be impacted by regional and local site considerations and may fluctuate over time. The fluctuations can be due to seasonal variations in precipitation and variations in soil conditions between explorations.

6.0 Geotechnical Engineering and Construction Considerations

6.1 Foundation Recommendations

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:

All exterior footings should bear at least 48 inches below finished exterior grade for frost protection unless an insulated frost protection system is installed. Foundation walls should be protected against adfreeze pressures within the anticipated depth of frost penetration.

Drainage should be maintained away from foundations both during and after construction. Each footing excavation should be inspected by qualified geotechnical personnel and approved prior to placing reinforcing steel and concrete.

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

Pembroke, Genesee County, New York Page 8

6.2 Floor Slabs

Based on the proposed grading plan the proposed floor slabs will bear on imported fill. We recommend that:

The subgrade should be thoroughly compacted/densified, proof rolled, evaluated and prepared in accordance with our recommendations. All fills below structural components, including slabs, footings, and walls, should be compacted to 95%. See Exhibit A, Terms and Conditions, for additional detail.

The slab-on-grade floor system should be constructed over a minimum 12-inch thick layer of Structural Fill (i.e. Subbase Stone), where the existing fill remains in-place and the floors are lightly loaded.

Any deleterious materials, such as organics, soft soils, highly voided debris/rubble, existing structures, etc., which are present within the fill soils at the bottom of the subgrade excavation, should be further undercut, removed, and replaced with additional Structural Fill material.

A suitable stabilization/separation geotextile, such as Mirafi 500X, should be placed between the existing fill subgrades and the overlying Structural Fill layer.

The slab-on-grade floor slabs should be isolated from the building walls and designed to bear on the above recommended compacted Structural Fill layer.

The above subbase stone thickness is not designed for carrying construction vehicle loads.

Therefore, it may be desirable for the Contractor to temporarily increase the Subbase thickness within the building pad to provide a suitable working surface to stage the construction, carry construction vehicle loads and protect the underlying subgrades. This will be particularly important if construction proceeds during seasonally wet periods. The additional subbase stone material could then be removed in preparation for the actual floor construction and re-used as foundation backfill, pavement area subbase or as otherwise determined appropriate.

6.3 Foundation Backfill

We recommend that foundation elements be backfilled with compacted structural fill to provide support for the overlying pavements and other adjacent structures or facilities. In exterior areas where there are no overlying structures or facilities and uplift is not a concern, the backfill may consist of the select granular fill or structural fill. Backfill in these areas should be placed in lifts and compacted.

6.4 Lateral Earth Pressures and Foundation/Wall Drainage

The design of subsurface wall structures and earth retaining type walls should be based on lateral earth pressures generated by the earth backfill and any temporary or permanent surcharge loads, based on the following soil parameters. These parameters are based on the wall backfill, beyond the foundation drainage system, consisting of Select Granular Fill or Structural Fill. Subsurface walls that are designed for restrained or non-yielding conditions should be designed using “at rest” lateral earth pressures. Earth retaining walls, for which some limited movement is acceptable, can be designed on the basis of “active” lateral earth pressures.

Pembroke, Genesee County, New York Page 9

Recommended Soil Parameters for Below Grade Wall Design

Coefficient of Passive Lateral Earth Pressure

(Kp)

Coefficient of At- Rest Lateral Earth

Pressure (Ko)

Coefficient of Active Lateral Earth Pressure

(Ka)

Angle of Internal Friction

Total Unit Weight of

Soil (pcf)

Submerged Unit Weight of Soil (pcf)

3.0 0.5 0.33 30° 110 48

Foundation drains should be incorporated into the below grade wall design and any earth retaining walls, to relieve potential hydrostatic pressures. Water must not be allowed to collect against the backfilled wall unless the walls are designed for the additional hydrostatic pressure.

The drainage system must be properly designed, installed and maintained for long-term performance. The design should include such features as clean-outs to properly maintain the system.

The drains should be installed at the proposed foundation bearing elevations and the drainage system should drain to a sump(s) and pump system or a suitable gravity drainage system.

The foundation drainage system should include a non-woven geotextile, selected considering drainage and filtration, installed around drainage stone surrounding a slotted under-drain pipe.

The drainage stone should be sized in accordance with the pipe slotting or perforations. A crushed aggregate conforming to NYSDOT Standard Specifications Section 703-02, Size Designation No. 1 or No. 2 is generally acceptable. The foundation drainage stone and surrounding geotextile should extend above the drainpipe a minimum of 2 feet.

6.5 Seismic Site Classification

We developed the seismic design classification in accordance with the 2010 Building Code of New York State, based on the available subsurface information. Because of the differing subsurface conditions between the north and south areas of the site, we developed a seismic design classification for each. The North area is the portion of the site which has been referred to in past reports as areas “A” and “B”, and generally includes the (currently) cultivated field areas north. The North area is further characterized by less than approximately 20 ft. of soil overburden overlying rock. The South area is the portion of the site which has been referred to in past reports as areas “C” and “D”, and generally includes the wetlands and adjacent areas south of the cultivated field. Overburden is 20 ft. or greater to rock. The following table presents the recommended seismic site design data:

Under the current plan, all buildings are rated Seismic Site Class “B” with the exception of the Maintenance building, which is rated Seismic Site Class “D”. See Exhibit A - Terms & Definitions section at the end of this report for more information regarding the Seismic Site Classification.

Area Site Class SDS SD1 SMS SM1 SS S1

NORTH B 0.142 0.041 0.212 0.062 0.212 0.062

SOUTH D 0.227 0.099 0.34 0.148 0.212 0.062

Pembroke, Genesee County, New York Page 10

6.6 Construction Dewatering Considerations

Construction dewatering will be required for surface water control and for excavations which encounter groundwater conditions. Surface water and groundwater should be diverted away from open excavations and prevented from accumulating on exposed subgrades.

Dewatering should be implemented in conjunction with excavation work such that the work generally proceeds in the dry. Excavation dewatering should be implemented sufficiently ahead of the excavation to maintain the groundwater levels at least 1 to 2 feet below the bottom of the excavation. If adequate dewatering is not completed, groundwater seepage and instability of the excavation bottom and sidewall could occur, particularly where the more permeable soil deposits are present. The amount of groundwater infiltration will depend on the soil condition encountered.

As a minimum the use of sump and pump methods of dewatering will be necessary to control groundwater. Dewatering from the sumps should be commenced in advance of the excavation work to allow the groundwater to start to be drawn down. Dewatering sumps and wells should be designed to prevent the loss of fines from the soils. In addition, the selected dewatering system should be designed such that the resulting well drawdown does not adversely impact the adjacent utilities and structure foundations. Discharges from the dewatering system should be in accordance with permitted site storm-water management practices. Dewatering pumps should be operated on a continual basis, until the foundation is sufficiently and properly backfilled above the groundwater conditions.

6.7 Earthwork Construction Considerations

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. Based on the soils encountered in the subsurface explorations, exposed subgrade materials below stripped organic soil will generally consist of silty sand and clayey sand. Due to the grain size and composition, these soils will be sensitive to disturbance and strength degradation in the presence of excess moisture. These soils will also be frost susceptible if left exposed to inclement weather conditions during construction.

A large quantity of fill material will need to be imported to the site to establish subgrade elevations indicated by the finish grades illustrated on the grading plans. The source of this fill material has not been identified at this stage of design. In general, we recommend that the fill consist of natural soil free of organic matter or deleterious materials conforming to the following gradation:

A gradation ratio of #200/#40 < 70% is recommended. The fill material must be thoroughly compacted. We recommend that the site preparation work be performed during seasonally dry

Sieve Percent Finer

4" 100

#40 0 to 60

#200 0 to 40

Pembroke, Genesee County, New York Page 11 periods to minimize potential for degradation of the subgrade soils and undercuts which may become necessary to establish a stable base for construction. Excavation to the proposed subgrades should be performed using a method which reduces disturbance to the subgrade soils such as a backhoe equipped with a smooth blade bucket.

Site preparation for the slab-on-grade and pavement areas should include densification, proper subgrade preparation, proof rolling and all efforts should be made to minimize the potential for degradation of the subgrade soils.

Compacted Select Granular Fill may be used in general site grading operations and as backfill against exterior foundation walls. We do not recommend reuse of the excavated soils due the fine-grain nature of the soils. However these excavated soils may be considered for general site grading or trench backfilling in areas where overlying structures, pavement areas or other site facilities are not proposed, providing they are free of any organics, particles greater than 6-inch diameter, deleterious materials, and can be properly compacted.

6.8 Slope and Temporary Excavation Stability

It may be necessary to use temporary shoring to stabilize excavations during construction.

Temporary excavation slopes must be evaluated by the Contractor’s on-site Responsible Person.

The site soils within the anticipated depth of excavation will be prone to erosion and softening during heavy precipitation. The Contractor must continually re-evaluate slopes to ensure safe conditions exist for on-site personnel. Consideration should be given to applying sheets of polyethylene to cuts slopes in soil to prevent washouts during rain events.

6.9 Pavement Sections

Proposed site access roads will be constructed on imported fill. Two types of pavement sections were evaluated for this project: heavy duty (capacity to support HS-20 Truck Loads) and light duty (cars and Class 5 trucks). Assuming the earthwork recommendations in this report are followed, pavement recommendations are:

Light Duty Heavy Duty

Surface 9.5 mm 1.5 1.5 95 64-28 Binder 25 mm 2.5 3.5 95 64-28

Type 2 Subbase 12 15 95 n/a

Minimum Compacted

Thickness (inches)Course Minimum Compacted

In-Place Density (%)

Asphalt Cement

Performance Grade

We recommend that a woven geotextile is placed at the subbase/subgrade interface in areas where 2 ft. or less of road section is used, where road section includes imported fill, subbase, and pavement. The geotextile should conform to NYSDOT MF-W Class 2 or approved alternate.

Pembroke, Genesee County, New York Page 12

7.0 Construction Observation

We recommend that a geotechnical engineer, and/or a qualified engineering technician, working under the direction of the geotechnical engineer, be retained during construction. The Engineer and/or their representative will make observations of the prepared subgrade and bearing surfaces to review that unsuitable materials have been removed. The Engineer or their representative will also observe the subsurface conditions exposed during construction for comparison to the exploration data. This will allow for adjustments that may be necessary to accommodate actual soil conditions revealed at the proposed improvement location.

8.0 Closing

We prepared this report to provide information about potential geotechnical design and construction considerations for the proposed cemetery. Test borings and test pits were made as part of this evaluation, and the recommendations provided herein are based on information available from the subsurface explorations. This report presents field observations, data collection and research, results, and professional opinions, and may be subject to modification if others develop subsequent information. The report has been prepared in accordance with generally accepted soil and foundation engineering practice, and no other warranty, expressed or implied, is made.

This report has been prepared for the specific and exclusive use of the United States Department of Veterans Affairs, and the design team for this project and site. The report and the findings in the report shall not, in whole or in part, be disseminated or conveyed to any other party, or used or relied upon by any other party, except for the specific purpose and to the specific parties alluded to above, without the prior written consent of Fisher Associates. Fisher Associates would be pleased to discuss the conditions associated with any such additional dissemination, use, or reliance by other parties.

These conclusions and recommendations do not reflect variations in subsurface conditions which could exist in unexplored areas of the site. Regardless of the thoroughness of a subsurface exploration, there is a possibility that conditions between test borings will differ from those at the boring locations, that the conditions are not anticipated by the designers, or that the construction process has altered the soil conditions. Therefore, an experienced geotechnical engineer should evaluate earthwork and foundation construction to verify that the field conditions match those anticipated in design, as recommended above.

In the event changes are made in the proposed constructions plans, the recommendations presented in this report shall be reviewed by the geotechnical engineer and the conclusions of this report modified or verified in writing.

EXHIBIT A

Terms and Definitions

Compacted: All fill beneath structural elements, slab-on-grade, pavement areas, and interior walls should be placed in lifts and compacted to 95% of maximum dry density as determined by modified proctor test (ASTM D-1557). For exterior areas with no overlying structures, 92% of maximum dry density as determined by modified proctor test (ASTM D-1557) may be used.

Densification - The subgrade densification/re-compaction should be performed prior to proof-rolling, under the observation of a qualified geotechnical engineer. We recommended that the exposed native soil subgrade surface be densified/re-compaction to a minimum of 95% of its maximum dry density, as determined by the modified proctor moisture-density relationship (ASTM D-1557) and meeting the above moisture requirements. This will require sampling of exposed subgrade soils, prior to commencing this work, and performing laboratory moisture-density relationship testing (ASTM D-1557) on the representative soils to establish proper control densities for the subgrade compaction. We recommend that the subgrades be compacted a minimum of ten (10) sets of overlapping passes of a vibratory compaction equipment weighing at least 10 to 15 tons.

Excavated soils - may be used for general site grading or trench backfilling in landscape areas, providing they are free of any organics, particles greater than 6-inch diameter, deleterious materials, and can be properly compacted. However, as previously noted, they are frost susceptible and sensitive to moisture and, therefore, may be difficult to place and compact. These soils may require drying, prior to placement, to adequately achieve the proper compaction and moisture requirements as noted above.

Lifts: Placement of fill should occur in nearly horizontal, uniform lifts not exceeding 9-inches in loose thickness and compacted with at least three (3) passes of suitable compaction equipment. Fill should also be placed in a stable well engineered condition and should not “pump” or show signs of movement or significant deflection (i.e. unstable conditions) as it is being constructed. All fill should be placed and compacted within ±2% of optimum moisture content, and the equipment used to compact the granular materials must be compatible with the material type and lift thickness. The loose lift thickness should be reduced to 6-in. in excavations where hand operated compaction equipment will be utilized.

Minimize Potential Degradation of the Subgrade Soils - Efforts should be made to maintain the subgrades in a dry and stable condition at all times, and traffic over exposed subgrades should be minimized to the extent practicable during construction. These efforts could include: installation of drainage swales and underdrains (i.e. “French drains”) to intercept and divert surface runoff and perched groundwater away from the construction areas; sloping of the subgrade and “sealing” of the surface with a smooth drum roller to promote runoff; and restricting construction equipment traffic from traveling directly over the subgrade surfaces, especially when they are wet. Construction traffic over these subgrade soils, particularly when they are wet may cause the soils to become disturbed, destabilize, and rut/pump. Accordingly any areas that are disturbed should be undercut or over excavated and backfilled with compacted structural fill.

Proper Subgrade Preparation / Proof Rolling: Excavation and removal of all surface materials, topsoil, trees, and loose/soft or wet soils. The prepared subgrade surface should be visually observed, and all deleterious materials and organic matter, should be excavated and removed. The subgrade surface should be proof-rolled with at least three (3) sets of overlapping passes of a smooth-wheel vibratory compaction equipment weighing at least 10 to 15 tons, under the observation of a qualified geotechnical engineer.

Areas that are wet, unstable, or weave excessively during proof-rolling should be excavated and replaced with compacted structural fill. A suitable stabilization/separation geotextile, such as Mirafi 500X, should

Pembroke, Genesee County, New York Page 2 be placed between the soil subgrades and the overlying structural fill layer.

Select Granular Fill: Material meeting the requirements of New York State DOT, standard specification Item 203.07 - Select Granular Fill.

Structural Fill: Recommended to consist of Crusher Run Stone or Crushed Gravel and Sand mixture that is free of Clays, Organics, Snow, Ice and friable or deleterious particles. At minimum it should meet the following; New York State DOT specifications Item 304.12 Type 2 material.

FIGURES

APPENDIX A

Monitoring Well Data

M o n it o ri n g

W e ll Lo ca ti o n s

Western NY National Cemetery 2015 Groundwater Level Readings

Depth below ground surface (ft.)

Date of Reading

Well ID 4/24/2015 6/25/2015 8/3/2015 9/4/2015 10/7/2015 11/30/2015

W-1 6.5 7.51 * 7.51 * 7.51 * 7.51 * 7.51 *

B-3 6.25 4.1 * ** ** ** **

B-50 - 7.97 * 7.97 * 7.97 * 7.97 * 7.97 *

W-2 6.75 11.71 * ** ** ** **

B-28 5.5 8.93 * ** ** ** **

W-3 4.75 5.66 ** ** ** **

W-4 0.667 1.51 ** ** ** **

B-30 0.5 1.17 4.45 6.34 8.26* 6.40

W-5 0.25 1.34 4.68 7.51 * 7.51 * 6.72

B-21 0 0.75 2.41 3.07 3.05 1.72

B-8 n/r 5.67 11.63* 11.63 * 11.63 * 11.63

B-19 n/r 3.55 8.35 12.20 * 12.20 * 12.20

B-48 n/r 1.49 3.28 4.96 4.82 2.59

B-38 n/r n/r 3.66 4.66 5.06 0.77

W-7 0.75 n/r n/r n/r n/r n/r

W-8 0.75 n/r n/r n/r n/r n/r

* Bottom of well (dry)

** Well missing (presumed destroyed during farm plowing) n/r - No Reading

APPENDIX B

Phase 2 Subsurface Data

Project: WNY NATIONAL CEMETERY Project Location: PEMBROKE, NY Project Number: 2015-0023

< 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

L e s s t h a n p e rc e n t.

G W G P S W S P

M o re t h a n p e rc e n t.

G M G C S M S C t o p e rc e n t.

B o rd e rl in e c a s e s r e q u ir in g d u a l s y m b o ls

D e te rm in e p e rc e n ta g e s o f s a n d a n d g ra v e l fr o m g ra in s iz e c u rv e

D e p e n d in g o n p e rc e n ta g e o f fi n e s fr a c ti o n s m a lle r th a n N o s ie v e c o a rs e -g ra in e d s o ils a re c la s s if ie d a s f o 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 t o t o t o

.0 t o .7

.0 t o .4

S ie v e s iz e s m m

C o a rs e

M e d 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 a n d t o /4 i n

/4 i n to i n

.1 t o .2

B o u ld e rs

C o b b le

G ra v e l

C o a rs e u

F in e

.8 t o .4 i n to i n

.2 t o .8

Pt

OH

CH

MH

OL

CL

ML

SC

SP

SW

GC

GP

Major Divisions

GW

Group Symbols

C le a n g ra v e l

(L it tl e o r n…