130422_BEC_Phase_III_-_Specifications_-_Volume_I.pdf

Property of the United States Government

Ballistics Evaluation Center Phase III

Picatinny Arsenal, NJ

US Army Corps of Engineers New York District

Contract Number: W912DS-10-D-0002

Jacobs Project Number FDWD5936

April 22, 2013

Property of the United States Government

COPYING, DISSEMINATION, OR DISTRIBUTION OF THESE DOCUMENTS

TO UNAUTHORIZED PERSONNEL IS PROHIBITED

SPECIFICATIONS

VOLUME I

RTA Submittal

BEC - PHASE III READY TO ADVERTISE

NEW YORK DISTRICT USACOE - PICATINNY 22 APRIL 2013

PROJECT TABLE OF CONTENTS

DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS

00 31 32 GEOTECHNICAL DATA

DIVISION 01 - GENERAL REQUIREMENTS

01 12 00.00 18 DESIGN AND RECORD DRAWING REQUIREMENTS

01 32 01.00 18 PROJECT SCHEDULE

01 33 00.00 18 SUBMITTAL PROCEDURES

01 33 00.12 SUBMITTAL TRANSMITTAL FORM

01 33 00.15 SUBMITTAL REGISTER

01 35 26 GOVERNMENTAL SAFETY REQUIREMENTS

01 42 00 SOURCES FOR REFERENCE PUBLICATIONS

01 45 02.00 18 QUALITY CONTROL SYSTEM (QCS)

01 45 04.00 18 CONTRACTOR QUALITY CONTROL

01 45 04.12 18 CONTRACTOR QUALITY CONTROL FORMS

01 45 20.00 18 TESTING FOR MECHANICAL AND ELECTRICAL SYSTEMS

01 45 30.00 18 CONTRACTOR WARRANTY MANAGEMENT

01 57 20.00 10 ENVIRONMENTAL PROTECTION

01 62 35 RECYCLED / RECOVERED MATERIALS

01 74 19 CONSTRUCTION AND DEMOLITION WASTE MANAGEMENT

01 78 23.00 18 OPERATION AND MAINTENANCE DATA

DIVISION 02 - EXISTING CONDITIONS

02 41 00 DEMOLITION

02 41 01 DEMOLITION ATTACHMENT

02 82 14.00 10 ASBESTOS HAZARD CONTROL ACTIVITIES

02 82 14.12 10 ASBESTOS REPORT

02 83 13.00 20 LEAD IN CONSTRUCTION

02 83 13.12 LEAD PAINT REPORTS

DIVISION 03 - CONCRETE

03 20 00.00 10 CONCRETE REINFORCING

03 30 00 CAST-IN-PLACE CONCRETE

03 41 16.08 PRECAST CONCRETE SLABS

DIVISION 04 - MASONRY

04 20 00 MASONRY

DIVISION 05 - METALS

05 12 00 STRUCTURAL STEEL

05 21 16 LONGSPAN STEEL JOIST FRAMING

05 30 00 STEEL DECKS

05 40 00 COLD-FORMED METAL FRAMING

05 50 13 MISCELLANEOUS METAL FABRICATIONS

05 51 33 METAL LADDERS

05 52 00 METAL RAILINGS

DIVISION 06 - WOOD, PLASTICS, AND COMPOSITES

06 10 00 ROUGH CARPENTRY

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

PROJECT TABLE OF CONTENTS Page 1

07 13 53 ELASTOMERIC SHEET WATERPROOFING

07 21 16 MINERAL FIBER BLANKET INSULATION

07 22 00 ROOF AND DECK INSULATION

07 27 00.45 10 BUILDING AIR BARRIER SYSTEM

07 42 63 FABRICATED WALL PANEL ASSEMBLIES

07 60 00 FLASHING AND SHEET METAL

07 61 14.00 20 STEEL STANDING SEAM ROOFING

07 81 00 SPRAY-APPLIED FIREPROOFING

07 84 00 FIRESTOPPING

07 92 00 JOINT SEALANTS

DIVISION 08 - OPENINGS

08 11 13 STEEL DOORS AND FRAMES

08 33 23 OVERHEAD COILING DOORS

08 71 00 DOOR HARDWARE

08 81 00 GLAZING

08 91 00 METAL WALL LOUVERS

DIVISION 09 - FINISHES

09 22 00 SUPPORTS FOR PLASTER AND GYPSUM BOARD

09 29 00 GYPSUM BOARD

09 30 00 CERAMIC TILE, QUARRY TILE, AND PAVER TILE

09 51 00 ACOUSTICAL CEILINGS

09 67 23.14 CHEMICAL RESISTIVE RESINOUS FLOORING

09 90 00 PAINTS AND COATINGS

DIVISION 10 - SPECIALTIES

10 14 02 INTERIOR SIGNAGE

10 26 13 WALL AND CORNER GUARDS

10 28 13 TOILET ACCESSORIES

10 44 16 FIRE EXTINGUISHERS

10 51 13 METAL LOCKERS

10 51 14 METAL TOOL CABINETS

10 51 15 METAL FLAME PROOF CABINETS

10 56 13 STEEL SHELVING

10 56 29.16 PALLET STORAGE RACK

DIVISION 12 - FURNISHINGS

12 31 00 MANUFACTURED METAL CASEWORK

12 48 13.13 ENTRANCE FLOOR MATS

DIVISION 21 - FIRE SUPPRESSION

21 13 13.00 10 WET PIPE SPRINKLER SYSTEM, FIRE PROTECTION

21 13 17.00 10 DRY PIPE SPRINKLER SYSTEM, FIRE PROTECTION

DIVISION 22 - PLUMBING

22 00 00 PLUMBING, GENERAL PURPOSE

22 05 48.00 20 MECHANICAL SOUND, VIBRATION, AND SEISMIC CONTROL

DIVISION 23 - HEATING, VENTILATING, AND AIR CONDITIONING

23 00 00 AIR SUPPLY, DISTRIBUTION, VENTILATION, AND EXHAUST SYSTEMS

PROJECT TABLE OF CONTENTS Page 2

23 05 15 COMMON PIPING FOR HVAC

23 05 48 VIBRATION AND SEISMIC CONTROLS FOR HVAC PIPING AND

EQUIPMENT

23 05 93 TESTING, ADJUSTING, AND BALANCING FOR HVAC

23 07 00 THERMAL INSULATION FOR MECHANICAL SYSTEMS

23 08 00.00 10 COMMISSIONING OF HVAC SYSTEMS

23 09 23.13 20 BACnet DIRECT DIGITAL CONTROL SYSTEMS FOR HVAC

DIVISION 26 - ELECTRICAL

26 00 00.00 20 BASIC ELECTRICAL MATERIALS AND METHODS

26 05 48.00 10 SEISMIC PROTECTION FOR ELECTRICAL EQUIPMENT

26 08 00 APPARATUS INSPECTION AND TESTING

26 20 00 INTERIOR DISTRIBUTION SYSTEM

26 24 16.00 40 PANELBOARDS

26 27 13.10 30 ELECTRIC METERS

26 28 01.00 10 COORDINATED POWER SYSTEM PROTECTION

26 33 55 CENTRAL INVERTER SYSTEM

26 41 01.00 10 LIGHTNING PROTECTION SYSTEM

26 51 00 INTERIOR LIGHTING

26 55 53.00 10 EXTERIOR LIGHTING INCLUDING SECURITY AND CCTV APPLICATIONS

DIVISION 27 - COMMUNICATIONS

27 10 00 BUILDING TELECOMMUNICATIONS CABLING SYSTEM

27 21 00.00 20 INTERCOMMUNICATION PUBLIC ADDRESS SYSTEM

DIVISION 28 - ELECTRONIC SAFETY AND SECURITY

28 31 76 INTERIOR FIRE ALARM AND MASS NOTIFICATION SYSTEM

DIVISION 31 - EARTHWORK

31 00 00 EARTHWORK

31 11 00 CLEARING AND GRUBBING

31 21 13 RADON MITIGATION

31 23 00.00 20 EXCAVATION AND FILL

31 31 16 SOIL TREATMENT FOR SUBTERRANEAN TERMITE CONTROL

31 32 11 SOIL SURFACE EROSION CONTROL

DIVISION 32 - EXTERIOR IMPROVEMENTS

32 01 16.17 COLD MILLING OF BITUMINOUS PAVEMENTS

32 11 23 AGGREGATE BASE COURSE

32 12 10 BITUMINOUS TACK AND PRIME COATS

32 12 16 HOT-MIX ASPHALT (HMA) FOR ROADS

32 13 13.06 PORTLAND CEMENT CONCRETE PAVEMENT FOR ROADS AND SITE

FACILITIES

32 16 13 CONCRETE SIDEWALKS AND CURBS

32 17 23.00 20 PAVEMENT MARKINGS

32 31 14 CHAIN LINK CAGES AND GATES

32 32 23 SEGMENTAL CONCRETE BLOCK RETAINING WALL

32 92 19 SEEDING

DIVISION 33 - UTILITIES

33 11 00 WATER DISTRIBUTION

33 30 00 SANITARY SEWERS

33 40 00 STORM DRAINAGE UTILITIES

PROJECT TABLE OF CONTENTS Page 3

33 61 13 PRE-ENGINEERED UNDERGROUND HEAT DISTRIBUTION SYSTEM

33 71 02.00 20 UNDERGROUND ELECTRICAL DISTRIBUTION

33 82 00 TELECOMMUNICATIONS OUTSIDE PLANT (OSP)

DIVISION 34 - TRANSPORTATION

34 71 13.16 TRAFFIC GUARD RAILS

DIVISION 41 - MATERIAL PROCESSING AND HANDLING EQUIPMENT

41 22 13.14 BRIDGE CRANES, OVERHEAD ELECTRIC, TOP RUNNING

41 34 60 INDUSTRIAL PARTS WASHING EQUIPMENT

-- End of Project Table of Contents --

PROJECT TABLE OF CONTENTS Page 4

SECTION 00 31 32

GEOTECHNICAL DATA

02/13

PART 1 GENERAL

1.1 SUMMARY

The attached reports are provided for information only:

a. Subsurface Investigation Services dated February 22, 2013, prepared by Atlantic Testing Laboratories, Canton, NY (ATL No. CD7139D-01-06-12 Rev 1)

b. Subsurface Investigation and Geotechnical Evaluation dated February 22, 2013 prepared by Atlantic Testing Laboratories, Canton, NY (ATL No.

CD7226E-01-10-12 Rev 1).

c. Subsurface Investigation and Technical Evaluation dated February 22, 2013, prepared by Atlantic Testing Laboratories, Canton, NY (ATL No.

CD7139E-02-06-12 Rev.1).

PART 2 PRODUCTS

NOT USED.

PART 3 EXECUTION

NOT USED.

-- End of Section --

DOCUMENT 00 31 32 Page 1

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SUBSURFACE INVESTIGATION

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GEOTECHNICAL EVALUATION

PROPOSED BEC - PHASE III

PICATINNY ARSENAL

DOVER, MORRIS COUNTY, NEW JERSEY

JACOBS - AMMANN & WHITNEY JV

PREPARED FOR: Jacobs-Amman & Whitney, JV 299 Madison Avenue, Suite 1 Morristown, New Jersey 07962

PREPARED BY: Atlantic Testing Laboratories, Limited 6431 U.S. Highway 11 P. O. Box 29 Canton, New York 13617

ATL Report No. CD7226E-01-10-12 Rev. 1

February 22, 2013

TABLE OF CONTENTS

SECTION PAGE

NUMBER

1.0 INTRODUCTION 1

2.0 PROJECT DESCRIPTION 1

3.0 SITE SURFACE CONDITIONS 2

4.0 SUBSURFACE INVESTIGATION & SAMPLING METHODOLOGY 2

5.0 SITE SUBSURFACE CONDITIONS 3

5.1 Soil Borings

5.2 Test Pits

5.3 Groundwater

6.0 LABORATORY ANALYSES 4

7.0 GEOTECHNICAL ENGINEERING DISCUSSION 6

7.1 Proposed Retaining Wall

7.2 Frost Protection

7.3 Asphalt Pavement Design

7.4 General

8.0 SUMMARY 10

APPENDICES

A. Site Location Plan B. Boring and Test Pit Location Plan C. Subsurface Investigation Logs D. Laboratory Test Reports E. Pace Analytical Services, Inc. Reports

PROPOSED BEC - PHASE III

DOVER, MORRIS COUNTY, NEW JERSEY

JACOBS - AMMANN & WHITNEY, JV

1.0 INTRODUCTION

At the request of Mr. Jerry King, PE, representing Jacobs – Ammann & Whitney, JV (Jacobs), and in accordance with our proposal (ATL File No. CD998-188X-05-12, dated June 1, 2012) Atlantic Testing Laboratories, Limited (ATL) performed a subsurface investigation and geotechnical evaluation for the referenced project. The subsurface investigation was performed on October 10 and 11, 2012.

The purpose of the investigation was to ascertain the general subsurface soil and groundwater conditions at the site, to evaluate the engineering significance of these findings, and to provide geotechnical recommendations related to the proposed retaining wall and asphalt pavement design and construction, in support of the Ballistics Evaluation Center - Phase III project. The proposed project scope included the advancement of four soil borings and the excavation of two test pits. Due to access limitations, soil boring B-3 was not completed during this subsurface investigation.

The proposed project is located on Twentieth Circle south of Twentieth Avenue at Picatinny Arsenal in Dover, Morris County, New Jersey. The approximate project coordinates are N 40º57′09″ latitude and W 74º33′21″ longitude. A Site Location Plan is included in Appendix A.

All dimensions and elevations referenced in this report are in units of feet, unless otherwise noted.

2.0 PROJECT DESCRIPTION

The project consists of razing the existing, abandoned B620 building. The project area will generally be developed into asphalt-paved parking for the existing B617 building. A retaining wall is proposed along the east property line, adjacent to the existing B620 building, to raise the site grade for additional parking.

Jacobs-Ammann & Whitney, JV Page 2 of 10 ATL No. CD7226E-01-10-12 Rev. 1 February 22, 2013

3.0 SITE SURFACE CONDITIONS

The proposed site is generally developed within the proposed parking area and retaining wall footprints. The existing building B620 is surrounded by lawn area, an existing retaining wall and concrete sidewalks along the north and west walls, and a French-drain located between building B617 and B620. A gravel vehicle pathway is located along the southern portion of the site that allows access to exterior septic cisterns located at the existing southeast building corner. The site generally slopes from north to south from approximately elevations 860 to 840. There is a steep downward slope located to the east of the project site.

4.0 SUBSURFACE INVESTIGATION & SAMPLING METHODOLOGY

The boring and test pit locations were selected and staked by representatives of Jacobs. The boring and test pit surface elevations were not provided to ATL. A Boring and Test Pit Location Plan, prepared by Jacobs, is included in Appendix B.

Three borings (Borings B-1, B-2, and B-4) were advanced utilizing 4¼-inch inside diameter hollow stem augers. Soil sampling and standard penetration testing was performed utilizing a 2-inch outside diameter split spoon sampler in accordance with ASTM D 1586. Soil sampling was generally performed continuously to boring termination at depths ranging from 8 to 10.3 feet beneath the surface. Auger refusal was encountered at depths ranging from 4.3 to 10.3 feet.

Rock coring was not performed to verify the presence of boulders or bedrock at the auger refusal depths.

The soil samples were visually classified in the field by a geotechnical engineer in general accordance with the Burmister Soil Classification System and in the laboratory using the Unified Soil Classification System. The split spoon sampler does not recover material larger than 1⅜-inch in nominal dimension; therefore, the soil classifications may not be representative of the entire soil matrix. The visual classifications and standard penetration test results are presented on the Subsurface Investigation Logs included in Appendix C.

A temporary observation well was installed in boring B-2 utilizing 1-inch PVC machine slot screen with sand pack and a bentonite seal, to facilitate future water readings.

Two test pits were excavated utilizing a Yanmar ViO Universal 35 rubber tracked excavator to facilitate field percolation testing. The test pits were logged by an ATL Geotechnical Engineer.

During soil boring and test pit advancement, recovered soil samples were collected and field screened for the measurable presence of volatile organic compounds (VOC) using a photoionization detector (PID) equipped with a 10.6 eV lamp. No visual and olfactive evidence of petroleum-impacted soil were observed in the recovered soil samples.

The boreholes and test pits were backfilled with on-site soils upon completion. It is important that the backfilled borings and test pits be monitored for settlement or subsidence. This will be the responsibility of Jacobs and/or their client. ATL assumes no liability for loss or damage resulting from borehole or test pit settlement.

Jacobs-Ammann & Whitney, JV Page 3 of 10

5.0 SITE SUBSURFACE CONDITIONS

The following description of subsurface conditions is based on the soil and groundwater conditions encountered during this subsurface investigation. Actual subsurface conditions may vary across the site in both the horizontal and vertical dimensions. Detailed subsurface descriptions are provided on the Subsurface Investigation Logs.

5.1 Soil Borings

The borings generally encountered nil to 4 inches topsoil, organics, and or crushed stone at the surface. At boring locations B-1 and B-2, the surficial materials were generally underlain by medium compact (N values 10 to 30) to very compact (N values greater than 50) gravelly sand with varying proportions of silt and cobbles that extended to boring termination at depths ranging from 8 to 10.3 feet below the surface. Auger refusal was encountered at depths ranging from 4.3 and 10.3 feet on possible bedrock or boulders. Boring B-4 encountered approximately 6 feet of gravelly sand fill with varying proportions of organics, wood fragments, and foam and paper debris, underlying the surficial materials. The fill was underlain by very compact gravelly sand with varying proportions of silt that extended to auger refusal at a depth of 10.2 feet.

Boring B-1 encountered auger refusal at a depth of approximately 4.3 feet. Soil sampling was performed to a depth of 8 feet with the augers at 4.3 feet. An additional soil boring was performed at a 6-foot offset to the west where auger refusal was encountered at a depth of approximately 5 feet.

5.2 Test Pits

Test pits TP-1 and TP-2 generally encountered 8 to 10 inches of topsoil and organic material that was underlain by gravelly, silty sand with cobbles and boulders that extended to test pit termination at depths of 5 and 5.7 feet, respectively. Trace roots and root hairs were observed in the test pits that extended to a maximum depth of approximately 2 and 3.5 due the presence of surrounding trees. One percolation test was performed adjacent to the excavated test pit locations at a depth of approximately 3 feet below the surface. The testing was performed within the test pit, in general accordance with New Jersey State Department of Health (NJDOH) guidelines. The percolation test results are summarized in the following table:

Location Depth

(ft) Soil Classification

Percolation Rate

(minutes/inch)

TP-1B

~5’ WNW

of staked location

0 - 0.7 TOPSOIL & ORGANIC MATERIAL --

0.7 - 3.0

Rusty-Brown cmf SAND; some cmf GRAVEL;

some SIILT; trace CLAY (moist, non-plastic) SM

-soil matrix contained approx. 10 % COBBLES.

-roots/root hairs extended to approximately 1.7′

44.2

TP-2B

~10’ E of stake location

0 - 0.8 TOPSOIL & ORGANIC MATERIAL --

0.8 - 3.0

Rusty-Brown cmf SAND; some cmf GRAVEL;

some SIILT; trace CLAY (moist, non-plastic) SM

-soil matrix contained approx. 10% COBBLES -roots/root hairs extended to approximately 2′

46.0

Jacobs-Ammann & Whitney, JV Page 4 of 10

5.3 Groundwater

Groundwater measurements were performed during the subsurface investigation through cased and open boreholes, the temporary observation well installed in boring B-2, and through test pit observations. The soil samples were also classified for coloration and relative moisture conditions.

Based on groundwater measurements and soil moisture content, freestanding groundwater was not encountered in the boreholes or test pits during this subsurface investigation. Isolated water seepage was observed in the southwest corner of TP-2 at a depth of approximately 4.5 feet below the surface.

Fluctuations in water levels may occur due to seasonal and climatic variations, changes in surface runoff patterns, construction activity, and subsequent development of the site along with other interrelated factors. Due to the underlying very compact soils present at the site, perched water should be anticipated in shallow foundation and utility excavations, especially during wetter periods of the year.

6.0 LABORATORY ANALYSES

Select soil samples were submitted to ATL’s geotechnical laboratories for physical analyses.

Moisture Content

Water Content Determination of Soil (ASTM D 2216) was performed on nine (9) soil samples.

The test results are located on the subsurface investigation logs included in Appendix C.

Particle Size Determination

A Particle Size Analysis without Hydrometer (ASTM D 422) was performed on four (4) soil samples. The Particle Size Distribution Curves are included in Appendix D.

Atterberg Limits

Three (3) soil samples were selected for Atterberg Limits determination at boring locations B-2 and B-4. The tests were performed in accordance with ASTM D4318 “Liquid Limit, Plastic Limit, and Plasticity Index of Soils.” The test results are located on the subsurface investigation logs and summarized in the following table:

Boring Location Sample No. Depth

(ft) Moisture Content

LL PL PI

B-2 S-4 6.0 - 8.0 9.6 NP NP NP

B-4 S-4 6.0 - 8.0 6.7 NP NP NP

TP-1 S-1 1.0 - 5.0 9.6 NP NP NP

Jacobs-Ammann & Whitney, JV Page 5 of 10

Soluble Sulfate Determination

Four (4) soil samples were selected for soluble sulfate determination. The Laboratory Test Reports, prepared by Pace Analytical Services, Inc., are included in Appendix E. The results are summarized in the following table:

Boring/Test Pit No. Sample No. Depth

(ft) Soluble Sulfate

Content

B-1 S-2 2.0 - 4.0 <0.001 B-2 S-3 4.0 - 6.0 <0.001 B-4 S-3 4.0 - 6.0 <0.001

TP-2 S-1 1.0 - 5.0 <0.001

Based on the laboratory test results of the samples analyzed, the sulfate exposure to concrete is considered negligible.

Corrosivity

Four (4) soil samples were selected for corrosive properties determination in accordance with AWWA C105.A2.1 Appendix A. The test results are summarized in Appendix D. The test results indicate that the soils analyzed are not corrosive to ductile iron.

Laboratory CBR

A 1-Point Laboratory California Bearing Ratio (CBR) test (ASTM D 1883) was performed on three (3) soil samples collected from test pit excavations and auger cuttings. The tests were performed on soils compacted to 95-percent of the maximum dry density as determined by ASTM D698. The laboratory test reports are included in Appendix D. The results are summarized in the following table: A CBR of Laboratory Compacted Soils in accordance with ASTM D 1883 was performed on three soil samples. The CBR samples were remolded at 95% of the maximum dry density as determined by ASTM D 698 and at optimum moisture content.

The samples were then soaked, with 10 pounds of surcharge weight, for 96 hours. The test results are summarized in the following table:

Boring/Test Pit No.

Sample No.

Compaction

ASTM

D 698

Laboratory CBR

ASTM D 1883

Remolded Moisture Content

Remolded Dry

Density (pcf)

Top 1 Inch After Soaking Moisture Content

Swell

CBR at

0.100 in.

CBR at

0.200 in.

B-1 S-1 Comp. 95 10.0 119.3 14.6 0.20 15 13 B-2 S-1 Comp. 95 7.3 126.7 11.5 0.13 7 6

TP-2 S-1 95 7.0 129.2 10.3 0.07 20 19

Comp. = Composite sample collected from borehole auger cuttings

Jacobs-Ammann & Whitney, JV Page 6 of 10

Laboratory Compaction

One (1) soil sample was selected for Laboratory Compaction - Modified Effort (ASTM D 1557) and three (3) soil samples were selected for Laboratory Compaction - Standard Effort (ASTM D 698). The laboratory test reports are included in Appendix D.

7.0 GEOTECHNICAL ENGINEERING DISCUSSION

The Geotechnical Engineering Discussion is based on information provided by Jacobs, and the subsurface conditions outlined in this report.

7.1 Proposed Retaining Wall

7.1.1 Site Work

Site work for the proposed retaining wall will require the removal of the existing building, septic cisterns, abandoned site utilities, topsoil, trees, and miscellaneous fill materials. The existing building foundations should be completely removed, within the wall footprint. The excavations created to remove the building foundations, utilities, and deleterious fill materials should be backfilled with compacted Granular Fill.

7.1.2 Foundations

Based on the findings of this subsurface investigation, it is recommended that foundations for the retaining wall be founded on the medium compact to very compact native, gravelly sand encountered in the soil borings and test pit excavations.

The foundation excavations should be advanced to a minimum of 3 feet below final exterior grade. Where encountered, deleterious fill/organic soils identified in the area of boring B-4 should be completely removed, under the direction of a Geotechnical Engineer, to the underlying very compact, native, gravelly sand soils. The over excavations to remove the deleterious fill/organic materials should extend 1 foot horizontally on each side of the proposed footing for each 1 foot of over excavation beneath the planned footing elevation.

The exposed footing subgrade should be proof-compacted under the direction of a Geotechnical Engineer. Footing subgrades that become saturated or unstable, should be over excavated and replaced with a 6-inch layer of NJDOT Number 4, crushed stone. The NJDOT Number 4, crushed stone should be compacted with four passes of a dual-drum walk-behind vibratory roller; a Wacker DPU 6055 vibrating plate tamper; or equivalent, under the direction of a Geotechnical Engineer. The Number 4, crushed stone will provide a stable working surface and dewatering media if ground or surface water enters the excavation during foundation subgrade preparation and construction.

7.1.3 Soil Bearing Capacity and Settlement

Footings founded on the medium compact to very compact gravelly sand with silt, and/or compacted Granular Fill may be designed using an allowable soil bearing capacity of 4000 psf, provided the recommendations in this report are followed.

Jacobs-Ammann & Whitney, JV Page 7 of 10

Estimated total and differential settlements should not exceed 1-inch and ½-inch, respectively.

Since the foundation subgrade soils are granular, settlement is expected to occur as each new load is applied to the foundations.

7.2 Frost Protection

Shallow foundations must be founded a minimum of 3 feet below final exterior grade to provide adequate frost protection.

7.3 Asphalt Pavement Design

7.3.1 Site Work

Site work for pavement areas will require the removal of the existing building, septic cisterns, abandoned site utilities, asphalt, concrete, and French-drain. The existing building foundations and slabs should be removed to a minimum of 2 feet fellow proposed subgrade elevations. The existing basement concrete slab-on-grade should be removed or broken up to promote drainage beneath the proposed pavement. Where encountered, deleterious fill/organic soils identified in the area of boring B-4 should be completely removed, under the direction of a Geotechnical Engineer, to the underlying very compact, native, gravelly sand soils. The excavations to remove the building foundations and deleterious fill should be backfilled with compacted Granular Fill. After performing the cuts and prior to placing fill, the exposed subgrade soils should be proof-compacted with a minimum of a 10-ton vibratory roller, under the observation of a Geotechnical Engineer. The subgrade should also be proof rolled using a tandem axle truck with a minimum gross weight of 40,000 lbs. The proof rolling must be conducted under the observation of a Geotechnical Engineer. Any areas noted to weave or deflect should be excavated to stable material, at the direction of a Geotechnical Engineer, and replaced with compacted Granular Fill. Granular Fill should be used to raise the pavement areas to the proposed subgrade elevations.

Due to the moderate percentage of fines, the subgrade soils encountered in the soil borings and test pits are considered moderately moisture sensitive and frost susceptible. To minimize frost action in the asphalt structures, a minimum of 12 inches of Granular Fill is recommended beneath the granular subbase. If this is not possible, based on economic considerations, the depth of Granular Fill can be reduced. If the depth of Granular Fill is reduced, premature pavement deterioration and/or maintenance should be anticipated. Consideration should be given to the installation of drainage in the Granular Fill layer to reduce the potential for a bath tub effect.

Proper drainage and control of surface water will be important to the longevity of the pavement structures.

Jacobs-Ammann & Whitney, JV Page 8 of 10

Light Duty Asphalt Pavement (Passenger Cars and Light Truck) structure should consist of the following:

Thickness Course NJDOT Item No.

1 ½” Bituminous Top Course Table 902.02.03-1, Type 12.5 mm

3” Bituminous Binder Course Table 902-02.03-1, Type 37.5 mm 12” * Granular Subbase Table 901.10.01-1 12” Granular Fill ---

* The product of crushed ledge rock.

Heavy Duty Asphalt Pavement (Trucks and Buses) structure should consist of the following:

Thickness Course NJDOT Item No.

2” Bituminous Top Course Table 902.02.03-1, Type 12.5 mm 4” Bituminous Binder Course Table 902-02.03-1, Type 37.5 mm

12” * Granular Subbase Table 901.10.01-1 12” Granular Fill ---

* The product of crushed ledge rock.

7.4 General

Care must be exercised while excavating in the vicinity of the existing structures and utilities, which are to remain in-place, to prevent their disturbance.

The in-situ soils are moderately moisture sensitive and frost susceptible. Construction traffic should be limited on exposed subgrades, especially during wetter periods of the year. Where possible, pavement subgrades and foundation excavations should be sloped or crowned to drainage swales or a sump and pump system during construction to prevent surface run-off and perched groundwater from ponding on the subgrades.

Cobbles, boulders and/or bedrock, and man-made fill should be anticipated in shallow foundation and utility excavations. The granular in-situ soils may be susceptible to side wall sloughing in open excavations especially when exposed to excessive moisture.

The soil parameters presented in the following table may be used for the following backfill materials:

Table of Soil Properties

Soil Property Granular Fill

Engineered Structural

Fill Angle of Internal Friction (°) 32 34 Active Earth Coefficient (Ka)* 0.31 0.28 At Rest Earth Coefficient (Ko)* 0.47 0.44 Passive Earth Coefficient (Kp)* 3.25 3.54 Ultimate Coefficient of Sliding Friction 0.44 0.47 Wet Unit Weight (pcf) 135-145 140-150

*The Rankine earth pressure coefficients are for level backfill placed in a fully drained condition.

Jacobs-Ammann & Whitney, JV Page 9 of 10

Granular Fill should consist of a clean, screened, crushed, or bank-run gravel conforming to the following gradation:

Sieve Size Percent Passing

4” 100 ¼” 35-65

#200 0-10

Engineered Structural Fill should consist of a screened, crushed gravel or crushed ledge rock conforming to the following gradation:

3” 100 1” 80 - 95 ½” 45 - 75 #4 30 - 60

#40 10 - 40 #200 0 - 7

The on-site soils, excluding deleterious organics and oversize material (particles larger than 4 inches in diameter), may be used for general site fill. Granular Fill should be utilized as retaining wall backfill.

All fill and backfill should be placed and compacted in lifts not exceeding eight inches in loose thickness, at a moisture content of ± 2% of the Optimum Moisture Content, and to densities in excess of 95%, as determined by ASTM D1557, or as directed by the Geotechnical Engineer.

Compaction should be performed with vibratory rollers unless there is concern for damage to adjacent structures or underground utilities.

Jacobs-Ammann & Whitney, JV Page 10 of 10

8.0 SUMMARY

The subsurface investigation logs and this report in its entirety should be provided to the contractors for information and interpretation. The subsurface investigation logs may not be representative of the entire site subsurface conditions, but only what was found at the individual test locations at the time the investigation was made. The subsurface soil and groundwater conditions may be different from those described on the subsurface investigation logs and summarized in this report.

This report was prepared to present the findings of our subsurface investigation and engineering evaluation, and to outline concepts to be utilized in foundation design and construction. These concepts may require alterations to meet the specific design and economic considerations for this project.

Prepared by: Reviewed by:

Matthew T. Trodler, IE Christopher F. Ward, PE Engineer Senior Engineer

MTT/CFW/mtt

APPENDIX A

SITE LOCATION PLAN

BEC - Phase III Picatinny Arsenal

Dover, Morris County, New Jersey ATL Report No. CD7226E-01-10-12

CD7226 October 2012

SITE LOCATION

mtrodler Text Box ATL Report No. CD7226E-01-10-12 Rev. 1

APPENDIX B

BORING AND TEST PIT LOCATION PLAN

TP-1

B-3

B-1

B-2

B-4

TP-2

aschneider Typewritten Text mtrodler Rectangle mtrodler Line mtrodler Line mtrodler Text Box Not Performed mtrodler Line mtrodler Line mtrodler Rectangle mtrodler Oval mtrodler Oval mtrodler Text Box B-4 Relocated due to existing septic cistern mtrodler Line

APPENDIX C

SUBSURFACE INVESTIGATION LOGS

Soil Boring Logs

SS

SS

SS

SS

A U G E R S

Boring terminated at 8 feet due to auger refusal on possible bedrock or boulder at 4.3 to 5 feet.

Notes:

1) Borehole backfilled with on-site soils.

2) Auger refusal encountered at a depth of 4.3 feet. After obtaining split spoon sample B-4, boring was off-set boring 6 feet west where auger refusal was encountered at a depth of approximately 5 feet.

3) Composite soil sample collected from auger cuttings between 1 and 5 feet below the surface.

0.0

2.0

4.0

6.0

50/2"

4" TOPSOIL

Rusty Brown cmf SAND; some SILT; little cmf GRAVEL; trace

CLAY (wet, non-plastic) SM

Rusty Brown cmf SAND; some cmf GRAVEL; little SILT (moist, non-plastic) SM, some ROCK fragments, w=4.3%

Rusty Brown Similar Soil (moist, non-plastic) SM, w=6.0%

Rusty Brown Similar Soil (moist, non-plastic) SM, some ROCK fragments

2.0

3.7

6.0

8.0

0.3

2.5

8.0 fine

ATLANTIC TESTING LABORATORIES, Limited

CD7226-01-10-12

BEC - Phase III

Project:

Finish Date:10/10/2012

S A

M P

L E

N O

Automatic

Boring No.:

medium coarse of

Inspector:

DRY

0-10%

10/10/2012

Time

BLOWS ON

SAMPLER

PER 6"

2" O.D.

SAMPLER

Coordinates

Client:

DRY

Ground Elev.:

Northing

Easting

35-50%

Picatinny, New Jersey

Sheet

10/10/2012 f

Sampler Hammer

See Boring Location Plan

~5'SW of Staked location due to buried electrical line.

D E

P T

H

SH

Tony Mallory; Matthew Trodler

20-35%

Weight:

c

4 1/4" Auger

R ec o ve ry (I n ch es in.

Report No.:

Matthew Trodler

Boring Advance By:

140140140

Undisturbed Sample (Shelby Tube)

OPEN

Jacobs - Ammann & Whitney, JV

To 10-20%

Subsurface Investigation and -

Rock Core lbs.

S

A M

P L

E T

Y P

E

DEPTH

OF

SAMPLE

trace

Subsurface Investigation

Groundwater Observations

10/10/2012 PM

littlem

CLASSIFICATION OF MATERIAL

some

4.3'

Split Spoon Sample

DepthDate

Start Date:

Boring Location:

SS

M E

T H

O D

O F

A D

V A

N C

E

From

Drillers:

Estimated Groundwater

NX

D E

P T

H O

F C

H A

N G

E

Borehole caved at 4 feet.

PM

B-1

Fall:

Hammer Type:

Casing

A T

L-

LO

G

C D

-0 1-

0-

.G

P J

L O

G -W

E

LL

.G D

T

/2

/1

75/3"

SS

SS

SS

SS

SS

SS

A U G E R S

Boring terminated at 10.3 feet due to auger refusal on possible bedrock or boulders.

Notes:

1) Temporary observation well installed to a depth of 10.3 feet.

2) Composite soil sample collected from auger cuttings from 1 to 5 feet below the surface.

0.0

2.0

4.0

6.0

8.0

10.0

Brown cmf SAND; some SILT; little cmf GRAVEL; trace CLAY;

trace ORGANIC MATERIAL (root hairs) (moist, non-plastic) SM

Rusty Brown cmf GRAVEL; some cmf SAND; some SILT

(moist, non-plastic) GM, w=5.9%

Rusty Brown cmf SAND; some cmf GRAVEL; little SILT (moist, non-plastic) SM, w=6.4%

Rusty Brown Similar Soil (moist, non-plastic) SM, w=9.6%

PL=NP, LL=NP, PI=NP

Rusty Brown Similar Soil (moist, non-plastic) SM

Rusty Brown Similar Soil (moist, non-plastic) SM, ROCK fragments

2.0

4.0

6.0

8.0

10.0

10.3

4.0

10.3 fine

ATLANTIC TESTING LABORATORIES, Limited

CD7226-01-10-12

BEC - Phase III

Project:

Finish Date:10/11/2012

S A

M P

L E

N O

Automatic

Boring No.:

medium coarse of

Inspector:

DRY

0-10%

10/11/2012

Time

BLOWS ON

SAMPLER

PER 6"

2" O.D.

SAMPLER

Coordinates

Client:

DRY

Ground Elev.:

Northing

Easting

35-50%

Picatinny, New Jersey

Sheet

10/11/2012 f

Sampler Hammer

See Boring Location Plan

D E

P T

H

SH

Tony Mallory; Matthew Trodler

20-35%

Weight:

c

4 1/4" Auger

R ec o ve ry (I n ch es in.

Report No.:

Matthew Trodler

Boring Advance By:

140140140

Undisturbed Sample (Shelby Tube)

OPEN

Jacobs - Ammann & Whitney, JV

To 10-20%

Subsurface Investigation and -

Rock Core lbs.

S

A M

P L

E T

Y P

E

DEPTH

OF

SAMPLE

trace

Subsurface Investigation

Groundwater Observations

10/11/2012 AM

littlem

CLASSIFICATION OF MATERIAL

some

4'

Split Spoon Sample

DepthDate

Start Date:

Boring Location:

SS

M E

T H

O D

O F

A D

V A

N C

E

From

Drillers:

Estimated Groundwater

NX

D E

P T

H O

F C

H A

N G

E

AM

B-2

Fall:

Hammer Type:

Casing

A T

L-

LO

G

C D

-0 1-

0-

.G

P J

L O

G -W

E

LL

.G D

T

/2

50/2"

SS

SS

SS

SS

SS

SS

A U G E R S

Boring terminated at 10.2 feet due to auger refusal on possible bedrock or boulders.

Notes:

1) Borehole backfilled with on-site soils.

2) A composite soil sample was collected from auger cuttings from 0 to 5 feet below the surface.

0.0

2.0

4.0

6.0

8.0

10.2

2" TOPSOIL, ORGANIC MATERIAL, and Crushed Stone

Dark Brown cmf SAND; little cmf GRAVEL; little SILT; little

ORGANIC MATERIAL (topsoil, root hairs) (moist, non-plastic)

SM, [Fill]; little styrofoam fragments

Dark Brown cmf SAND; some SILT; little cmf GRAVEL; little

ORGANIC MATERIAL (roots, root hairs,wood) (moist, non-plastic) SM, [Fill]

Rusty Brown cmf SAND; and cmf GRAVEL; little SILT; trace

WOOD fragments (moist, non-plastic) SM, [Possible Fill], w=5.2%

Rusty Brown cmf SAND; some SILT; little cmf GRAVEL (moist, non-plastic) SM, w=6.7%, PL=NP, LL=NP, PI=NP

Rusty Brown Similar Soil (moist, non-plastic) SM, w=7.4%

Brown- Grey cmf GRAVEL; little cmf SAND (moist, non-plastic)

GP, ROCK fragments

2.0

4.0

6.0

8.0

10.0

10.4

0.2

4.0

6.0

10.2 fine

ATLANTIC TESTING LABORATORIES, Limited

CD7226-01-10-12

BEC - Phase III

Project:

Finish Date:10/10/2012

S A

M P

L E

N O

Automatic

Boring No.:

medium coarse of

Inspector:

DRY

0-10%

10/11/2012

Time

BLOWS ON

SAMPLER

PER 6"

2" O.D.

SAMPLER

Coordinates

Client:

DRY

Ground Elev.:

Northing

Easting

35-50%

Picatinny, New Jersey

Sheet

10/10/2012

10'30 f

10/11/2012

10/10/2012

Sampler Hammer

See Boring Location Plan

~50' SSW of Staked location

~8' SE of existing SE building corner

D E

P T

H

SH

Tony Mallory; Matthew Trodler

20-35%

Weight:

OPEN

c

4 1/4" Auger

R ec o ve ry (I n ch es in.

Report No.:

Matthew Trodler

DRY

Boring Advance By:

140140140

Undisturbed Sample (Shelby Tube)

OPEN

Jacobs - Ammann & Whitney, JV

DRY

To 10-20%

Subsurface Investigation and -

Rock Core lbs.

S

A M

P L

E T

Y P

E

DEPTH

OF

SAMPLE

trace

Subsurface Investigation

Groundwater Observations

10/10/2012 PM

littlem

CLASSIFICATION OF MATERIAL

some

4'

AM

Split Spoon Sample

DepthDate

Start Date:

Boring Location:

SS

M E

T H

O D

O F

A D

V A

N C

E

From

Drillers:

Estimated Groundwater

NX

D E

P T

H O

F C

H A

N G

E

Borehole caved at 5 feet.

PM

PM

B-4

Fall:

Hammer Type:

Casing

A T

L-

LO

G

C D

-0 1-

0-

.G

P J

L O

G -W

E

LL

.G D

T

/2

Test Pit Logs

CD-03

pdrive:Forms\Geotechnical\Test Pit Log rev 3: 10/07

ATLANTIC TESTING LABORATORIES

TEST PIT LOG

Client: Jacobs - Ammann & Whitney, JV Project No.: CD7226 Project: BEC - Phase III Test Pit No.: TP-1 Test Pit Location: Picatinny Arsenal, New Jersey Date: 10/10/2012 See Boring/Test Pit Location Plan Elevation: Not Determined

GROUNDWATER OBSERVATIONS

Date Time Hole Depth Water Depth

10/10/2012 9:30 AM 5′ DRY

10/10/2012 10:30 AM 5′ DRY

SOIL STRATIGRAPHY

Sample Number

Depth of Sample Depth of

Change

CLASSIFICATION OF MATERIALS

(‘C’ COARSE, ‘M’ MEDIUM, ‘F’ FINE)

(‘AND’ 35-50%, ‘SOME’ 20-35%, ‘LITTLE’ 10-20%, ‘TRACE’ 0-10%) From To 0.7′ 8″ TOPSOIL and ORGANIC MATERIAL

S-1

1′

5′

Rusty-Brown cmf SAND; and cmf GRAVEL; little SILT; trace CLAY (wet, non-plastic) SM, w = 9.6%

PL = NP, LL = NP, PI = NP

- roots/root hairs extended to approximately 2′

- soil matrix became moist at approximately 2′

- soil matrix contained approximately 10 to 15% COBBLES

- soil matrix contained less than 5% BOULDERS

Test pit terminated at 5.0 feet.

NOTES

1. Type of Excavator: Yanmar Universal ViO 35 Rubber-Track Excavator

2. Observed COBBLES and BOULDERS were sub-angular to sub-rounded.

3. Maximum Nominal Aggregate Size of observed BOULDERS was approximately 3 feet.

4. Test pit backfilled with on-site soils, upon completion.

ATL Representative: Matthew Trodler, IE

ATLANTIC TESTING LABORATORIES

TEST PIT LOG

Client: Jacobs - Ammann & Whitney, JV Project No.: CD7226 Project: BEC Phase III Test Pit No.: TP-1B

10/10/2012 9:45 AM 2′ DRY

Number

Depth of Sample Depth of

Change

CLASSIFICATION OF MATERIALS

(‘C’ COARSE, ‘M’ MEDIUM, ‘F’ FINE)

0.7′ 8″ TOPSOIL and ORGANIC MATERIAL

2′

Rusty-Brown cmf SAND; and cmf GRAVEL; little SILT; trace CLAY (wet, non-plastic) SM

- roots/root hairs extended to approximately 1.7′

- soil matrix became moist at approximately 2′

Rusty Brown Similar Soil (moist, non-plastic) SM

- Excavation advanced by hand to facilitate in-place percolation testing

Test pit terminated at 3.0 feet.

2. Observed COBBLES and BOULDERS were sub-angular to sub-rounded.

3. Observed Percolation Rate = 45 minutes per inch

ATLANTIC TESTING LABORATORIES

TEST PIT LOG

Client: Jacobs - Ammann & Whitney, JV Project No.: CD7226 Project: BEC Phase III Test Pit No.: TP-2

10/10/2012 10:30 AM 5′ See Note 2

10/10/2012 2:30 PM 5′ See Note 2

Number

Depth of Sample Depth of

Change

CLASSIFICATION OF MATERIALS

(‘C’ COARSE, ‘M’ MEDIUM, ‘F’ FINE)

0.8′ 10″ TOPSOIL and ORGANIC MATERIAL

S-1

1′

5′

Rusty-Brown cmf SAND; some cmf GRAVEL; little SILT; trace

- roots/root hairs extended to approximately 3.5′

- soil matrix became moist at approximately 2.5′

- soil matrix contained less than 5% BOULDERS

Test pit terminated at 5.0 feet.

2. Slight groundwater seepage observed in SW test pit corner at a depth of 4.5 to 5 feet.

3. Observed COBBLES and BOULDERS were sub-angular to sub-rounded.

4. Maximum Nominal Aggregate Size of observed BOULDERS was approximately 2.5 feet.

5. Test pit backfilled with on-site soils, upon completion.

ATLANTIC TESTING LABORATORIES

TEST PIT LOG

Client: Jacobs - Ammann & Whitney, JV Project No.: CD7226 Project: BEC Phase III Test Pit No.: TP-2B

10/10/2012 11:00 AM 2′ DRY

Number

Depth of Sample Depth of

Change

CLASSIFICATION OF MATERIALS

(‘C’ COARSE, ‘M’ MEDIUM, ‘F’ FINE)

0.8′ 10″ TOPSOIL and ORGANIC MATERIAL

2.5′

Rusty-Brown cmf SAND; some cmf GRAVEL; little SILT; trace

- roots/root hairs extended to approximately 2′

- soil matrix became moist at approximately 2.5′

- soil matrix contained approximately 10% COBBLES

Rusty Brown Similar Soil (moist, non-plastic) SM

- Excavation advanced by hand to facilitate in-place percolation testing

Test pit terminated at 3.5 feet.

2. Observed COBBLES and BOULDERS were sub-angular to sub-rounded.

3. Observed Percolation Rate = 47 minutes per inch

APPENDIX D

LABORATORY TEST REPORTS

Particle Size Distribution Curves

(no specification provided)

PL= LL= PI=

D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

Reviewed by: Date:

Rusty brown cmf SAND; some mf GRAVEL; little SILT .75 .50

.375 .25 #4

#10 #20 #30 #40 #50 #100 #200

10.9078 2.3599 0.9805 0.1826

* The split spoon sampler does not recover particles larger than 1 3/8". The results may not be representative of the entire in-situ soil matrix. Natural Moisture Content: 4.3%

OUT OF

SPEC. (X)

SIEVE PERCENT SPEC.*

SIZE FINER PERCENT

P E

R C

E N

T

FI

N E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel Fine Coarse Medium

% Sand Fine Silt

% Fines Clay

0 0 30 12 18 19 21 in in in

1½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

Date:

Sample No: Source of Sample:

Location: Elev./Depth:

Soil Description

Atterberg Limits

Coefficients

Classification

Remarks

Figure

ATLANTIC TESTING LABORATORIES, LIMITED

Proposed BEC, Phase III, Picatinny Arsenal CD7226SL-05-10-12

Jacobs - Ammann & Whitney, JV 10-26-12

CD7226S05 Boring B-1, Split Spoon S-2 In-situ 2.0'-3.7'

Project: Report No.:

Client:

Particle Size Distribution Report

D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

Reviewed by: Date:

Rusty brown cmf SAND; some mf GRAVEL; little SILT .75 .50

.375 .25 #4

#10 #20 #30 #40 #50 #100 #200

13.2798 1.2012 0.7898 0.3269

* The split spoon sampler does not recover particles larger than 1 3/8". The results may not be representative of the entire in-situ soil matrix. Natural Moisture Content: 6.4%

OUT OF

SPEC. (X)

SIEVE PERCENT SPEC.*

SIZE FINER PERCENT

P E

R C

E N

T

FI

N E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel Fine Coarse Medium

% Sand Fine Silt

% Fines Clay

0 0 21 10 34 19 16 in in in

1½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

Date:

Sample No: Source of Sample:

Location: Elev./Depth:

Soil Description

Atterberg Limits

Coefficients

Classification

Remarks

Figure

ATLANTIC TESTING LABORATORIES, LIMITED

Proposed BEC, Phase III, Picatinny Arsenal CD7226SL-06-10-12

Jacobs - Ammann & Whitney, JV 10-26-12

CD7226S06 Boring B-2, Split Spoon S-3 In-situ 4.0'-6.0'

Project: Report No.:

D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

Reviewed by: Date:

Rusty browm cmf SAND; some SILT; little mf GRAVEL 1.00 .75 .50

.375 .25 #4

#10 #20 #30 #40 #50 #100 #200

NP NV NP

8.1167 0.9648 0.4626 0.0844

SM A-2-4(0)

* The split spoon sampler does not recover particles larger than 1 3/8". The results may not be representative of the entire in-situ soil matrix. Natural Moisture Content: 6.7 %

OUT OF

SPEC. (X)

SIEVE PERCENT SPEC.*

SIZE FINER PERCENT

P E

R C

E N

T

FI

N E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel Fine Coarse Medium

% Sand Fine Silt

% Fines Clay

0 6 14 11 20 20 29 in in in

1½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

Date:

Sample No: Source of Sample:

Location: Elev./Depth:

Soil Description

Atterberg Limits

Coefficients

Classification

Remarks

Figure

ATLANTIC TESTING LABORATORIES, LIMITED

Proposed BEC, Phase III, Picatinny Arsenal CD7226SL-07-10-12

Jacobs - Ammann & Whitney, JV 10-29-12

CD7226S07 Boring B-4, Split Spoon S-4 In-situ 6.0'-8.0'

Project: Report No.:

Laboratory Compaction Test Reports

Soil Corrosivity Analysis Results

C

P

Bor N

B-

B-

TP

TP

CLIENT: Jacob

PROJECT: Prop ring o.

Sample No.

-1 S-1Com

-2 S-1Com

P-1 S-1

P-2 S-1

• Points are b attached tab

** Ten points i bs - Ammann & posed BEC - Ph e Sample Depth p 1.0-5.0 p 1.0-5.0

1.0-5.0

1.0-5.0 ased on AWWA ble ndicate that soi

ATLAN

Whitney, JV hase III, Picatinn

Resistivity (ohm-cm) Po

A Specification C l is corrosive to

NTIC TE

ny Arsenal

Soil Corrosi oints* pH

5 6.8

2 6.7

2 6.4

5 7.1

C105/A21.5-99 ductile-iron pip

ESTING L

REPORT

DATE: No vity Analysis

Points* Red

0 11

0 16

0 13

0 14

Appendix A, Po e and protection

LABORA

NO.: CD7266E

ovember 7, 201

Results dox Points*

18 0

60 0

35 0

42 0 olyethylene Enc n is recommend

ATORIE

E-01-10-12 Rev.

Sulfides P trace trace trace trace casement for Du ded.

ES

Points* Moistu Point

2 1

2 1

2 1

2 1 uctile-Iron Pipe S ure ts

Total Points**

Systems, see

AWWA Specification C105/A21.5-99 – Polyethylene Encasement for Ductile-Iron Pipe Systems

Table A.1 Soil-test Evaluation

Soil Characteristics Based on Samples Taken Down to Pipe Depth Points*

Resistivity – ohm-cm (based on water saturated soil box) < 1,500 10 > 1,500 to 1,800 8 > 1,800 to 2,100 5 > 2,100 to 2,500 2 > 2,500 to 3,000 1 > 3,000 0 pH:

0 to 2 5 2 to 4 3 4 to 6.5 0

6.5 to 7.5 0**

7.5 to 8.5 0 >8.5 3

Redox Potential:

> +100 mV 0 +50 to +100 mV 3.5 0 to +50 mV 4 Negative 5

Sulfides:

Positive 3.5 Trace 2 Negative 0

Moisture:

Poor drainage, continuously wet 2 Fair drainage, generally moist 1 Good drainage, generally dry 0

* Ten points indicates that soil is corrosive to ductile-iron pipe and protection is recommended.

** If sulfides are present and low or negative redox potential results are obtained, add three points for this range.

Pace Analytical Services, Inc. e-Reports

Pace Analytical e-Report

Report prepared for:

ATLANTIC TESTING LABORATORIES, LTD

22 CORPORATE DR

CLIFTON PARK, NY 12065

CONTACT: MATTHEW TRODLER

Project ID: PICATINNY ARSENAL-BEC PHASE III Sampling Date(s): October 10, 2012 Lab Report ID: 12100472 Client Service Contact: Kelly Miller (518) 346-4592 ext. 23 Analysis Included:

Soluble Sulfate - Sub

Dan Pfalzer Laboratory Director

Certifications: NYS (EPA: NY00906, ELAP: 11078), NJ (NY026), CT (PH-0337), MA(M-NY906), NC (668)

Pace Analytical Services, Inc.| 2190 Technology Drive | Schenectady, NY 12308 Phone: 518.346.4592 | internet: www.pacelabs.com

Test results meet all National Environmental Laboratory Accreditation Conference (NELAC) requirements unless noted in the case narrative. The results contained within this document relate only to the samples included in this report. Pace Analytical is respondsible only for the certified testing and is not directly responsible for the integrity of the sample before laboratory receipt. This report shall not be reproduced, except in full, without the written consent of Pace Analytical Services, Inc.

Pace Analytical Services, Inc. 12100472 Page 1 of 16

This page intentionally left blank.

Pace Analytical Services, Inc. 12100472 Page 2 of 16

Table of Contents

Section 1: CASE NARRATIVE

Section 2: QUALIFIERS

Section 3: SAMPLE CHAIN OF CUSTODY

Section 4: Subcontract Analysis

Pace Analytical Services, Inc. 12100472 Page 3 of 16

CASE NARRATIVE

Pace Analytical Services, Inc. 12100472 Page 4 of 16

S:\Lims Data\1210\12100472\Package\CN_12100472_Rev00.doc

November 09, 2012

CASE NARRATIVE

This data package (SDG ID: 12100472) consists of 3 soil samples received on 10/26/2012. The samples are from Project Name: PICATINNY ARSENAL-BEC PHASE III.

This sample delivery group consists of the following samples:

Lab Sample ID Client ID Collection Date

AP33855 B-1; S-2 10/10/2012 14:15

AP33856 B-2; S-3 10/10/2012 10:45

AP33857 B-4; S-3 10/10/2012 13:30

Sample Delivery and Receipt Conditions

(1.) All samples were delivered to the laboratory via DROP OFF delivery service on 10/26/2012.

(2.) All samples were received at the laboratory intact and within holding times.

(3.) The following cooler temperature was recorded at sample receipt (Control limits are between 0-6 Degrees Celsius): 5.0 (IR) degrees Celsius. Please see Chain of Custody for details.

Soluable Sulfate Analysis

Analysis for soluble sulfate was performed by 9056. The following technical and administrative items were noted for the analysis:

(1.) Please see attached Phoenix Environmental Laboratory report for quality assurance details.

Respectfully submitted, Kelly A. Miller Project Manager

Pace Analytical Services, Inc. 12100472 Page 5 of 16

QUALIFIERS

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SAMPLE CHAIN OF CUSTODY

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Subcontract Analysis

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Sample Information Custody Information

Matrix:

Location Code:

Rush Request:

P.O.#:

Collected by:

Received by:

Analyzed by:

SOIL

NEASTANY

Standard

10/10/12

BA

see "By" below

Laboratory Data

B-1 S-2

Phoenix ID: BC89712

10/27/12

14:15

5:38

Parameter Result

RL/

PQL Units Date/Time By Reference

FOR: Attn: Kelly Miller Pace Analytical Services Inc.

2190 Technology Drive Schenectady, NY 12308

Analysis Report November 05, 2012

Date Time

587 East Middle Turnpike, P.O.Box 370, Manchester, CT 06045 Tel. (860) 645-1102 Fax (860) 645-0823

Environmental Laboratories, Inc.

SDG ID: GBC89712

Client ID:

Project ID: 12100472

< 10ASTM Sulfate 10 11/01/12 BS/EG 300.0/9056mg/l 1

CompletedASTM Extraction 10/30/12 X D 3987 85

Comments:

Phyllis Shiller, Laboratory Director

November 05, 2012

1 = This parameter is not certified by NY NELAC for this matrix. NY NELAC does not offer certification for all parameters at this time.

If there are any questions regarding this data, please call Phoenix Client Services at extension 200.

This report must not be reproduced except in full as defined by the attached chain of custody.

Reviewed and Released by: Johanna Harrington, Project Manager

RL/PQL=Reporting/Pratical Quantitation Level (Equivalent to NELAC LOQ, Limit of Quanitation) ND=Not Detected BRL=Below Reporting Level

Page 1 of 3 Ver 1

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Location Code:

Rush Request:

P.O.#:

Collected by:

Received by:

Analyzed by:

SOIL

NEASTANY

Standard

10/10/12

BA

see "By" below

Laboratory Data

B-2 S-3

Phoenix ID: BC89713

10/27/12

10:45

5:38

Parameter Result

RL/

PQL Units Date/Time By Reference

FOR: Attn: Kelly Miller Pace Analytical…