BEC - Specs.pdf

Property of the United States Government

Ballistics Evaluation Center

Picatinny Arsenal, NJ

US Army Corps of Engineers New York District

Tab 5-11

Contract Number: W912DS-10-D-0002 Jacobs Project Number FDWD5903

April 16, 2012

Property of the United States Government

COPYING, DISSEMINATION, OR DISTRIBUTION OF THESE DOCUMENTS

TO UNAUTHORIZED PERSONNEL IS PROHIBITED

SPECIFICATIONS Volume 1 (Div 00 – 07)

Ready To Advertise

BALLISTIC EVALUATION CENTER APRIL 16, 2012

NEW YORK DISTRICT USACOE - PICATINNY READY TO ADVERTISE

PROJECT TABLE OF CONTENTS

DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS

00 31 31 GEOTECHNICAL DATA

00 41 00 BID SCHEDULES

00 80 00.00 18 SPECIAL CONTRACT REQUIREMENTS

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 29 LEED(TM) DOCUMENTATION

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 20.00 18 TESTING FOR MECHANICAL AND ELECTRICAL SYSTEMS

01 45 30.00 18 CONTRACTOR WARRANTY MANAGEMENT

01 52 60.00 18 CONSTRUCTION INDOOR AIR QUALITY (IAQ) 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 AND DECONSTRUCTION

02 82 14.00 10 ASBESTOS HAZARD CONTROL ACTIVITIES

02 83 13.00 20 LEAD IN CONSTRUCTION

DIVISION 03 - CONCRETE

03 20 00.00 10 CONCRETE REINFORCING

03 30 00 CAST-IN-PLACE CONCRETE

DIVISION 05 - METALS

05 12 00 STRUCTURAL STEEL

05 30 00 STEEL DECKS

05 50 13 MISCELLANEOUS METAL FABRICATIONS

05 51 00 METAL STAIRS

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

07 17 00 BENTONITE WATERPROOFING

07 21 13 BOARD AND BLOCK INSULATION

07 21 16.12 MINERAL FIBER BLANKET INSULATION

07 22 00.12 ROOF AND DECK INSULATION

07 41 13 METAL ROOF PANELS

07 42 63 FABRICATED WALL PANEL ASSEMBLIES

07 54 19 ETHYLENE INTERPOLYMER (KEE) ROOFING

PROJECT TABLE OF CONTENTS Page 1

07 60 00 FLASHING AND SHEET METAL

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 34 16.10 STEEL SLIDING HANGAR DOORS

08 39 53 BLAST RESISTANT SLIDING DOORS

08 39 54 BLAST RESISTANT DOORS

08 41 13 ALUMINUM-FRAMED ENTRANCES AND STOREFRONTS

08 56 53 BLAST RESISTANT GLASS WINDOWS

08 71 00 DOOR HARDWARE

08 81 00 GLAZING

08 91 00 METAL WALL AND DOOR 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 65 00 RESILIENT FLOORING

09 65 66 RESILIENT RUBBER FLOORING

09 67 23.14 CHEMICAL RESISTIVE RESINOUS FLOORING

09 90 00 PAINTS AND COATINGS

09 96 00 HIGH-PERFORMANCE COATINGS

DIVISION 10 - SPECIALTIES

10 14 02 INTERIOR SIGNAGE

10 22 13 WIRE MESH PARTITIONS

10 26 13 WALL AND CORNER GUARDS

10 28 13 TOILET ACCESSORIES

10 44 16 FIRE EXTINGUISHERS

10 56 29.16 PALLET STORAGE RACK

DIVISION 11 - EQUIPMENT

11 13 13 LOADING DOCK BUMPERS

11 53 00 LABORATORY EQUIPMENT AND FUMEHOODS

DIVISION 12 - FURNISHINGS

12 31 00 MANUFACTURED METAL CASEWORK

DIVISION 13 - SPECIAL CONSTRUCTION

13 48 00 SEISMIC PROTECTION FOR MISCELLANEOUS EQUIPMENT

DIVISION 14 - CONVEYING EQUIPMENT

14 24 00 HYDRAULIC ELEVATORS

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

PROJECT TABLE OF CONTENTS Page 2

21 13 19.00 10 ULTRA HIGH SPEED SPRINKLER SYSTEMS, FIRE PROTECTION

DIVISION 22 - PLUMBING

22 00 00 PLUMBING, GENERAL PURPOSE

DIVISION 23 - HEATING, VENTILATING, AND AIR CONDITIONING

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

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

23 23 00 REFRIGERANT PIPING

23 57 10.00 10 FORCED HOT WATER HEATING SYSTEMS USING WATER AND STEAM

HEAT EXCHANGERS

23 82 02.00 10 UNITARY HEATING AND COOLING EQUIPMENT

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 23 00 SWITCHBOARDS

26 24 16.00 40 PANELBOARDS

26 27 13.10 30 ELECTRIC METERS

26 28 01.00 10 COORDINATED POWER SYSTEM PROTECTION

26 32 33.00 10 UNINTERRUPTIBLE POWER SUPPLY (UPS) SYSTEM ABOVE 15 KVA

CAPACITY

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 05 28.36 40 CABLE TRAYS FOR COMMUNICATIONS SYSTEMS

27 10 00 BUILDING TELECOMMUNICATIONS CABLING SYSTEM

27 21 00.00 20 INTERCOMMUNICATION PUBLIC ADDRESS SYSTEM

DIVISION 28 - ELECTRONIC SAFETY AND SECURITY

28 16 01.00 10 SMALL INTRUSION DETECTION SYSTEM

28 31 76 INTERIOR FIRE ALARM AND MASS NOTIFICATION SYSTEM

DIVISION 31 - EARTHWORK

31 00 00 EARTHWORK

31 05 19 GEOTEXTILE

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

PROJECT TABLE OF CONTENTS Page 3

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 15 00 AGGREGATE SURFACE COURSE

32 16 13 CONCRETE SIDEWALKS AND CURBS

32 17 23.00 20 PAVEMENT MARKINGS

32 31 13 CHAIN LINK FENCES 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

33 61 00 PREFABRICATED UNDERGROUND HEATING/COOLING DISTRIBUTION

SYSTEM

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

-- End of Project Table of Contents --

PROJECT TABLE OF CONTENTS Page 4

SECTION 00 31 31

GEOTECHNICAL DATA

12/10

PART 1 GENERAL

1.1 SUMMARY

Enclosed in this Section is the Preliminary Subsurface Investigation and Geotechnical Evaluation Report prepared by Atlantic Testing Laboratories, Ltd. for the Project titled "Proposed Ballistics Evaluation Facility" at Picatinny Arsenal, Dover, New Jersey, dated February 28, 2011.

Information in this Section is provided to Bidders for Information Only.

PART 2 PRODUCTS

NOT USED

PART 3 EXECUTION

NOT USED

-- End of Section --

DOCUMENT 00 31 31 Page 1

PRELIMINARY SUBSURFACE INVESTIGATION

AND

GEOTECHNICAL EVALUATION

PROPOSED BALLISTICS EVALUATION FACILITY

PICATINNY ARSENAL

DOVER, NEW JERSEY

JACOBS ENGINEERING GROUP, INC.

PREPARED FOR: Jacobs Engineering Group, Inc.

1100 N. Glebe Rd. Suite 500

Arlington, VA 22201

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

ATL Report No. CD7139E-01-11-10 Rev. 1

February 28, 2011

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 2

5.1 Soil Borings

5.2 Test Pits

5.3 Groundwater

6.0 LABORATORY ANALYSES 5

7.0 GEOTECHNICAL ENGINEERING DISCUSSION 5

7.1 Proposed Buildings

7.2 Proposed Foundations

7.3 Frost Protection

7.4 Seismic

7.5 General

7.6 Asphalt Pavement and Roller Compacted Concrete Design

8.0 SUMMARY 11

APPENDICES

A. Site Location Plan B. Boring Location Plan C. Subsurface Investigation Logs D. Test Pit Logs E. Particle Size Distribution Curves F. Laboratory Test Reports

PRELIMINARY SUBSURFACE INVESTIGATION

AND

GEOTECHNICAL EVALUATION

1.0 INTRODUCTION

At the request of Mr. Jona Wells, PE, representing Jacobs Engineering Group, Inc. (Jacobs), and in accordance with our proposal (ATL File No. CD998-125XX-04-10, dated May 25, 2010), Atlantic Testing Laboratories, Limited (ATL) performed a preliminary subsurface investigation and geotechnical evaluation for the referenced project. The subsurface investigation was performed between the dates of August 16 and November 4,2010.

The purpose of the investigation was to ascertain the subsurface soil and groundwater conditions at the site, to evaluate the engineering significance of these findings, and to provide preliminary recommendations related to foundation design and construction of the proposed Ballistics Evaluation Facility.

The proposed project is located on Hance Road between Bear Swamp Road and 2oth Avenue at Picatinny Arsenal in Dover, New Jersey. The approximate project coordinates are N 40°57'23" latitude and W 74°33'11" 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 proposed project will consist of razing the existing #636 and #637 buildings, and constructing two new Ballistics Evaluation Facility buildings (#636E and #636H), with associated retaining walls and sand bunkers. Based on civil drawings provided by Jacobs, the proposed #636E and #636H buildings will have footprints of approximately 17,000 and 1,540 square feet with finish floor elevations of 1071 and 1073 feet, respectively. Based on information provided by Jacobs, the proposed #636E building will be founded on conventional spread and strip footings approximately 6 feet below finished grade and the proposed #636H building will be founded on a mat foundation.

Jacobs Engineering Group, Inc. , . .

Page2od ? 2 February 28, 201 1

3.0 SlTE SURFACE CONDITIONS

The proposed #636E building site currently supports three structures for the current Ballistics Evaluation Facility with associated asphalt pavement and concrete pads. The area within the proposed building footprint is generally level. The area of the proposed #636H building generally slopes downward from the east to west and currently consists of lawn area and sand pathways. Wetland areas are located to the north and south of the proposed project area.

Rock outcrops were observed south of building #636E and in the area of the existing slug butts.

4.0 SUBSURFACE INVESTIGATION & SAMPLING METHODOLOGY

The boring and test pit locations were selected by representatives of Jacobs. The borings were staked in the field by representa,tives of Jacobs and ATL. The surface elevations of the borings were not provided to ATL. A Boring Location Plan, provided by Jacobs, is included in Appendix B. Boring 8-2 was deleted from the subsurface investigation.

The borings were advanced utilizing 4%-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 performed continuously to a depth of 12 feet and thereafter at 5-foot intervals to boring termination at depths ranging from 2 to 27 feet. The underlying bedrock was cored at boring location B-I I utilizing a NX-size, double tube, diamond core barrel.

The soil samples were 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 1 %-inch in nominal dimension; therefore, the soil classifications may not be representative of the entire in-situ soil matrix. The field classifications and the standard penetration test results are presented on the Subsurface lnvestigation Logs included in Appendix C.

The test pits were advanced, to depths ranging from 1 to 8 feet below the surface, utilizing a Yanmar ViO 35 rubber-tracked excavator to evaluate the soil and groundwater conditions, depth to bedrock, and to collect bulk soil samples for laboratory analysis. The soil samples were classified in the field by a geotechnical engineer in general accordance with the Burmister Scil Classification System. The field soil classifications and observations are presented on the Test Pit Logs included in Appendix D.

The boreholes and test pits were backfilled with on-site soils upon completion, and the surface was restored to the original condition with asphalt cold patch, soil, or concrete. It is important that the backfilled 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 and test pit settlement.

5.0 SlTE SUBSURFACE CONDITIONS

The following description of subsurface conditions is based on the soil, bedrock, 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 lnvestigation Logs.

Jacobs Engineering Group, Inc.

Page-3 of 12 February 28, 201 1

5.1 Soil Borings

. , 5.1 .I Building #636E (Borings B-9, B-10, and B-14)

Building #636E borings encountered 6 to 8 inches of asphalt pavement or 12 inches of concrete at the surface that was generally underlain by medium compact (N values 11 to 29) to compact (N values 30 to 50) gravelly sand with varying portions of silt that extended to depths ranging from 1.7 to 4.5 feet below the surface. At boring locations B-9 and B-14 the medium compact gravelly sand was underlain by medium compact to very compact (N values greater than 50) silty sand or sandy silt with varying proportions of gravel and clay that extended to boring termination due to auger refusal on possible bedrock at depths ranging from approximately 2.6 to 9.8 feet below the surface. At boring location B-10 the medium compact gravelly sand extended to boring termination due to auger refusal on possible bedrock at a depth of approximately 3.1 feet below the surface.

5.1.2 Building #636H (Borings B-8 and B-13)

Building #636H borings encountered a very loose (N values less than 4) to compact (N values 31 to 50) gravelly sand fill with varying proportions of silt and wood debris that extended to depths ranging from 5 to 8 feet below the surface. At boring location B-8 the gravelly sand fill was underlain by loose (N values 4 to 10) sand and gravel with varying proportions of silt that extended to boring termination due to auger refusal on possible bedrock at a depth of 12.8 feet below the surface. At boring location 8-1 3 the gravelly sand fill was underlain by soft (N values 2 to 4) to stiff (N values 9 to 15) clayey silt with varying proportions of sand and gravel that extended to a depth of 16 feet below the surface and was underlain by a compact to very compact gravelly sand with varying proportions ef silt and clay that extended to boring termination on possible bedrock at a depth of 21.9 feet below the surface

5.1.3 Retaining Wall and Sand Bunkers (Borings B-3 through B-6)

The retaining wall and sand bunker borings encountered approximately 6 to 10 inches of topsoil and organics or 8 inches of sand subbase material at the surface that was generally underlain by loose to medium compact silty, gravelly sand fill containing varying proportions of organics and wood debris that extended to a maximum depth of 10 feet below the surface. At boring location B-3 an organic layer exhibiting a petroleum odor and sheen was encountered at a depth of approximately 7.5 feet and extended to a depth of approximately 9 feet. The surficial materials and fill were generally underlain by a medium compact to very compact gravelly sand with varying proportions of silt and clay that extended to boring termination at depths ranging from 7.9 to 27 feet below the surface. Auger refusal was encountered on possible bedrock at boring location B-6 at depth of 7.9 feet.

5.1.4 Roadways and Site Work (B-I, B-7, B-11, and B-12)

The roadway and site work soil borings generally encountered a surficial layer of topsoil and organics, asphalt pavement or sand subbase. Borings B-1 and B-12 encountered a medium compact to very compact gravelly sand with varying proportions of silt that extended to auger refusal on possible bedrock at depths of 4.9 and 0.8 feet, respectively. Boring B-7 encountered a loose to compact gravelly, silty sand fill containing varying proportions of clay, organics, and wood debris that extended to approximately 13 feet below the surface. The sand fill was underlain by a layer of organics that extended to a depth of approximately 19.5 feet and was underlain by a very stiff sand and silt with varying proportions of gravel and clay that extended to boring termination at a depth of 21 feet. Boring B-11 encountered a medium compact to

February 28, 201 1 compact silty, gravelly, sand fill underlying the surficial materials that extended to a depth of 4.5 feet. The sand fill was underlain by a soft sandy silt with varying proportions of gravel and clay that extended to a depthvof 6:5 feet, and was underlain by a very cor~~pact silty sand and gravel that extended to auger refusal on bedrock at a depth of 9.5 feet. A bedrock core was taken from 9.5 to 11.5 feet that consisted of gneiss bedrock. Based on the RQD value of the recovered rock core, the bedrock is described as very poor (RQD values less than 25) quality gneiss, to the depth investigated.

5.2 Test Pits (TP -1 through TP-4b)

The test pits generally encountered 2 to 12 inches of topsoil and organics at the surface.

Underlying the topsoil and organics, test pits TP-2, TP-4, and TP-4b encountered a silty sand with gravel and cobbles that extended to bucket refusal on gneiss bedrock at depths ranging from approximately 1 to 3.5 feet below the surface. Test pits TP-1, TP-3, and TP-5 generally encountered silty, gravelly sand fill containing wood, metal, organics, and various spent munitions that extended to test pit termination at depths ranging from 3.5 to 8 feet below the surface. Test pit TP-3 encountered a gravelly silt and sand at a depth of 6 feet that extended to test pit termination at a depth of 7.5 feet.

5.3 Groundwater

Groundwater measurements were performed during the subsurface investigation through cased and open boreholes. The soil samples were also classified for coloration and moisture conditions. Based on groundwater measurements, freestanding water was encountered at the following depths:

I Structure

Retaining Walls I B-3, B-4, B-5, and B-6 I 2.0 to 4.5 1

Building #636E

Building #636H

**Groundwater was not encountered in all soil borings and/or test pits.

B-9, B-10, and B-14 I Not Encountered

Roadways and Site Work

Stormwater Management

Since the borings were backfilled immediately upon completion, groundwater levels may not have had sufficient time to stabilize. Perched water may be encountered at higher elevations and should be anticipated in shallow foundation and utility excavations, especially during wetter periods of the year.

8-8 and 8-1 3

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.

1.7 to 9.2

*Depth referenced from existing ground surface.

B-I, TP-1, TP-5, B-7, B-11, and B-12

TP-2, TP-3, TP-4, and TP-4b

4.6 to 10.5**

2.3** dacobs Engineering Group, Inc.

Page5of :2 . . . . # .

February 28, 201 1

6.0 LABORATORY ANALYSES

Select soil samples were submitted to ATL's geotechnical laboratory for physical analyses.

Water Content Determination of Soil (ASTM D 2216) was performed on 20 soil samples. The test results are presented on the subsurface investigation logs.

A Particle Size Analysis without Hydrometer (ASTM D 422) was performed on 2 soil samples.

The Particle Size Distribution Curves are included in Appendix E.

Organic Content of Soil (ASTM D 2974) was performed 2 soil samples. The results are as follows:

Organic Content of Soil

Select soil samples were submitted to AccuTest Laboratories (AccuTest), located in Dayton, New Jersey, a National Environmental Laboratory Approval Program (ELAP) approved laboratory (ELAP No. 12129). The samples were laboratory analyzed for semi-VOC, in accordance with EPA Method 8270 (BaseINeutral Extractables); Target Analyte List (TAL) 23 Metals; RDX and HMX Explosives, in accordance with EPA Method 8330; and Nitroglycerin, in accordance with EPA Method 8330. A copy of the laboratory report prepared by AccuTest, and associated sample custody documentation for the samples are contained in Appendix F.

Boring No.

B-8

B-14

7.0 GEOTECHNICAL ENGINEERING DISCUSSION

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

Fill and organic materials were encountered in some of the boring and test pits performed in the area of the proposed north retaining wall and building #636H. Pockets of deleterious fill and organic materials may exist at other locations and depths across the site. Shallow foundation systems bearing on miscellaneous fill and deleterious organics may experience excessive total and differential settlement. It is recommended that all fill and organic materials be removed beneath the proposed retaining wall and building footings.

Natural Moisture Content 9.9

12.1

Sample No.

S-4

S-4

7.1 Proposed Buildings

7.1.1 Proposed Building Site Work

Depth (ft)

6.0 - 8.0

6.0 - 8.0

Site work for buildings #636E and #636H will require the removal of the existing buildings, asphalt and concrete pavement, topsoil, and surficial organic materials. The existing building foundations should be completely removed. The excavations to remove the building foundations should be backfilled with Granular Fill.

Organic Content 1.3

2.5

Page 8 of 1-2, February 28, 201 1

The building #636E footprirlt should be prepared to elevation 1069.8, or 1.2 feet below the finish floor elevation (assuming a 6-inch concrete slab-on-grade and 8 inches of Engineered Structural Fill). Based on the existing surface topography, it appears minor cuts arid fills will be required.

Based on the existing surface topography, it appears fills on the order of 3 to 10 feet will be required wi,thin the building footprint of building #636H.

Granular Fill should be utilized to raise site grades within the building footprints. After performing the cuts and prior to placing Granular Fill, the subgrade soils should be compacted to densities in excess of 95% of the maximum dry density as determined by ASTM D 1557, or as directed by a Geotechqical Engineer, and proof rolled using a tandem axle truck with a minimum gross weight of 40,000 Ibs. 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 or Engineered Structural Fill.

7.2 Proposed Foundations

7.2.1 Proposed #636E Building Foundations

The proposed building can be supported on a shallow foundation system, provided the recommendations contained in this report are followed.

Shallow foundation excavations for the proposed building should be advanced to a minimum of 3 feet below final exterior grade. It is our understanding that the foundations for the proposed #636E building will be founded approximately 6 feet below finished grade. Based on the soil borings, the bedrock elevation is variable within the proposed building footprint and it is anticipated that a combination of gneiss bedrock and gravelly sand soils will be encountered in the foundation excavations. To reduce the potential for differential settlement of the varying subgrades, it is recommended that bedrock encountered at the planned bottom of footing elevations be overexcavated 12 inches and replaced with 12 inches of Engineered Structural Fill to provide a cushion layer. Where bedrock is not encountered, the subgrade soils should be compacted to densities in excess of 95% of the maximum dry density as determined by ASTM D 1557, or as directed by a Geotechnical Engineer. It may not be possible to achieve 95% compaction on in-situ subgrade soils depending on the natural moisture content and variability of the soil. Subgrade soils that cannot achieve 95% compaction should be evaluated by a Geotechnical Engineer to ensure the required soil bearing capacity is obtained.

In areas where bedrock is encountered prior to achieving the planned bottom of footing elevation, the foundation excavations should be advanced using rock excavation techniques such as a large hydraulic excavator or hoe ram, or controlled blasting to provide a level bearing surface. The rock bearing surface should be cleaned of all loose soil and weathered or broken bedrock. If blasting is required to achieve the planned foundation subgrade elevation, a blasting plan must be provided to the owner and engineer for review.

February 28, 201 1

Subgrade soils that are saturated or unstable should be over excavated 6 inches and a 6-inch layer of NJDOT Number 4, crushed stone should be placed and compacted on the subgrade.

The Nuniber 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 foundation excavation.

Shallow foundations founded on compacted in-situ soil, Engineered Structural Fill, andlor NJDOT Number 4, crushed stone may be designed using an allowable soil bearing capacity of 4,000 psf.

Post-construction total and differential settlements less than I-inch and %-inch, respectively, are estimated provided the recommendations contained in this report are followed.

Spread footings should be a minimum of 3 feet wide and strip footings a minimum of 2 feet wide.

The on-site soils may be utilized as exterior foundation backfill, provided all organics, deleterious, and oversize material (particles larger than 4 inches in diameter) are removed and the material is properly moisture conditioned. Granular Fill should be utilized as interior foundation backfill. All fill must be placed in lifts not exceeding eight inches in loose thickness and compacted to densities in excess of 95 percent of the maximum dry density, as determined by ASTM D 1 557.

7.2.2 Proposed #636H Building Foundations

The fill and organic materials encountered in borings 6-8 and 8-13 that extended to depths ranging from approximately 5 to 8 feet below existing grade are of primary concern with respect to the design and construction of a shallow foundation system for Building #636H.

Deep foundation alternatives were evaluated for the proposed structure; however, due to the possible presence of buried Unexploded Ordinances (UXO) at the site, the installation of a deep foundation system is not feasible. A mat foundation bearing on compacted Granular Fill andlor Engineered Structural Fill is proposed for building #636H.

To minimize the potential risk of differential settlement due to the underlying fill soils, it is recommended that the fill and deleterious organic material be completely removed, under the direction of a Geotechnical Engineer, and replaced with compacted Granular Fill or Engineered Structural Fill. The over excavations to remove the fill and deleterious organic material should extend 1 foot horizontally on each side of the proposed foundation for each 1 foot of over excavation beneath the planned bottom of footing elevation. The Granular Fill or Engineered Structural Fill should be placed and compacted in lifts not exceeding eight inches in loose thickness, at a moisture content of k 2% of the Optimum Moisture Content, and to densities in excess of 95%, as determined by ASTM D l 557, or as directed by the Geotechnical Engineer.

The mat foundation should be founded a minimum of 3 feet below final exterior grade.

Page 8 of 12 .

February 28, 201 1

The concrete slabs-on-grade should be supported on a minimum of 8 inches of Engineered Structural Fill. The slabs-on-grade may be designed using a modulus of subgrade reaction of 250 pci.

A vapor retarder should be installed beneath slabs with moisture sensitive floor coverings. The vapor retarder should be installed in accordance with current ACI 302.1 recommendations.

7.2.4 Proposed Retaining Walls and Sand Bunkers

I t is ce;r understanding that the proposed retaining walls and sand bunkers will be constructed of precast concrete blocks, having an individual gross weight of approximately two tons.

The fill and organic material encountered in borings 8-3, B-5, and B-13 that extended to depths ranging from approximately 8 to 10 feet below existing grade are of primary concern with respect to the design and construction of the retaining walls and sand bunkers.

It is recommended that the fill and deleterious organic materials be removed to stable, native soil and replaced with compacted Granular Fill. The bottom of the over excavations should extend 1 foot horizontally on each side of the proposed footing for each 1 foot of over excavation beneath the planned bottom of footing elevation. The Granular Fill should be placed and compacted in lifts not exceeding eight inches in loose thickness, at a moisture content of k 2% of the Optimum Moisture Content, and to densities in excess of 95%, as determined by ASTM 31557, or as directed by the Geotechnical Engineer.

Subgrade soils that are saturated or unstable should be over excavated 6 inches and a 6-inch layer of NJDOT Number 4, crushed stone should be placed and compacted on the subgrade.

The 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 foundation excavation.

The retaining walls and sand bunkers should bear on stable, in-situ soil, compacted Number 4, crushed stone, andlor compacted Granular Fill.

The retaining walls should be designed with free draining backfill behind the walls and drains andlor weeps at the bottom of the walls.

7.3 Frost Protection

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

February 28, 201 1

7.4 Seismic

7.4.1 Building #636E

Based on the field SPT N-values, the maximum considered earthquake spectral response acceleration for short periods, (SMs) is 38.4 and at I-second period, (SMq) is 11.9 as determined from the United States Geological Survey (USGS) National Earthquake Hazards Reduction Program (NEHRP), 2003 mapping, utilizing site coordinates of 40.96 latitude and 74.55 longitude. These values have been corrected to Seismic Site Classification C.

7.4.2 Building #636H

Based on the field SPT N-values, the maximum considered earthquake spectral response acceleration for short periods, (SMs) is 49.5 and at I-second period, (SMl) is 16.3 as determined from the United States Geological Survey (USGS) National Earthquake Hazards Reduction Program (NEHRP), 2003 mapping, utilizing site coordinates of 40.96 latitude and 74.55 longitude. These values have been corrected to Seismic Site Classification D.

7.5 General

Bedrock, man-made fill, organics, cobbles andlor boulders, spent munitions, and groundwater may be encountered during the foundation installations.

The following soil properties may be utilized in the design of foundations.

Table of Soil Properties

A coefficient of friction value of 0.50 may be used for concrete footings founded on compacted silty, gravelly sand, NJDOT Number 4, crushed stone, Granular Fill or Engineered Structural Fill.

Soil Property

Angle of Internal Friction (") Active Earth Coefficient (&)* At Rest Earth Coefficient (&)* Passive Earth Coefficient (K,)* Wet Unit Weight (pcf)

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

*The earth pressure coefficients assume level backfill placed in a fully drained condition.

On-site Silty, Gravelly Sand

0.36 0.53 2.77

110-125

Granular Fill

0.31 0.47 3.25

1 35-1 45

Structural Fill Engineered I

0.25 0.40 4.00

140-1 50

February 28, 201 1

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

11 Sieve Size I Percent Passing 11

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.

7.6 Asphalt Pavement and Roller Compacted Concrete Design

7.6.1 Site Work

Site work for the pavement and roller compacted concrete areas should consist of removing the surficial organic materials, including the existing building, asphalt pavement and concrete pads.

After performing the cuts and prior to placing fill, the exposed subgrade soils should be compacted with a minimum of a 10-ton vibratory roller to densities in excess of 95% of the maximum dry density as determined by ASTM D 1557, or as directed by a Geotechnical Engineer. Compaction of the exposed subgrade should be performed under the observation of a Geotechnical Engineer. The subgrade should be proof rolled using a tandem axle truck with a minimum gross weight of 40,000 Ibs. 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 or Engineered Structural Fill. Granular Fill should be used to raise the pavement and roller compacted concrete areas to the proposed subgrade elevations.

Due to the moderate percentage of fines, the subgrade soils encountered in the pavement and roller compacted concrete soil borings are considered moderately moisture sensitive and frost susceptible. To minimize frost action in the asphalt and concrete 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 and concrete 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.

February 28, 201 1

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

Thickness

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

1 %" 3" 12" 12"

Thickness Course NJDOT Item No. 1

Course NJDOT Item No.

* The product of crushed ledge rock.

Bituminous Top Course Bituminous Binder Course

* Granular Subbase Granular Fill

* The product of crushed ledge rock.

Table 902.02.03-1, Type 12.5 mm Table 902-02.03-1, Type 37.5 mm

Table 901.10.01-1 Specified Above

2" 4" 12" 12"

A minimum of 12 inches of Granular Subbase should be placed beneath Roller Compacted Concrete Pavements. The Roller Compacted Concrete thickness should be designed based on the anticipated traffic loads. A subgrade modulus of 150 pci should be utilized for the native subgrade soils, prepared as previously discussed.

8.0 SUMMARY

Bituminous Top Course Bituminous Binder Course

* Granular Subbase Granular Fill

The subsurface investigation logs and this preliminary report in its entirety should be provided to the contractors for information and interpretation. The subsurface investigation logs rnay not be representative of the entire site subsurface condition, but only what was found at the individual test location 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.

Table 902.02.03-1, Type 12.5 mm Table 902-02.03-1, Type 37.5 mm

Table 901.10.01-1 Specified Above

February 28, 201 1

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

Prepared by:

Matthew T. Trodler, IE Engineer

Brian T. Barnes, PE Senior Engineer

Reviewed by:

Christopher F. Ward, PE Senior Engineer

APPENDIX A

SITE LOCATION PLAN

SITE LOCATION PLAN

Proposed Ballistics Evaluation Facility Picatinny Arsenal. New Jersey ATLANTIC TESTING LABORATORIES, limited

ATL Report No. CD7139E-01-11-10

APPENDIX B

BORING LOCATION PLAN

S O

LI

C

IT

A

TI

O

N N

O

FI

LE

N

AM

E:

D W

N B

Y:

C

K D

B Y:

D E

S

IG

N

ED

B Y:

D E

S C

R

IP

TI

O

N

D

2 3

C

4 5

A

B

M A

R K

A P

P R

US Army Corps of Engineers

D A

TE

S

IZ

E:

S U

B M

IT

TE

D B

Y:

P

LO

T D

AT

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D A

TE

M

A R

K D

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New York District

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REFERENCE

NUMBER

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IN

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APPENDIX C

SUBSURFACE INVESTIGATION LOGS

Inspector:

Client:

Coordinates

BLOWS ON

SAMPLER

PER 6"

2" O.D.

SAMPLER

Time

11/4/2010

0-10%

Finish Date:

Ground Elev.:

of coarse medium

CasingBoring No.: 1

SA

M

PL

E

N O

Scott Fox; Matt Trodler

SH

D

EP

TH

See Boring Location Plan

~60' South of Original Staked Location

Sampler Hammer f

DRY11/4/2010

Sheet

Picatinny Arsenal, New Jersey

35-50%

Easting

Northing

SS

4.0

2.0

0.0

Boring terminated at 4.9 feet due to auger refusal on possible bedrock.

Notes:

1. Borehole backfilled with on-site soils.

A U G E R

11/4/2010

SS

100/3"

SS4.8

Project:

Ballistics Evaluation Facility

CD7139-01-11-10

ATLANTIC TESTING LABORATORIES, Limited fine

16 0.2

304.0

2.0

Reddish-Brown Similar Soil; Weathered Rock Fragment

Reddish-Brown Similar Soil (moist, non-plastic) Possible Weathered Rock

Reddish-Brown cmf SAND; and cmf GRAVEL; little SILT (wet, non-plastic)

2" TOPSOIL & ORGANIC MATERIAL

20-35%

4.9

CLASSIFICATION OF MATERIAL

Start Date:

Date Depth

Split Spoon Sample some m little

Groundwater Observations

Subsurface Investigation trace

AutomaticHammer Type:

Fall:

B-1

8:10

Boring Location:

D

EP

TH

O

F C

H A

N G

E

NX

Estimated Groundwater

Drillers:

From

M

ET

H O

D O

F A

D

VA

N C

E

SS

DEPTH

OF

SAMPLE

in.

OUT

Undisturbed Sample (Shelby Tube)

140140140

Boring Advance By:

Report No.:

R ec ov er y (In ch es

4 1/4" Auger c

Weight:

SA

M

PL

E

TY

PE

Rock Core and

Subsurface Investigation

10-20%

To

Jacobs Engineering

A

TL

-L O

G

C D

J A

C O

B S

E N

G

IN

E E

R

IN

G

- B

A

LL

IS

TI

C S

E V

A

LU

A

TI

O N

F A

C

IL

IT

Y

.G P

J L

O G

-W E

LL

.G

D T

/3

/1 lbs.

0.52.0

4.0

6.0

8.0

10.0 fine

14.0

5.0

7.5

10.0

14.0

12.0

Greyish Similar Soil (saturated, non-plastic) Possible FILL

Client:

6" TOPSOIL & ORGANIC MATERIAL

Light Brown cmf SAND; little mf GRAVEL; little SILT; trace ORGANIC MATERIAL (root hairs) (wet, non-plastic) FILL

Greyish-Brown cmf SAND; and SILT; trace CLAY; trace ORGANIC MATERIAL (root hairs) (wet, non-plastic) Possible

FILL

ORGANICS; some cmf SAND; little SILT; petroleum odor and sheen

Greyish-Brown mf SAND; little SILT; little f GRAVEL (wet, non-plastic)

Orangish-Brown cmf SAND; some mf GRAVEL; little SILT (wet, non-plastic)

Similar Soil (wet, non-plastic) Wood Fragments FILL of

Inspector:

2.0' medium

11/4/2010

Time

BLOWS ON

SAMPLER

PER 6"

2" O.D.

SAMPLER

Coordinates

0-10%

11/4/2010

ATLANTIC TESTING LABORATORIES, Limited

CD7139-01-11-10

Ballistics Evaluation Facility

Project:

coarse

Finish Date:

SA

M

PL

E

N O

1Boring No.: Casing

6 15

SS

SS

SS

SS

SS 124

WOH

3 8

SS

5 3

SS

10.0

A U G E R

Boring terminated at 14.0 feet.

Notes:

1. Borehole backfilled with on-site soils.

12.0

0.0

2.0

4.0

6.0

8.0

2.0'

CLASSIFICATION OF MATERIAL

Groundwater Observations

11/4/2010 AM

littlem some

OUTlbs.

SA

M

PL

E

TY

PE

Subsurface Investigation

DEPTH

OF

SAMPLE

trace

Hammer Type:

D

EP

TH

O

F C

H A

N G

E

AM

Split Spoon Sample

Fall:

Automatic

B-3

SS

DepthDate

Start Date:

Boring Location:

NX

Estimated Groundwater

M

ET

H O

D O

F A

D

VA

N C

E

From

Drillers:

Rock Core

Sampler Hammer

See Boring Location Plan

~40' East of Original Staked Location

D

EP

TH

Scott Fox; Matt Trodler

20-35%

Weight:

SH

Ground Elev.:

Northing

Easting

35-50%

Picatinny Arsenal, New Jersey f

Sheet

11/4/2010

Jacobs Engineering

To c 10-20%

Undisturbed Sample (Shelby Tube)

Subsurface Investigation and -

Boring Advance By:

4 1/4" Auger

R ec ov er y (In ch es in.

Report No.:

OUT

140140140

A

TL

-L O

G

C D

J A

C O

B S

E N

G

IN

E E

R

IN

G

- B

A

LL

IS

TI

C S

E V

A

LU

A

TI

O N

F A

C

IL

IT

Y

.G P

J L

O G

-W E

LL

.G

D T

/3

/1

17.0

2.0

4.0

6.0

8.0

12.0 Grey cmf SAND; little mf GRAVEL; little SILT (saturated, non-plastic)

22.0

0.8 fine

10.0

10" TOPSOIL & ORGANIC MATERIAL

Ground Elev.:

Orangish-Brown cmf SAND; little mf GRAVEL; little SILT (wet, non-plastic)

Grey cmf SAND; mf GRAVEL; little SILT (wet, non-plastic)

Brown cmf SAND; little mf GRAVEL; little SILT (wet, non-plastic)

Greyish-Brown cmf SAND; little SILT; little mf GRAVEL; trace ORGANIC MATERIAL (root hairs) (wet, non-plastic)

Grey Similar Soil (saturated, non-plastic)

No Recovery

Grey mf SAND; little SILT; trace f GRAVEL (saturated, non-plastic)

Time

ATLANTIC TESTING LABORATORIES, Limited

10.0'

0-10%

Inspector:

of

BLOWS ON

SAMPLER

PER 6"

2" O.D.

SAMPLER

Coordinates

Client:

0.0'*

11/4/2010

Ballistics Evaluation Facility

Project:

Finish Date:

SA

M

PL

E

N O

CD7139-01-11-10

Boring No.: Casing medium coarse

11/4/2010

SS

SS

SS

SS

SS

SS6

A U G E R

WOH

SS

15.0 10

10.0

6 6

Northing

20.0 SS

0.0

2.0

4.0

6.0

8.0 some

Groundwater Observations

11/4/2010 PM

little

CLASSIFICATION OF MATERIAL

Subsurface Investigation

15.0'

Split Spoon Sample m

SA

M

PL

E

TY

PE

DEPTH

OF

SAMPLE

trace

Date

Hammer Type:

PM

PM

D

EP

TH

O

F C

H A

N G

E

Fall:

NX

Automatic

B-4 lbs.

Start Date:

Boring Location:

Borehole caved at 4.8 feet. *Water reading may be affected by surface runoff.

SS

Depth

M

ET

H O

D O

F A

D

VA

N C

E

From

Drillers:

Estimated Groundwater

Sampler Hammer

See Boring Location Plan

~18' North of Original Staked Location

D

EP

TH

SH

20-35%

Weight:

c

Scott Fox; Matt Trodler

Sheet

Easting

35-50%

Picatinny Arsenal, New Jersey

11/4/2010

11/4/2010

OUT30

f R ec ov er y (In ch es

Subsurface Investigation

Jacobs Engineering

To

OUT

and -

Rock Core

10-20%

Boring Advance By:

A

TL

-L O

G

C D

J A

C O

B S

E N

G

IN

E E

R

IN

G

- B

A

LL

IS

TI

C S

E V

A

LU

A

TI

O N

F A

C

IL

IT

Y

.G P

J L

O G

-W E

LL

.G

D T

/3

/1 in.

Report No.:

3.2'

4 1/4" Auger

140140140

Undisturbed Sample (Shelby Tube) fine trace

ATLANTIC TESTING LABORATORIES, Limited

CD7139-01-11-10

DEPTH

OF

SAMPLE

R

EC

O

VE

R Y

(in ch es

)BLOWS ON

SAMPLER

PER 6"

2" O.D.

SAMPLER

medium course

CLASSIFICATION OF MATERIAL

D

EP

TH

O

F C

H A

N G

E

SA

M

PL

E

TY

PE

18 229 SS

Boring terminated at 27.0 feet.

Notes:

1. Borehole backfilled with on-site soils.

25.0 2513 some

Reddish-Brown Similar Soil (wet, non-plastic) m

27.0

27.0 and little

From To of

10-20%

35-50%

D

EP

TH

Subsurface Investigation

2Report No.:B-4 2

M

ET

H O

D O

F A

D

VA

N C

E f

Boring No.:

A

TL

-L O

G

C D

J A

C O

B S

E N

G

IN

E E

R

IN

G

- B

A

LL

IS

TI

C S

E V

A

LU

A

TI

O N

F A

C

IL

IT

Y

.G P

J L

O G

-W E

LL

.G

D T

/3

/1

Sheet c

SA

M

PL

E

N O

20-35%

0-10%

8.0

2.0

10.0

6.0

Reddish-Brown cmf SAND; some cmf GRAVEL; little SILT (wet, non-plastic)

10.0

12.0

17.0

21.8

0.7

4.0

BLOWS ON

SAMPLER

PER 6"

2" O.D.

SAMPLER

Orangish-Brown cmf SAND; some mf GRAVEL; little SILT (wet, non-plastic) Possible Weathered ROCK fragments from 21.5 to 21.8 feet.

8Orangish-Brown cmf GRAVEL; and cmf SAND; little SILT (saturated, non-plastic)

8" SAND SUBBASE

Brownish-Grey cmf SAND; little SILT; trace f GRAVEL (moist, non-plastic) Possible FILL Grey mf SAND; little SILT (saturated, non-plastic) FILL; Wood Fragment

Wood; Organic Odor

Wood; Organic Odor

Grey mf SAND; little mf GRAVEL; little SILT; trace WOOD (wet, non-plastic)

13.0

12.0'

Casing medium coarse of

Inspector:

4.0

0-10%

11/4/2010

21.8 fine

ATLANTIC TESTING LABORATORIES, Limited

Boring No.:

Ballistics Evaluation Facility

Project:

Finish Date:11/4/2010

SA

M

PL

E

N O

CD7139-01-11-10

6 4

SS5

SS

SS

SS

10 12

SS

2315.0

20.0

6SS

6.0

50/5"

14 14

SS

SS

A U G E R

Boring terminated at 21.8 feet.

Notes:

1. Borehole backfilled with on-site soils.

10.0

8.0

0.0

2.0

4.0

Coordinates

CLASSIFICATION OF MATERIAL

Groundwater Observations

11/4/2010 AM

littlem trace some

20.0'

Time lbs.

Subsurface Investigation

SA

M

PL

E

TY

PE

DEPTH

OF

SAMPLE

Hammer Type:

Borehole caved at 4.2 feet. *Water reading may be affected by surface runoff.

AM

AM

Split Spoon Sample

Fall:

Estimated Groundwater

Automatic

B-5

SS

DepthDate

Start Date:

Boring Location:

D

EP

TH

O

F C

H A

N G

E

NX

M

ET

H O

D O

F A

D

VA

N C

E

From

Drillers:

D

EP

TH

f

11/4/2010

See Boring Location Plan

~30' North of Original Staked Location

SH

Scott Fox; Matt Trodler

20-35%

Rock Core

Sampler Hammer

35-50%

Client:

DRY

Ground Elev.:

Northing

OUT

11/4/2010

Picatinny Arsenal, New Jersey

Sheet

Weight:

Easting

Undisturbed Sample (Shelby Tube)

OUT

To

10-20%

Subsurface Investigation and

Jacobs Engineering

Report No.:

c

4 1/4" Auger

R ec ov er y (In ch es in.

3.9'*

Boring Advance By:

A

TL

-L O

G

C D

J A

C O

B S

E N

G

IN

E E

R

IN

G

- B

A

LL

IS

TI

C S

E V

A

LU

A

TI

O N

F A

C

IL

IT

Y

.G P

J L

O G

-W E

LL

.G

D T

/3

/1

0-10%

7.8'

Inspector:

of coarse medium

Casing

SA

M

PL

E

N O

11/4/2010 Finish Date:

Project:

Ballistics Evaluation Facility

CD7139-01-11-10

ATLANTIC TESTING LABORATORIES, Limited fine

Boring No.:

35-50% f

30 OUT

11/4/2010

Sheet

11/4/2010

Easting

Northing

Ground Elev.:

5.5'

Client:

Coordinates

BLOWS ON

SAMPLER

PER 6"

2" O.D.

SAMPLER

Time

7.9

Picatinny Arsenal, New Jersey

0.0

Boring terminated at 7.9 feet due to auger refusal on possible bedrock.

Notes:

1. Borehole backfilled with on-site soils.

2. Bedrock slopes downward from East to West.

A U G E R

SS

SS

SS

SS

4.03

6.0

6" TOPSOIL & ORGANIC MATERIAL

Sampler Hammer

2.0

0.5

7.9

6.0

4.0

2.0

Brown Similar Soil (saturated, non-plastic)

Brown Similar Soil (wet, non-plastic)

2.0

Brown cmf SAND; and mf GRAVEL; little SILT (wet, non-plastic) Possible FILL

Dark Brown cmf SAND; some SILT; little mf GRAVEL (wet, non-plastic) m

Start Date:

Date Depth

Split Spoon Sample

7.9'

11/4/2010

CLASSIFICATION OF MATERIAL

little

PM11/4/2010

Groundwater Observations

Subsurface Investigation trace some

Borehole caved at 5.8 feet. *Water reading may be affected by surface run off.

AutomaticHammer Type:

Fall:

B-6

PM

PM

Boring Location:

D

EP

TH

O

F C

H A

N G

E

NX

Estimated Groundwater

Drillers:

From

M

ET

H O

D O

F A

D

VA

N C

E

SS

SA

M

PL

E

TY

PE

DEPTH

OF

SAMPLE

Boring Advance By:

4.5'*

Report No.:

in.

4 1/4" Auger

Undisturbed Sample (Shelby Tube) c

Weight:

20-35%

Scott Fox; Matt Trodler

SH

D

EP

TH

See Boring Location Plan

~50' North of Original Staked Location

R ec ov er y (In ch es

A

TL

-L O

G

C D

J A

C O

B S

E N

G

IN

E E

R

IN

G

- B

A

LL

IS

TI

C S

E V

A

LU

A

TI

O N

F A

C

IL

IT

Y

.G P

J L

O G

-W E

LL

.G

D T

/3

/1 lbs.

Rock Core and

Subsurface Investigation

10-20%

To

Jacobs Engineering

OUT

Grey cmf SAND; and SILT; trace CLAY; trace f GRAVEL (wet, non-plastic)

Cobbles encountered at 1.7 to 7 feet.

Brown Similar Soil (moist, non-plastic) FILL Brown Similar Soil (moist, non-plastic)

Brown cmf SAND; little SILT; little f GRAVEL; trace CLAY (wet, very slightly plastic) (wood fragments) FILL Brown Similar Soil (wet, very slightly plastic) FILL

Wood debris encountered from 9.5 to 9.8 feet.

Brown cmf SAND; little cmf GRAVEL; trace SILT (wet, non-plastic)

FILL

Black ORGANIC MATERIAL (PEAT) (wet, non-plastic)

2" TOPSOIL & ORGANIC MATERIAL

Grey CLAY; little SILT (wet, plastic)

Black ORGANIC MATERIAL (saturated, non-plastic)

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

8Brown cmf SAND; trace f GRAVEL; trace SILT (moist, non-plastic)

FILL

Finish Date:

fine

ATLANTIC TESTING LABORATORIES, Limited

CD7139-01-11-10

Ballistics Evaluation Facility

21.0

8/16/2010

SA

M

PL

E

N O

1Boring No.: Casing medium

Project:

21.0

1.0

2.0

4.0

6.0

8.0

10.0

12.0

19.0

0.2 1.0

7.0

10.0

13.0

19.5

20.5

17.0

1A

SS

1B

18 7

25 24

SS

20SS

2.0

4.0

6.0

8.0

10.0

15.0

0.0

19.0 of

17.0

SS

SS

SS

SS

SS

SS

1.0

Boring terminated at 21.0 feet.

Notes:

1. Borehole backfilled with on-site soils.

SS

A U G E R

8/16/2010

DEPTH

OF

SAMPLE

trace

Subsurface Investigation

Groundwater Observations

5:404PM

littlem

CLASSIFICATION OF MATERIAL

some lbs.

Subsurface Investigation and

Rock Core

SA

M

PL

E

TY

PE

8:00AM

B-7

NX

D

EP

TH

O

F C

H A

N G

E

Borehole caved at 11.9 feet.

5:50PM

5:25PM

Fall:

Hammer Type: Automatic

To

Split Spoon Sample

DepthDate

Estimated Groundwater

12.0'

Boring Location:

SS

M

ET

H O

D O

F A

D

VA

N C

E

From

Drillers:

Start Date:

8/16/2010

35-50%

Picatinny Arsenal, New Jersey

10-20%

Ground Elev.:

OUT30

f

8/17/2010

8/16/2010

Sheet

A

TL

-L O

G

C D

J A

C O

B S

E N

G

IN

E E

R

IN

G

- B

A

LL

IS

TI

C S

E V

A

LU

A

TI

O N

F A

C

IL

IT

Y

.G P

J L

O G

-W E

LL

.G

D T

/3

/1

Inspector:

11.1'

0-10%

Easting

8/16/2010

Northing

Time

BLOWS ON

SAMPLER

PER 6"

2" O.D.

SAMPLER

Coordinates

Client:

11.3'

See Boring Location Plan

Matt Trodler

10.5'

Boring Advance By:

Report No.:

in.

Undisturbed Sample (Shelby Tube)

15.0'

Jacobs Engineering

11.0'

140Weight:

coarse

D

EP

TH

SH

Tony Mallory; Andy Conant

20-35%

Sampler Hammer

OUT

c

4 1/4" Auger

R ec ov er y (In ch es

Light Brown cmf SAND; some cmf GRAVEL; little SILT (moist, non-plastic) w=4.9% Possible FILL

A U G E R

Boring terminated at 12.8 feet due to auger refusal on possible bedrock.

Notes:

1. Borehole backfilled with on-site soils.

2. Borehole advancement suspended at 12.6 feet on 8-17-10.

3. Borehole advancement continued on 11-2-10.

Brown cmf SAND; and cmf GRAVEL; trace SILT (wet, non-plastic) (subbase) w=4.2% Possible FILL

0.0

2.0

4.0

6.0

8.0

10.0

Ground Elev.:

Time

BLOWS ON

SAMPLER

PER 6"

2" O.D.

SAMPLER

Coordinates

Client:

Northing

Easting

35-50%

Picatinny Arsenal, New Jersey

DRY

Inspector:

SS

Light Brown cmf SAND; little mf GRAVEL; little SILT (moist, non-plastic) Possible FILL

Boring No.: Casing medium of

11/2/2010

9.5'

0-10% coarse

ATLANTIC TESTING LABORATORIES, Limited

8.0

10.0

12.8

Finish Date:

12.0

CD7139-01-11-10

Ballistics Evaluation Facility

Project:

SS

fine

Brown cmf SAND; and cmf GRAVEL; trace SILT (moist, non-plastic) w=6.9% Possible FILL Dark Brown Similar Soil; trace ORGANICS (roots, root hairs) (moist,…