Appendix_B_-_P-650_Geotechnical_Report.pdf

Geotechnical Engineering Report

P650 Aircraft Apron, Taxiway, and Support Facilities Joint Base McGuire-Dix-Lakehurst Trenton, New Jersey

January 12, 2018

19955 Highland Vista Drive, Suite 170 Ashburn, Virginia 20147 703-726-8030

19955 Highland Vista Dr., Suite 170 Ashburn, Virginia 20147

(703) 726-8030 www.geoconcepts-eng.com

January 12, 2018

Mr. Anhtan V. Le, AIA, LEED AP Jacobs 1100 N. Glebe Road, Suite 500 Arlington, Virginia 22201

Subject: Geotechnical Engineering Report P650 Aircraft Apron, Taxiway, and Support Facilities (Our 17082) Joint Base McGuire-Dix-Lakehurst, Trenton, New Jersey

Dear Mr. Le:

GeoConcepts Engineering, Inc. (GeoConcepts) is pleased to present the following geotechnical engineering report prepared for P650 Aircraft Apron, Taxiway, and Support Facilities at Joint Base McGuire-Dix- Lakehurst in Trenton, New Jersey.

We appreciate the opportunity to serve as your geotechnical consultant on this project. Please do not hesitate to contact me if you have any questions or want to meet to discuss the findings and recommendations contained in the report.

Sincerely, GEOCONCEPTS ENGINEERING, INC.

Katherine N. Fordney, EIT Project Manager kfordney@geoconcepts-eng.com

Table of Contents

1.0 Scope of Services

2.0 Site Description and Proposed Construction

3.0 Subsurface Conditions

3.1 Geology

3.2 Stratification

3.3 Groundwater

3.4 Soil Laboratory Test Results

3.5 Seismic Site Classification

3.6 Torvane and Pocket Penetrometer Test Results

4.0 Engineering Analysis

4.1 Spread Footings

4.2 Lower Floor Slabs on Grade

4.3 Pavements

4.3.1 Traffic Analyses

4.3.2 Pavement Design Recommendations

4.4 Earthwork

5.0 General Limitations

Figure 1: Site Vicinity Map

Appendix A: Subsurface Investigation Appendix B: Soil Laboratory Test Results Appendix C: Pavement Design

January 12, 2018 17082 Page 1

1.0 Scope of Services

This geotechnical engineering report presents the results of the field investigation, soil laboratory testing, and engineering analysis of the geotechnical data. This report specifically addresses the following:

• An evaluation of subsurface conditions within the area of the proposed site development, including a seismic site classification per the International Building Code.

• Foundation recommendations for support of the proposed buildings and lower floor slabs on grade.

• An assessment of subgrade conditions for support of flexible and rigid pavements, including recommended flexible and rigid pavement sections based on an estimated design CBR value and traffic loading information provided to us by others.

• Earthwork recommendations for construction of loadbearing fills, including an assessment of on-site soils to be excavated for re-use as fill.

Services not specifically identified in the contract for this project are not included in the scope of services.

2.0 Site Description and Proposed Construction

The site is located at Joint Base McGuire-Dix-Lakehurst (JBMDL) in Trenton, New Jersey. Specifically, the site is located directly west of the existing runways on the base. The site consists of existing asphalt and concrete pavement and grassed areas, and is surrounded by existing roadways and buildings.

Based on the Scope of Work (SOW) for Geotechnical Services, the proposed construction consists of an approximately 1,500 SF storage building, an approximately 2,100 SF army aviation support building, aircraft parking and taxiway areas to support Army and USMC aircraft, a relocated parking lot, paved access area, and a relocated ordnance berm approximately 20 feet in height. Based on information provided to us, we understand that the wall footings for the Air Operations Building will need to support approximately 2 kips/ft and maximum column loads are approximately 13.5 kips. We assume that the new buildings will be constructed at approximately existing grades.

3.0 Subsurface Conditions

Subsurface conditions were investigated by drilling a total of eight Standard Penetration Test (SPT) borings in the proposed building and pavement areas. The SPT borings were completed by Uni-Tech Drilling of New Jersey under our observations between August 22 and 24, 2017, utilizing 4-¼ inch inside diameter hollow stem auger with automatic hammer. The sampler was advanced by driving the spoon into undisturbed soil under the impact of a 140-lbf hammer free-falling from 30 inches height per ASTM D1586-

11. Two test pits were also performed at the site by Uni-Tech with a CAT excavator. Test boring logs, test pit logs, and a boring location plan are presented in Appendix A of this report.

3.1 Geology

The site is located within the Coastal Plain Physiographic Province of New Jersey. The Coastal Plain consists of a seaward thickening wedge of unconsolidated to semi-consolidated sedimentary deposits from the Cretaceous Geologic Period to the Holocene Geologic Epoch. These deposits represent marginal-marine to marine sediments consisting of interbedded sands and clays. The Coastal Plain is bordered to the east by the Atlantic Ocean and to the west by the Piedmont Physiographic Province. The dividing line between the Coastal Plain and the Piedmont is locally referred to as the “Fall Line”. This name comes from the waterfalls that form as a result of the differential erosion that occurs as streams cross the Piedmont/Coastal Plain contact.

January 12, 2018 17082 Page 2

Specifically, according to local geologic maps, the site is mapped in the Cohansey Formation of the Neogene geologic period. Based on our subsurface investigation, the sediments and strata correspond favorably to the geologic publications.

3.2 Stratification

The subsurface materials encountered have been stratified for purposes of our discussions herein. These stratum designations do not imply that the materials encountered are continuous across the site. Stratum designations have been established to characterize similar subsurface conditions based on material gradations and parent geology. The generalized subsurface materials encountered in the test borings completed at the site have been assigned to the following strata:

Stratum A (Existing Fill) generally stiff to very stiff, SANDY SILT, SANDY LEAN CLAY, SANDY SILTY CLAY, FILL, moist, brown, gray

Stratum B (Alluvial) medium dense, SILTY SAND (SM), POORLY GRADED SAND (SP-SM) WITH SILT, moist, brown, gray, orange

The two letter designations included in the strata descriptions presented above and on the test boring logs represent the Unified Soil Classification System (USCS) group symbol and group name for the samples based on laboratory testing per ASTM D2487 and visual classifications per ASTM D2488. It should be noted that visual classifications per ASTM D2488 may not match classifications determined by laboratory testing per ASTM D2487.

3.3 Groundwater

Groundwater level observations were made in the field during drilling and up to one day after the completion of the test borings. A summary of the longer-term water level readings rounded off to the nearest 0.5 feet elevation is presented below in Table 3.3-1.

Table 3.3-1: Groundwater Readings

Test Boring No. Depth to Groundwater (ft) Groundwater Elevation (ft)

B-1 3.2 EL 123

B-2 6.8 EL 119

P-1 Dry --

P-2 Dry --

P-3 2.3 EL 120

P-4 3.9 EL 123

P-5 3.6 EL 122.5

P-6 Dry --

As shown in the table above, groundwater was encountered at depths of about 2.3 to 6.8 feet below the existing ground surface, or at about EL 119 to EL 123.

The groundwater observations presented herein are considered to be an indication of the groundwater levels at the dates and times indicated. Where more impervious silt and clay soils are encountered, the amount of water seepage into the borings is limited, and it is generally not possible to establish the location

January 12, 2018 17082 Page 3 of the groundwater table through short term water level observations. Accordingly, the groundwater information presented herein should be used with caution. Also, fluctuations in groundwater levels should be expected with seasons of the year, construction activity, changes to surface grades, precipitation, or other similar factors.

3.4 Soil Laboratory Test Results

Selected soil samples obtained from the field investigation were tested for grain size distribution, Atterberg limits, compaction characteristics using modified effort, California Bearing Ratio (CBR), and natural moisture contents. A summary of soil laboratory test results is presented below in Table 3.4-1, and the results of natural moisture content tests are presented on the test boring logs in Appendix A.

Table 3.4-1: Summary of Soil Laboratory Test Results

Test Boring

No.

Depth (ft)

Sample Type Stratum Description of Soil

Specimen

Sieve Results

Atterberg Limits Natural

Moisture Content

Remarks Percent Retained #4 Sieve

Percent Passing #200 Sieve

LL PL PI

B-1 0-2 Jar A SANDY SILT (ML) 0.0 53.3 NP NP NP 9.6 -

B-1 18.5-20 Jar B POORLY GRADED SAND

(SP-SM) WITH SILT 0.0 9.9 NP NP NP 25.8 -

B-2 2-4 Jar A SANDY SILTY

CLAY (CL-ML) 1.9 64.2 23 17 6 17.1 -

B-2 13.5-15 Jar B SILTY SAND (SM) 0.0 13.0 NP NP NP 23.2 -

P-1 13.5-15 Jar B POORLY GRADED SAND

(SP-SM) WITH SILT 0.0 10.3 NP NP NP 20.3 -

P-2 0-5 Bulk A/B SILTY SAND (SM) 6.5 19.1 NP NP NP 1.7 CBR=25.0

P-3 2-4 Jar B SILTY SAND (SM) 2.4 28.8 NP NP NP 9.2 -

P-3 13.5-15 Jar B POORLY GRADED SAND

(SP-SM) WITH SILT 0.0 9.9 NP NP NP 18.7 -

P-4 8-10 Jar B POORLY GRADED SAND

(SP) 1.1 3.4 NP NP NP 13.9 -

P-5 8-10 Jar B SILTY SAND (SM) 0.0 14.7 NP NP NP 11.8 -

P-6 4-6 Jar A SANDY LEAN CLAY (CL) 0.0 52.7 24 17 7 16.9 -

P-6 8-10 Jar B POORLY GRADED SAND

(SP-SM) WITH SILT 0.3 7.8 NP NP NP 16.3 -

Notes:

1. Soil tests are in accordance with applicable ASTM standards

2. Soil classification symbols are in accordance with Unified Soil Classification System

3. Visual identification of samples is in accordance with ASTM D2488

4. Key to abbreviations: LL = liquid limit; PL = plastic limit; PI = plasticity index; NP = nonplastic

3.5 Seismic Site Classification

Based on the results of the subsurface investigation and our knowledge of local geologic conditions, the site soils have been assigned to a site class E per the International Building Code (IBC).

The site coefficients and adjusted Maximum Considered Earthquake (MCE) spectral response acceleration parameters were obtained from the United States Geological Survey (USGS) website and UFC 3-301-01 and are presented below Tables 3.5-1 and 3.5-2.

January 12, 2018 17082 Page 4

Table 3.5-1: Site Coefficients Mapped Spectral Accelerations for Site

Class B and 5% Damping (Step 1) Site Coefficients to Modify Accelerations Based on Site Classification E (Step 2)

SS = 0.202(g) Fa = 2.5

S1 = 0.060(g) FV = 3.5

Table 3.5-2: Maximum Considered Earthquake (MCE) Spectral Response Acceleration

MCE Spectral Response Accelerations (Step 3)

Design Spectral Response Accelerations (Step 4)

SMS = 0.504(g) (=SS*Fa) SDS = 0.336(g) (=2/3*SMS)

SM1 = 0.211(g) (=S1*FV) SD1 = 0.140(g) (=2/3*SM1)

3.6 Torvane and Pocket Penetrometer Test Results

Cohesive soil samples were tested with a Torvane and Pocket Penetrometer. Test results can be found below in Table 3.6-1 for the samples tested.

Table 3.6-1: Torvane and Pocket Penetrometer Test Results

Boring Depth (feet) Torvane Reading (tsf)

Pocket Penetrometer Reading (tsf)

B-2 2-4 1.0 1.75

P-6 4-6 1.0 0.75

4.0 Engineering Analysis

Recommendations regarding foundations, lower floor slabs, pavements, and earthwork are presented herein.

4.1 Spread Footings

Based on the assumed lower floor elevation for the proposed storage and aviation support buildings, firm existing fill or natural soils should be encountered at proposed spread footing elevations. Spread footings founded in these materials are considered suitable for support of the proposed buildings, and may be designed with a net allowable soil bearing pressure of 2,000 psf. In order to achieve the design bearing pressure, lowering or undercutting of specific footings may be required, especially when bearing in existing fill. It is critical that all footing subgrades be observed and approved for the appropriate bearing pressure by the geotechnical engineer, prior to placement of steel reinforcement or concrete.

Exterior footing subgrades should be located at least 2.5 feet below final exterior grades for frost considerations. Individual column footings and continuous wall footings should be at least 30 inches and 18 inches wide, respectively, for local or punching shear considerations. A maximum slope of one horizontal to one vertical (1H:1V) should be maintained between the bottom edges of adjacent footings.

Footing subgrades should be observed and approved by the Geotechnical Engineer of Record or his/her representative prior to placement of concrete, to ascertain that footings are placed on suitable bearing soils as recommended herein. Footings should be excavated and concrete placed the same day in order to avoid disturbance from water or weather. Disturbance of footing subgrades by exposure to water seepage or weather conditions should be avoided. Any existing fill, disturbed, frozen, or soft subgrade soils should be removed prior to placing footing concrete. Forms may be used if necessary, but less subgrade disturbance is anticipated if excavations are made to the required dimensions and concrete placed against the soil. If

January 12, 2018 17082 Page 5 footings are formed, the forms should be removed and the excavation backfilled as soon as possible. Water should not be allowed to pond along the outside of footings for long periods of time.

4.2 Lower Floor Slabs on Grade

Lower floor slabs supported by firm existing fill or natural soils are considered feasible at the site. However, where floor subgrades consist of existing fill, we recommend budgeting for undercutting the existing fill to a depth of at least 2 feet and backfilling with new compacted fill. The decision to undercut the existing fill should be based on a thorough proofroll of the floor slab subgrades under the observation of the geotechnical engineer.

All debris and soft soils near the final floor slab subgrade as a result of construction operations should be stripped and removed prior to placement of underfloor stone. A 4-inch minimum thickness of washed gravel or crushed stone meeting the requirement of AASHTO No. 57 should be placed below floor slabs on grade to serve as a capillary break. An impermeable plastic membrane should be placed on top of the crushed stone layer to assist as a moisture barrier. Special attention should be given to the surface curing of the slab in order to minimize uneven drying of the slab and associated cracking. Underfloor subdrainage is not recommended since groundwater is expected to be below the lower floor level.

We recommend that mesh (fiber or welded wire fabric) reinforcement be included in the design of the floor slab to minimize the development of any shrinkage cracks near the surface of the slab. If welded wire fabric is used, the mesh should be located in the top half of the slab.

4.3 Pavements

Pavement subgrades are expected to consist of firm existing fill, natural soils, or new compacted fill. These materials are generally considered suitable for support of the planned roadways and parking areas.

However, where pavement subgrades consist of existing fill, we recommend budgeting for undercutting the existing fill to a depth of at least 2 feet and backfilling with new compacted fill. The decision to undercut the existing fill should be based on a thorough proofroll of the pavement subgrades under the observation of the geotechnical engineer.

Based on the California Bearing Ratio (CBR) test results for the materials expected at pavement subgrades, a preliminary design CBR value of 10 is recommended for pavement design purposes. If fill placed at the site is generated from off-site borrow areas, the actual CBR value for the pavement subgrades may be significantly different from the preliminary value presented herein. Therefore, CBR tests should be performed on the in-place subgrade after rough grading and installation of utilities within roadways. Final pavement sections should be based on CBR tests taken on subgrade soils at the time of construction.

Concrete pavements should be utilized in loading dock areas and for dumpster pads.

4.3.1 Traffic Analyses

Traffic data was estimated for the relocated parking lot by GeoConcepts based on plans provided to us dated September 2008 and the following assumptions:

• Total parking spaces = 158 new spaces x 4 trips = 632 passes

• 50/50 split between passenger cars and trucks/SUVs (316 passes/day each)

• Three box trucks (Truck, 2 Axle 6 Tire) per week (6 passes/week)

• Two emergency vehicles (Truck, 3 Axle) per month (4 passes/month)

• Two tractor trailers (Truck, 5 Axle) per month (4 passes/month)

January 12, 2018 17082 Page 6

Table 4.3.1-1: Traffic Data for Relocated Parking Lot

Vehicle Per Day Per Week Per Year Passes for 25 Year Design Life

Car - Passenger 316 2,212 115,024 2,875,600

Truck, Large Pickup or SUV 316 2,212 115,024 2,875,600

Truck, 2 Axle 6 Tire - 6 312 7,800

Truck, 3 Axle - - 48 1,200

Truck, 5 Axle - - 48 1,200

Traffic data was also provided to us in an email dated January 4, 2018 for the paved access area, military/emergency fuel truck parking area, the USMC aircraft parking and taxiway, and the Army aircraft parking and taxiway:

• HEMTT Fuel Truck = 1 trip per day (2 passes/day)

Table 4.3.1-2: Traffic Data for Paved Access Area

Vehicle Per Day Per Week Per Year Passes for 25 Year Design Life

Truck, Large Pickup or SUV 316 2,212 115,024 2,875,600

HEMTT Fuel Truck 2 14 728 18,200

Truck, 2 Axle 6 Tire -- 6 312 7,800

Truck, 3 Axle -- -- 48 1,200

Truck, 5 Axle -- -- 48 1,200

Traffic data was estimated for the Military/Emergency Fuel Truck Parking using the same traffic data as the Paved Access Area, but omitting the passenger truck, large pickup, or SUV data. It is assumed that passenger cars and trucks will not be driven in this area.

Table 4.3.1-3: Traffic Data for Military/Emergency Fuel Truck Parking

Vehicle Per Day Per Week Per Year Passes for 20 Year Design Life

HEMTT Fuel Truck 2 14 728 14,560

Truck, 2 Axle 6 Tire -- 6 312 6,240

Truck, 3 Axle -- -- 48 960

Truck, 5 Axle -- -- 48 960

Traffic data was also provided for the USMC and Army Aircraft Parking and Taxiway areas:

• AH-1Z/UH-1Y aircraft = 14 trips per day

• C-130 aircraft = 1 trip per day (2 passes/day)

January 12, 2018 17082 Page 7

Table 4.3.1-4: USMC Aircraft Parking and Taxiway

Aircraft Per Day Per Week Per Year Passes for 20 Year Design Life

AH-1Z/UH-1Y 14 98 5,096 101,920

Table 4.3.1-5: Army Aircraft Parking and Taxiway

Aircraft Per Day Per Week Per Year Passes for 20 Year Design Life

C-130 2 14 728 14,560

4.3.2 Pavement Design Recommendations

Pavement sections were designed using Pavement-Transportation Computer Assisted Structural Engineering (PCASE). Frost depth was taken into account during design of the pavement sections. Depth of frost can be calculated based on a selected State and Station within the State. The closest station to the project site is Audubon, New Jersey. Once the State and Station are selected, the Frost Group must be selected. According to UFC 3-260-02, Table 20-1 Frost Design Classification can be found based on the typical soil types under the Unified Soil Classifications System (USCS).

January 12, 2018 17082 Page 8

The majority of the soils at the site classified as SP-SM, so Frost Group F2 was used in the design.

Recommended flexible pavement sections for the relocated parking lot and paved access area are presented below in Tables 4.3.2-1 and 4.3.2-2, respectively.

Table 4.3.2-1: Relocated Parking Lot Pavement Section

Flexible Pavement Layers PCASE Results Recommended

Pavement Section

Thickness (inches) Thickness (inches)

Asphalt 2 2

Crushed Aggregate Base 6 6

Table 4.3.2-2: Paved Access Area Pavement Section

Flexible Pavement Layers PCASE Results Recommended

Pavement Section

Thickness (inches) Thickness (inches)

Asphalt 3.5 3.5

Crushed Aggregate Base 6.2 6.5

In accordance with the Federal Aviation Administration (FAA) Advisory Circular 150/5230-6E – Airport Pavement Design and Evaluation, the following equation was used to convert the design CBR value to a k value to be used in design of rigid pavement sections.

𝑘𝑘 ≡ �1500 𝑥𝑥 𝐶𝐶𝐶𝐶𝐶𝐶

0.7788

, (k in pci)

Utilizing the equation, a k value of 141 pci was utilized for the rigid pavement section design.

Recommended rigid pavement sections for the Military/Emergency Fuel Trucking parking and the USMC and Army aircraft parking and taxiway are presented below in Tables 4.3.2-3, 4.3.2-4, and 4.3.2-5, respectively.

Table 4.3.2-3: Military/Emergency Fuel Truck Parking

Rigid Pavement Layers PCASE Results Recommended

Pavement Section

Thickness (inches) Thickness (inches)

Concrete 6 6

Table 4.3.2-4: USMC Aircraft Parking and Taxiway

PCASE Results Recommended

Pavement Section

Thickness (inches) Thickness (inches)

Concrete 6 6

January 12, 2018 17082 Page 9

PCASE Results Recommended

Pavement Section

Thickness (inches) Thickness (inches)

Table 4.3.2-5: Army Aircraft Parking and Taxiway

PCASE Results Recommended

Pavement Section

Thickness (inches) Thickness (inches)

Concrete 10.27 10.5

Outputs from PCASE for each pavement section can be found in Appendix C of this report. As described in Section 4.11 of the PCASE User Manual, Frost Design Results are provided in the columns labeled Non- Frost Design, Reduced Subgrade Strength, and Limited Subgrade Penetration. PCASE compares the total Reduced Subgrade Strength thickness to the Limited Subgrade Penetration thickness and the thinner of the two sections is compared to the Non-Frost thickness. If the Non-Frost thickness is greater, the Non- Frost controls the design. According to this criteria, the pavement design method will be made in favor of the one that gives the lower cost as long as it is thicker than the Non-Frost design section.

Construction traffic activity on partially constructed pavement sections may result in subgrade and pavement failures due to the reduced support qualities of a partially constructed pavement section and the relatively heavy loads associated with construction traffic. Accordingly, consideration should be given to the construction of designated haul roads where the thickness of the granular subbase and/or asphalt base course has been increased to account for the heavier-loaded construction traffic. We suggest that placement of the asphalt surface course not occur until all the major construction has been completed for pavement areas subjected to construction traffic. To minimize damage to light duty pavement areas during and after construction, consideration should be given to restricting access by construction and any future commercial (non-passenger vehicle) traffic onto the light duty pavement areas, where possible.

The overall grading design should include suitable storm inlets, pavement underdrains, and diversion structures for collecting surface runoff and to limit excessive ponding on paved surfaces. Specific surface drainage recommendations are beyond the scope of our services.

4.4 Earthwork

Fill may be required for site grading in building and pavement areas, and as backfill against walls below grade. Unsuitable existing fill, soft or loose natural soils, organic material, and rubble should be stripped to approved subgrades as determined by the geotechnical engineer. Topsoil and crushed aggregate depths presented on the boring logs should not be considered as stripping depths, as stripping depths may vary widely across the site. Stripping depths will probably extend to greater depths than the topsoil depths indicated herein due to the presence of minor amounts of organics, roots, and other surficial materials that will require removal as a part of the stripping operations. In addition, seasonal soil moisture variations can affect stripping depths. In general, less stripping may occur during summer months when drier weather conditions can be expected. The depth of required stripping should be determined prior to construction by the excavation contractor using test pits, probes, or other means that the contractor wishes to employ, and this determination should be the responsibility of the excavation contractor. All subgrades should be proofrolled with a minimum 20 ton, loaded dump truck or suitable rubber tire construction equipment approved by the geotechnical engineer, prior to the placement of new fill.

January 12, 2018 17082 Page 10

Fill material should be placed in lifts not exceeding 8 inches loose thickness, with fill materials compacted by hand operated tampers or light compaction equipment placed in maximum 4-inch thick loose lifts. Fill should be compacted at +/- 2% of the optimum moisture content to at least 95 percent of the maximum dry density per ASTM D-698. The upper 6 inches of pavement subgrades should be compacted to at least 100 percent of the maximum dry density per the same standard.

Materials used for compacted fill and the relocated berm should consist of soils classifying SM, SP, SW, GM, GP, or GW per ASTM D2487. It is expected that portions of soils excavated at the site will be suitable for re-use as fill based on classification. In addition, drying of excavated soils by spreading and aerating may be necessary to obtain proper compaction. This may not be practical during the wet period of the year.

Accordingly, earthwork operations should be planned for early spring through late fall, when drier weather conditions can be expected. Individual borrow areas, both from on-site and off-site sources, should be sampled and tested to verify classification of materials prior to their use as fill. The relocated berm should have a maximum slope gradient of 3H:1V for maintenance purposes.

Fill materials should not be placed on frozen or frost-heaved soils, and/or soils that have been recently subjected to precipitation. All frozen or frost-heaved soils should be removed prior to continuation of fill operations. Borrow fill materials should not contain frozen materials at the time of placement.

Compaction equipment that is compatible with the soil type used for fill should be selected. Theoretically, any equipment type can be used as long as the required density is achieved; however, sheepsfoot roller equipment are best suited for fine-grained soils and vibratory smooth drum rollers are best suited for granular soils. Ideally, a smooth drum roller should be used for sealing the surface soils at the end of the day or prior to upcoming rain events. In addition, compaction equipment used adjacent to walls below grade should be selected so as to not impose undesirable surcharge on walls. All areas receiving fill should be graded to facilitate positive drainage of any water associated with precipitation and surface run-off.

For utility excavation backfill, we recommend that open graded stone be used to backfill the pipe trench to the spring line of the pipe. Backfill should be compacted in lifts not exceeding 6 inches loose thickness, to at least 95 percent of the maximum dry density per ASTM D-698. Hand operated compaction equipment should be used until the backfill has reached a level 1 foot above the top of the pipe to prevent damaging the pipe. Also, backfill material within 2 feet of the top of the pipe should not contain rock fragments or gravel greater than 1-inch in diameter.

After completion of compacted fill operations in building or pavement areas, construction of building elements or asphalt should begin immediately, or the finished subgrade should be protected from exposure to inclement weather conditions. Exposure to precipitation and freeze/thaw cycles will cause the finished subgrade to soften and become excessively disturbed. If development plans require that finished subgrades remain exposed to weather conditions after completion of fill operations, additional fill should be placed above finished grades to protect the newly placed fill. Alternatively, a budget should be established for reworking of the upper 1 to 2 feet of previously placed compacted fill.

5.0 General Limitations

Recommendations contained in this report are based upon the data obtained from the relatively limited number of test borings and test pits. This report does not reflect conditions that may occur between the points investigated, or between sampling intervals in test borings. The nature and extent of variations between test borings and test pits and sampling intervals may not become evident until the course of construction. Therefore, it is essential that on-site observations of subgrade conditions be performed during the construction period to determine if re-evaluation of the recommendations in this report must be made.

It is critical to the successful completion of this project that GeoConcepts be retained during construction to observe the implementation of the recommendations provided herein.

January 12, 2018 17082 Page 11

This report has been prepared to aid in the evaluation of the site and to assist your office and the design professionals in the design of this project. It is intended for use with regard to the specific project as described herein. Changes in proposed construction, grading plans, structural loads, etc. should be brought to our attention so that we may determine any effect on the recommendations presented herein.

An allowance should be established for additional costs that may be required for foundation and earthwork construction as recommended in this report. Additional costs may be incurred for various reasons including wet fill materials, soft subgrade conditions, unexpected groundwater problems, etc.

This report should be made available to bidders prior to submitting their proposals to supply them with facts relative to the subsurface conditions revealed by our investigation and the results of analyses and studies that have been performed for this project. In addition, this report should be given to the successful contractor and subcontractors for their information only.

We recommend the project specifications contain the following statement: “A geotechnical engineering report has been prepared for this project by GeoConcepts Engineering, Inc. This report is for informational purposes only and should not be considered part of the contract documents. The opinions expressed in this report are those of the geotechnical engineer and represent their interpretation of the subsoil conditions, tests and results of analyses that they performed. Should the data contained in this report not be adequate for the contractor’s purposes, the contractor may make their own investigations, tests and analyses prior to bidding.”

This report was prepared in accordance with generally accepted geotechnical engineering practices. No warranties, expressed or implied, are made as to the professional services included in this report.

We appreciate the opportunity to be of service for this project. Please contact the undersigned if you require clarification of any aspect of this report.

Sincerely, GEOCONCEPTS ENGINEERING, INC.

Katherine N. Fordney, EIT Paul E. Burkart, PE Project Manager Senior Principal

KF/RSZ/PEB/shm N:\PROJECTS\Active 17 Projects\17082, P650 at JB McGuire\Final\Final\GER - P650 at JBMDL.docx

Appendix A Subsurface Investigation Subsurface Investigation Procedures (1 page)

Identification of Soil (1 page)

Figure 2, Boring Location Plan (1 page)

Test Boring and Test Pit Notes (1 page)

Test Boring and Test Pit Logs (10 pages)

Subsurface Investigation Procedures

1. Test Borings – Hollow Stem Augers The borings are advanced by turning an auger with a center opening of 4-¼ inches. A plug device blocks off the center opening while augers are advanced. Cuttings are brought to the surface by the auger flights.

Sampling is performed through the center opening in the hollow stem auger, by standard methods, after removal of the plug. Usually, no water is introduced into the boring using this procedure.

2. Standard Penetration Tests Standard penetration tests are performed by driving a 2-inch O.D., 1-⅜ inch I.D. sampling spoon with a 140-pound hammer falling 30 inches, according to ASTM D1586. After an initial 6 inches penetration to assure the sampling spoon is in undisturbed material, the number of blows required to drive the sampler an additional 12 inches is generally taken as the N value. In the event 30 or more blows are required to drive the sampling spoon the initial 6-inch interval, the sampling spoon is driven to a total penetration resistance of 100 blows or 18 inches, whichever occurs first.

3. Test Pits Test pits were excavated using a CAT backhoe. Test pits were excavated to a maximum depth of 10 feet below the existing ground surface. On completion of the test pit observations, test pits were backfilled with excavated soil material to existing grades. It should be noted that although some effort to compact backfill soils in test pit excavations was made during the field investigation, some settlement of test pit backfill materials should be expected.

4. Test Boring and Test Pit Stakeout The test boring and test pit stakeout was provided by GeoConcepts personnel using available site plans.

Ground surface elevations were estimated from topographic information contained on the site plan provided to us and should be considered approximate. If the risk related to using approximate boring locations and elevations is unacceptable, we recommend an as-drilled survey of boring locations and elevations be completed by a licensed surveyor.

Identification of Soil I. DEFINITION OF SOIL GROUP NAMES ASTM D2487 Symbol Group Name

Coarse-Grained Soils More than 50% retained on No. 200 sieve

Gravels More than 50% of coarse fraction retained on No. 4 sieve

Clean Gravels Less than 5% fines

GW WELL GRADED GRAVEL

GP POORLY GRADED GRAVEL

Gravels with Fines More than 12% fines

GM SILTY GRAVEL

GC CLAYEY GRAVEL

Sands 50% or more of coarse fraction passes No. 4 sieve

Clean Sands Less than 5% fines

SW WELL GRADED SAND

SP POORLY GRADED SAND

Sands with fines More than 12% fines

SM SILTY SAND

SC CLAYEY SAND

Fine-Grained Soils 50% or more passes the No. 200 sieve

Silts and Clays Liquid Limit less than

Inorganic CL LEAN CLAY

ML SILT

Organic OL ORGANIC CLAY

ORGANIC SILT

Silts and Clays Liquid Limit 50 or more

Inorganic CH FAT CLAY

MH ELASTIC SILT

Organic OH ORGANIC CLAY

ORGANIC SILT

Highly Organic Soils Primarily organic matter, dark in color, and organic odor PT PEAT

II. DEFINITION OF MINOR COMPONENT PROPORTIONS

Minor Component Approximate Percentage of Fraction by Weight Gravelly, Sandy (adjective) 30% or more coarse grained Sand, Gravel 15% to 29% coarse grained Silt, Clay 5% to 12% fine grained

III. GLOSSARY OF MISCELLANEOUS TERMS

SYMBOLS Unified Soil Classification Symbols are shown above as group symbols. Use “A” Line Chart for laboratory identification. Dual symbols are used for borderline classification.

BOULDERS & COBBLES Boulders are considered pieces of rock larger than 12 inches, while cobbles range from 3 to 12 inches.

WEATHERED ROCK Residual rock material with a standard penetration test (SPT) resistance of at least 50 blows per 6 inches.

ROCK/SPOON REFUSAL Rock material with a standard penetration test (SPT) resistance of 50 blows for 1 inch.

ROCK FRAGMENTS Angular pieces of rock which have separated from original vein or strata and are present in a soil matrix. Only used in residual soils QUARTZ A hard silicate mineral often found in residual soils. Only used when describing residual soils.

CEMENTED SAND Usually localized rock-like deposits within a soil stratum composed of sand grains cemented by calcium carbonate, iron oxide, or other minerals. Commonly encountered in Coastal Plain sediments, primarily in the Potomac Group sands (Kps).

MICACEOUS A term used to describe soil that “glitters” or is shiny. Most commonly encountered in fine-grained soils.

ORGANIC MATERIALS

(Excluding Peat)

Topsoil - Surface soils that support plant life and contain organic matter.

Lignite - Hard, brittle decomposed organic matter with low fixed carbon content (a low grade of coal).

FILL Man-made deposit containing soil, rock, and other foreign matter.

CONTAINS This is used when a soil contains a secondary component that does not apply to a USCS classification.

WITH This is used when a residual soil contains a secondary component that is included in the USCS classification.

PROBABLE FILL Soils which contain no visually detected foreign matter but which are suspect with regard to origin.

LAYERS ½ to 12 inch seam of minor soil component.

COLOR Two most predominant colors present should be described.

MOISTURE CONDITIONS Wet, moist, or dry to indicate visual appearance of specimen.

GRAIN SIZE Fine-medium-coarse

Test Boring and Test Pit Notes

1. Classification of soil is by visual inspection and is in accordance with the Unified Soil Classification

System.

2. Estimated groundwater levels are indicated on the logs. These are only estimates from available data and may vary with precipitation, porosity of soil, site topography, etc.

3. Sampling data presents standard penetrations for 6-inch intervals or as indicated with graphic representations adjacent to the sampling data.

4. The energy applied to the split-spoon sampler using the automatic hammer is about 33 percent greater than the applied energy using the standard safety hammer. The hammer blows shown on the boring logs are uncorrected for the higher energy.

5. The logs and related information depict subsurface conditions at the specific locations and at the particular time when drilled. Soil conditions at other locations may differ from conditions occurring at the test locations. Also, the passage of time may result in a change in the subsurface conditions at the test locations.

6. The stratification lines represent the approximate boundary between soil types as determined in the sampling operation. Some variation may be expected vertically between samples taken. The soil profile, groundwater level observations and penetration resistances presented on the logs have been made with reasonable care and accuracy and must be considered only an approximate representation of subsurface conditions to be encountered at the particular location.

7. Test pit excavations are logged to provide a record for geotechnical evaluation, construction inspection or other specialized purpose. Any significant features such as existing fill conditions, underground structures, groundwater or water seepage conditions, etc. are recorded.

11+10+8+11

12+12+12+13

12+6+5+6

5+9+10+16

5+5+7+5

3+3+5+5

0+3+3+4

2+2+7+6

4+5+7+9

126.0 125.5 124.0

122.0

120.0

113.0

108.0

103.0

96.0

A

B

Crushed aggregate = 6 in.

Fill, tan and dark gray, fine to coarse, SANDY SILT, very stiff, moist, ML Alluvial, light tan, fine to coarse, POORLY GRADED SAND, dense, moist, SP Medium dense

Medium to coarse

Alluvial, light gray, fine to medium, POORLY GRADED SAND WITH SILT, medium dense, moist, SP-SM

Loose

Medium dense

Bottom of Borehole at 30.0 ft.

9.6

10.2

25.8

27.8

DRILLING METHOD:PROJECT NUMBER:

8/23/17Jacobs

17082

M. Moaserrate

126.0 ±

DATES DRILLED:OWNER/CLIENT:

GROUND SURFACE ELEVATION (ft.):

DRILLER:

DRILL RIG:

CME 454.25 ID HSA; Automatic Hammer

SOIL

MATERIAL DESCRIPTION

ft.

ft.

ft.

10.0

3.0

3.2

UPON COMPLETION:

ENCOUNTERED:

19955 Highland Vista Dr., #170 Ashburn, Virginia 20147

703-726-8030 703-726-8032 fax

8/24/2017

P650 Aircraft Apron, Taxiway, and Support Facilities

Joint Base McGuire-Dix-Lakehurst, Trenton, New Jersey

THE STRATIFICATION LINES REPRESENT APPROXIMATE BOUNDARIES. THE TRANSITION MAY BE GRADUAL.

SAMPLE TYPES:

SPT

REMARKS:

Uni-Tech Drilling

K. Heffernan B-1DRILLING CONTRACTOR:

BORING NUMBER:

SHEET 1 OF 1

LOCATION:

LOGGED BY:

GROUND WATER LEVELS:

LOCATION:

PROJECT:

Coordinates: 40° 0'38.13"N, 74°36'19.92"W

BO

R

EH

O

LE

/T

ES

T

PI

T

P

AI

R C

R

AF

T

AP

R O

N L

O G

S.

G

PJ

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EO

C

O N

C

EP

TS

6.

G D

T

0/ 6/

R EC (in

)SPT

BLOW

COUNTS

116.0

123.0

122.8

ELEV.

ELEV.

ELEV.

ELEV.

ELEV.

120.0

122.5

ELEV.

(ft.)

20 40 60 80

STANDARD

PENETRATION

TEST RESISTANCE

(BPF)

6.0

3.5 ft.

ft.

CAVED:

CAVED:

DEPTH

(ft.)

ST

R

AT

U

M

SA

M

PL

E

TY

P

E

G R

AP

H

IC

M

C

5+12+13+14

5+7+9+6

4+2+4+2

6+8+6+8

3+5+8+11

2+2+4+5

0+0+3+4

4+4+5+4

6+6+13+12

126.0 125.5 124.0

122.0

120.0

118.0

113.0

103.0

98.0

96.0

A

B

Topsoil = 6 in.

Fill, gray and brown, fine to coarse, SANDY SILT WITH GRAVEL, hard, moist, ML Fill, tan, fine, SANDY SILTY CLAY, very stiff, moist, CL-ML Fill, tan, fine to coarse, SANDY SILT, firm, moist, ML

Alluvial, tan and orange, medium to coarse, POORLY GRADED SAND, medium dense, moist, SP Light gray, fine to coarse

Alluvial, light gray, fine to medium, SILTY SAND, loose, wet, SM

Medium dense

Dense

Bottom of Borehole at 30.0 ft.

17.1

16.0

23.2

25.5

DRILLING METHOD:PROJECT NUMBER:

8/23/17Jacobs

17082

M. Moaserrate

126.0 ±

DATES DRILLED:OWNER/CLIENT:

GROUND SURFACE ELEVATION (ft.):

DRILLER:

DRILL RIG:

CME 454.25 ID HSA; Automatic Hammer

SOIL

MATERIAL DESCRIPTION

ft.

ft.

10.0

6.8

NOT ENCOUNTERED UPON COMPLETION

ENCOUNTERED:

19955 Highland Vista Dr., #170 Ashburn, Virginia 20147

703-726-8030 703-726-8032 fax

8/24/2017

P650 Aircraft Apron, Taxiway, and Support Facilities

Joint Base McGuire-Dix-Lakehurst, Trenton, New Jersey

THE STRATIFICATION LINES REPRESENT APPROXIMATE BOUNDARIES. THE TRANSITION MAY BE GRADUAL.

SAMPLE TYPES:

SPT

REMARKS:

Uni-Tech Drilling

K. Heffernan B-2DRILLING CONTRACTOR:

BORING NUMBER:

SHEET 1 OF 1

LOCATION:

LOGGED BY:

GROUND WATER LEVELS:

LOCATION:

PROJECT:

Coordinates: 40° 0'42.17"N, 74°36'22.85"W

BO

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EH

O

LE

/T

ES

T

PI

T

P

AI

R C

R

AF

T

AP

R O

N L

O G

S.

G

PJ

G

EO

C

O N

C

EP

TS

6.

G D

T

0/ 6/

R EC (in

)SPT

BLOW

COUNTS

116.0

119.2

ELEV.

ELEV.

ELEV.

ELEV.

119.0

119.0

ELEV.

(ft.)

20 40 60 80

STANDARD

PENETRATION

TEST RESISTANCE

(BPF)

7.0

7.0 ft.

ft.

CAVED:

CAVED:

DEPTH

(ft.)

ST

R

AT

U

M

SA

M

PL

E

TY

P

E

G R

AP

H

IC

M

C

6+9+12+10

10+10+14+15

5+3+7+9

7+14+13+16

4+4+7+12

5+6+3+4

130.0 129.8 128.0

126.0

124.0

122.0

117.0

115.0

A

B

Topsoil = 3 in.

Fill, dark brown, fine to coarse, POORLY GRADED SAND WITH GRAVEL, medium dense, moist, SP Alluvial, light tan, fine to medium, SILTY SAND, dense, moist, SM Alluvial, light gray, fine to coarse, POORLY GRADED SAND, medium dense, moist, SP Dense

Light tan and orange, medium to coarse, medium dense

Alluvial, light gray and orange, fine to coarse, POORLY GRADED SAND WITH SILT, medium dense, moist, SP-SM Bottom of Borehole at 15.0 ft.

5.0

20.3

DRILLING METHOD:PROJECT NUMBER:

8/22/17Jacobs

17082

M. Moaserrate

130.0 ±

DATES DRILLED:OWNER/CLIENT:

GROUND SURFACE ELEVATION (ft.):

DRILLER:

DRILL RIG:

CME 454.25 ID HSA; Automatic Hammer

SOIL

MATERIAL DESCRIPTION

ft.8.0

NOT ENCOUNTERED UPON COMPLETION

ENCOUNTERED:

19955 Highland Vista Dr., #170 Ashburn, Virginia 20147

703-726-8030 703-726-8032 fax

8/23/2017: NOT ENCOUNTERED

P650 Aircraft Apron, Taxiway, and Support Facilities

Joint Base McGuire-Dix-Lakehurst, Trenton, New Jersey

THE STRATIFICATION LINES REPRESENT APPROXIMATE BOUNDARIES. THE TRANSITION MAY BE GRADUAL.

SAMPLE TYPES:

SPT

REMARKS:

Uni-Tech Drilling

K. Heffernan P-1DRILLING CONTRACTOR:

BORING NUMBER:

SHEET 1 OF 1

LOCATION:

LOGGED BY:

GROUND WATER LEVELS:

LOCATION:

PROJECT:

Coordinates: 40° 0'37.32"N, 74°36'22.13"W

BO

R

EH

O

LE

/T

ES

T

PI

T

P

AI

R C

R

AF

T

AP

R O

N L

O G

S.

G

PJ

G

EO

C

O N

C

EP

TS

6.

G D

T

0/ 6/

R EC (in

)SPT

BLOW

COUNTS

122.0ELEV.

ELEV.

ELEV.

127.0

127.0

ELEV.

(ft.)

20 40 60 80

STANDARD

PENETRATION

TEST RESISTANCE

(BPF)

3.0

3.0 ft.

ft.

CAVED:

CAVED:

DEPTH

(ft.)

ST

R

AT

U

M

SA

M

PL

E

TY

P

E

G R

AP

H

IC

M

C

4+6+16+11

14+9+12+12

4+4+6+9

7+5+12+13

1+3+3+5

9+9+13+14

125.0 124.7 123.0

121.0

117.0

112.0

110.0

A

B

Topsoil = 4 in.

Fill, dark brown, fine to coarse, POORLY GRADED SAND WITH GRAVEL, dense, moist, SP Alluvial, orange, fine to coarse, SILTY SAND, medium dense, moist, SM Light tan

Loose

Medium dense

Bottom of Borehole at 15.0 ft.

1.7

13.7

DRILLING METHOD:PROJECT NUMBER:

8/22/17Jacobs

17082

M. Moaserrate

125.0 ±

DATES DRILLED:OWNER/CLIENT:

GROUND SURFACE ELEVATION (ft.):

DRILLER:

DRILL RIG:

CME 454.25 ID HSA; Automatic Hammer

SOIL

MATERIAL DESCRIPTION

ft.4.0

NOT ENCOUNTERED UPON COMPLETION

ENCOUNTERED:

19955 Highland Vista Dr., #170 Ashburn, Virginia 20147

703-726-8030 703-726-8032 fax

8/23/2017: NOT ENCOUNTERED

P650 Aircraft Apron, Taxiway, and Support Facilities

Joint Base McGuire-Dix-Lakehurst, Trenton, New Jersey

THE STRATIFICATION LINES REPRESENT APPROXIMATE BOUNDARIES. THE TRANSITION MAY BE GRADUAL.

SAMPLE TYPES:

SPT

REMARKS:

Uni-Tech Drilling

K. Heffernan P-2DRILLING CONTRACTOR:

BORING NUMBER:

SHEET 1 OF 1

LOCATION:

LOGGED BY:

GROUND WATER LEVELS:

LOCATION:

PROJECT:

Coordinates: 40° 0'38.82"N, 74°36'18.06"W

BO

R

EH

O

LE

/T

ES

T

PI

T

P

AI

R C

R

AF

T

AP

R O

N L

O G

S.

G

PJ

G

EO

C

O N

C

EP

TS

6.

G D

T

0/ 6/

R EC (in

)SPT

BLOW

COUNTS

121.0ELEV.

ELEV.

ELEV.

121.0

121.5

ELEV.

(ft.)

20 40 60 80

STANDARD

PENETRATION

TEST RESISTANCE

(BPF)

4.0

3.5 ft.

ft.

CAVED:

CAVED:

DEPTH

(ft.)

ST

R

AT

U

M

SA

M

PL

E

TY

P

E

G R

AP

H

IC

M

C

3+4+6+14

13+7+4+2

2+3+5+6

6+7+7+6

2+2+6+5

3+6+4+2

122.0 121.5

118.0

107.0

B

Topsoil = 6 in.

Alluvial, light tan and orange, fine to medium, SILTY SAND, medium dense, moist, SM

Alluvial, light tan and orange, fine to coarse, POORLY GRADED SAND WITH SILT, medium dense, moist, SP-SM

Bottom of Borehole at 15.0 ft.

9.2

18.7

DRILLING METHOD:PROJECT NUMBER:

8/23/17Jacobs

17082

M. Moaserrate

122.0 ±

DATES DRILLED:OWNER/CLIENT:

GROUND SURFACE ELEVATION (ft.):

DRILLER:

DRILL RIG:

CME 454.25 ID HSA; Automatic Hammer

SOIL

MATERIAL DESCRIPTION

ft.

ft.

ft.

8.0

2.5

2.3

UPON COMPLETION:

ENCOUNTERED:

19955 Highland Vista Dr., #170 Ashburn, Virginia 20147

703-726-8030 703-726-8032 fax

8/24/2017

P650 Aircraft Apron, Taxiway, and Support Facilities

Joint Base McGuire-Dix-Lakehurst, Trenton, New Jersey

THE STRATIFICATION LINES REPRESENT APPROXIMATE BOUNDARIES. THE TRANSITION MAY BE GRADUAL.

SAMPLE TYPES:

SPT

REMARKS:

Uni-Tech Drilling

K. Heffernan P-3DRILLING CONTRACTOR:

BORING NUMBER:

SHEET 1 OF 1

LOCATION:

LOGGED BY:

GROUND WATER LEVELS:

LOCATION:

PROJECT:

Coordinates: 40° 0'40.02"N, 74°36'14.76"W

BO

R

EH

O

LE

/T

ES

T

PI

T

P

AI

R C

R

AF

T

AP

R O

N L

O G

S.

G

PJ

G

EO

C

O N

C

EP

TS

6.

G D

T

0/ 6/

R EC (in

)SPT

BLOW

COUNTS

114.0

119.5

119.7

ELEV.

ELEV.

ELEV.

ELEV.

ELEV.

116.5

119.3

ELEV.

(ft.)

20 40 60 80

STANDARD

PENETRATION

TEST RESISTANCE

(BPF)

5.5

2.7 ft.

ft.

CAVED:

CAVED:

DEPTH

(ft.)

ST

R

AT

U

M

SA

M

PL

E

TY

P

E

G R

AP

H

IC

M

C

8+17+15+13

12+12+12+11

6+3+5+7

5+5+6+6

2+2+3+4

3+3+4+3

127.0 126.8 125.0

123.0

119.0

112.0

A

B

Topsoil = 3 in.

Fill, dark gray, SILTY GRAVEL, dense, dry, GM Alluvial, light tan, fine to coarse, POORLY GRADED SAND, dense, moist, SP Alluvial, light gray, fine to medium, SILTY SAND, medium dense, moist, SM

Alluvial, gray, medium to coarse, POORLY GRADED SAND, loose, wet, SP

Bottom of Borehole at 15.0 ft.

23.4

13.9

DRILLING METHOD:PROJECT NUMBER:

8/23/17Jacobs

17082

M. Moaserrate

127.0 ±

DATES DRILLED:OWNER/CLIENT:

GROUND SURFACE ELEVATION (ft.):

DRILLER:

DRILL RIG:

CME 454.25 ID HSA; Automatic Hammer

SOIL

MATERIAL DESCRIPTION

ft.

ft.

ft.

5.0

3.0

3.9

UPON COMPLETION:

ENCOUNTERED:

19955 Highland Vista Dr., #170 Ashburn, Virginia 20147

703-726-8030 703-726-8032 fax

8/24/2017

P650 Aircraft Apron, Taxiway, and Support Facilities

Joint Base McGuire-Dix-Lakehurst, Trenton, New Jersey

THE STRATIFICATION LINES REPRESENT APPROXIMATE BOUNDARIES. THE TRANSITION MAY BE GRADUAL.

SAMPLE TYPES:

SPT

REMARKS:

Uni-Tech Drilling

K. Heffernan P-4DRILLING CONTRACTOR:

BORING NUMBER:

SHEET 1 OF 1

LOCATION:

LOGGED BY:

GROUND WATER LEVELS:

LOCATION:

PROJECT:

Coordinates: 40° 0'36.53"N, 74°36'19.44"W

BO

R

EH

O

LE

/T

ES

T

PI

T

P

AI

R C

R

AF

T

AP

R O

N L

O G

S.

G

PJ

G

EO

C

O N

C

EP

TS

6.

G D

T

0/ 6/

R EC (in

)SPT

BLOW

COUNTS

122.0

124.0

123.1

ELEV.

ELEV.

ELEV.

ELEV.

ELEV.

121.3

123.0

ELEV.

(ft.)

20 40 60 80

STANDARD

PENETRATION

TEST RESISTANCE

(BPF)

5.8

4.0 ft.

ft.

CAVED:

CAVED:

DEPTH

(ft.)

ST

R

AT

U

M

SA

M

PL

E

TY

P

E

G R

AP

H

IC

M

C

6+7+6+12

9+11+12+12

3+5+7+7

6+9+12+16

4+3+4+5

5+4+5+8

126.0 125.5 124.0

122.0

120.0

118.0

113.0

111.0

B

Topsoil = 6 in.

Alluvial, dark tan, fine to coarse, SILTY SAND, medium dense, moist, SM Alluvial, light gray and brown, fine to coarse, POORLY GRADED SAND, dense, moist, SP Medium dense

Alluvial, light gray, medium to coarse, SILTY SAND, medium dense, moist, SM Loose

Fine to coarse, medium dense

Bottom of Borehole at 15.0 ft.

8.7

11.8

DRILLING METHOD:PROJECT NUMBER:

8/23/17Jacobs

17082

M. Moaserrate

126.0 ±

DATES DRILLED:OWNER/CLIENT:

GROUND SURFACE ELEVATION (ft.):

DRILLER:

DRILL RIG:

CME 454.25 ID HSA; Automatic Hammer

SOIL

MATERIAL DESCRIPTION

ft.

ft.

ft.

5.0

3.5

3.6

UPON COMPLETION:

ENCOUNTERED:

19955 Highland Vista Dr., #170 Ashburn, Virginia 20147

703-726-8030 703-726-8032 fax

8/24/2017

P650 Aircraft Apron, Taxiway, and Support Facilities

Joint Base McGuire-Dix-Lakehurst, Trenton, New Jersey

THE STRATIFICATION LINES REPRESENT APPROXIMATE BOUNDARIES. THE TRANSITION MAY BE GRADUAL.

SAMPLE TYPES:

SPT

REMARKS:

Uni-Tech Drilling

K. Heffernan P-5DRILLING CONTRACTOR:

BORING NUMBER:

SHEET 1 OF 1

LOCATION:

LOGGED BY:

GROUND WATER LEVELS:

LOCATION:

PROJECT:

Coordinates: 40° 0'38.03"N, 74°36'15.48"W

BO

R

EH

O

LE

/T

ES

T

PI

T

P

AI

R C

R

AF

T

AP

R O

N L

O G

S.

G

PJ

G

EO

C

O N

C

EP

TS

6.

G D

T

0/ 6/

R EC (in

)SPT

BLOW

COUNTS

121.0

122.5

122.4

ELEV.

ELEV.

ELEV.

ELEV.

ELEV.

121.0

122.1

ELEV.

(ft.)

20 40 60 80

STANDARD

PENETRATION

TEST RESISTANCE

(BPF)

5.0

3.9 ft.

ft.

CAVED:

CAVED:

DEPTH

(ft.)

ST

R

AT

U

M

SA

M

PL

E

TY

P

E

G R

AP

H

IC

M

C

5+8+13+14

7+11+9+9

3+1+2+2

5+11+13+14

4+7+8+12

7+5+5+5

123.0 122.5

119.0

117.0

115.0

110.0

108.0

A

B

Topsoil = 6 in.

Fill, light gray and brown, fine to coarse, SANDY SILT WITH GRAVEL, very stiff, moist, ML

Fill, orange and brown, fine, SANDY LEAN CLAY, soft, moist, CL

Alluvial, light gray, medium to coarse, POORLY GRADED SAND WITH SILT, dense, moist, SP-SM Fine to medium, medium dense

Light tan and orange, fine to coarse

Bottom of Borehole at 15.0 ft.

16.9

DRILLING METHOD:PROJECT NUMBER:

8/23/17Jacobs

17082

M. Moaserrate

123.0 ±

DATES DRILLED:OWNER/CLIENT:

GROUND SURFACE ELEVATION (ft.):

DRILLER:

DRILL RIG:

CME 454.25 ID HSA; Automatic Hammer

SOIL

MATERIAL DESCRIPTION

ft.12.0

NOT ENCOUNTERED UPON COMPLETION

ENCOUNTERED:

19955 Highland Vista Dr., #170 Ashburn, Virginia 20147

703-726-8030 703-726-8032 fax

8/24/2017: NOT ENCOUNTERED

P650 Aircraft Apron, Taxiway, and Support Facilities

Joint Base McGuire-Dix-Lakehurst, Trenton, New Jersey

THE STRATIFICATION LINES REPRESENT APPROXIMATE BOUNDARIES. THE TRANSITION MAY BE GRADUAL.

SAMPLE TYPES:

SPT

REMARKS:

Uni-Tech Drilling

K. Heffernan P-6DRILLING CONTRACTOR:

BORING NUMBER:

SHEET 1 OF 1

LOCATION:

LOGGED BY:

GROUND WATER LEVELS:

LOCATION:

PROJECT:

Coordinates: 40° 0'43.40"N, 74°36'17.92"W

BO

R

EH

O

LE

/T

ES

T

PI

T

P

AI

R C

R

AF

T

AP

R O

N L

O G

S.

G

PJ

G

EO

C

O N

C

EP

TS

6.

G D

T

0/ 6/

R EC (in

)SPT

BLOW

COUNTS

111.0ELEV.

ELEV.

ELEV.

116.7

116.7

ELEV.

(ft.)

20 40 60 80

STANDARD

PENETRATION

TEST RESISTANCE

(BPF)

6.3

6.3 ft.

ft.

CAVED:

CAVED:

DEPTH

(ft.)

ST

R

AT

U

M

SA

M

PL

E

TY

P

E

G R

AP

H

IC

M

C

124.0 123.5 122.0 121.0 120.0 119.0

117.0 116.8

A

B

Topsoil = 6 in.

Fill, brown, fine to coarse, SILTY SAND WITH GRAVEL, moist, SM Light brown, without gravel Fill, brown, fine to coarse, CLAYEY SAND WITH GRAVEL, moist, SC Tan and gray Alluvial, tan, fine to coarse, CLAYEY SAND, moist, SC

Alluvial, light…