Attachment 3d - P-1066 H-53K Gearbox Facility-Geotech Report.pdf

APPENDIX L

CPT REPORT

CONE PENETRATION TEST - eSeries

Cone penetration tests (CPTu) are conducted using an integrated electronic piezocone penetrometer and data acquisition system manufactured by Adara Systems Ltd., a subsidiary of ConeTec.

ConeTec’s piezocone penetrometers are compression type designs in which the tip and friction sleeve load cells are independent and have separate load capacities. The piezocones use strain gauged load cells for tip and sleeve friction and a strain gauged diaphragm type transducer for recording pore pressure.

The piezocones also have a platinum resistive temperature device (RTD) for monitoring the temperature of the sensors, an accelerometer type dual axis inclinometer and two geophone sensors for recording seismic signals. All signals are amplified and measured with minimum sixteen-bit resolution down hole within the cone body, and the signals are sent to the surface using a high bandwidth, error corrected digital interface through a shielded cable.

ConeTec penetrometers are manufactured with various tip, friction and pore pressure capacities in both 10 cm2 and 15 cm2 tip base area configurations in order to maximize signal resolution for various soil conditions. The specific piezocone used for each test is described in the CPT summary table presented in the first appendix. The 15 cm2 penetrometers do not require friction reducers as they have a diameter larger than the deployment rods. The 10 cm2 piezocones use a friction reducer consisting of a rod adapter extension behind the main cone body with an enlarged cross sectional area (typically 44 millimeters diameter over a length of 32 millimeters with tapered leading and trailing edges) located at a distance of 585 millimeters above the cone tip.

The penetrometers are designed with equal end area friction sleeves, a net end area ratio of 0.8 and cone tips with a 60 degree apex angle.

All ConeTec piezocones can record pore pressure at various locations. Unless otherwise noted, the pore pressure filter is located directly behind the cone tip in the “u2” position (ASTM Type 2). The filter is six millimeters thick, made of porous plastic (polyethylene) having an average pore size of 125 microns (90- 160 microns). The function of the filter is to allow rapid movements of extremely small volumes of water needed to activate the pressure transducer while preventing soil ingress or blockage.

The piezocone penetrometers are manufactured with dimensions, tolerances and sensor characteristics that are in general accordance with the current ASTM D5778 standard. ConeTec’s calibration criteria also meets or exceeds those of the current ASTM D5778 standard. An illustration of the piezocone penetrometer is presented in Figure CPTu.

Figure CPTu. Piezocone Penetrometer (15 cm2)

The ConeTec data acquisition systems consist of a Windows based computer and a signal interface box and power supply. The signal interface combines depth increment signals, seismic trigger signals and the downhole digital data. This combined data is then sent to the Windows based computer for collection and presentation. The data is recorded at fixed depth increments using a depth wheel attached to the push cylinders or by using a spring loaded rubber depth wheel that is held against the cone rods. The typical recording interval is 2.5 centimeters; custom recording intervals are possible.

The system displays the CPTu data in real time and records the following parameters to a storage media during penetration:

Depth Uncorrected tip resistance (qc) Sleeve friction (fs) Dynamic pore pressure (u) Additional sensors such as resistivity, passive gamma, ultra violet induced fluorescence, if applicable

All testing is performed in accordance to ConeTec’s CPTu operating procedures which are in general accordance with the current ASTM D5778 standard.

Prior to the start of a CPTu sounding a suitable cone is selected, the cone and data acquisition system are powered on, the pore pressure system is saturated with silicone oil and the baseline readings are recorded with the cone hanging freely in a vertical position.

The CPTu is conducted at a steady rate of two centimeters per second, within acceptable tolerances.

Typically one meter length rods with an outer diameter of 1.5 inches (38.1 millimeters) are added to advance the cone to the sounding termination depth. After cone retraction final baselines are recorded.

Additional information pertaining to ConeTec’s cone penetration testing procedures:

Each filter is saturated in silicone oil under vacuum pressure prior to use Baseline readings are compared to previous readings Soundings are terminated at the client’s target depth or at a depth where an obstruction is encountered, excessive rod flex occurs, excessive inclination occurs, equipment damage is likely to take place, or a dangerous working environment arises

Differences between initial and final baselines are calculated to ensure zero load offsets have not occurred and to ensure compliance with ASTM standards

The interpretation of piezocone data for this report is based on the corrected tip resistance (qt), sleeve friction (fs) and pore water pressure (u). The interpretation of soil type is based on the correlations developed by Robertson et al. (1986) and Robertson (1990, 2009). It should be noted that it is not always possible to accurately identify a soil behavior type based on these parameters. In these situations, experience, judgment and an assessment of other parameters may be used to infer soil behavior type.

The recorded tip resistance (qc) is the total force acting on the piezocone tip divided by its base area. The tip resistance is corrected for pore pressure effects and termed corrected tip resistance (qt) according to the following expression presented in Robertson et al. (1986):

qt = qc + (1-a) • u2 where: qt is the corrected tip resistance qc is the recorded tip resistance u2 is the recorded dynamic pore pressure behind the tip (u2 position) a is the Net Area Ratio for the piezocone (0.8 for ConeTec probes)

The sleeve friction (fs) is the frictional force on the sleeve divided by its surface area. As all ConeTec piezocones have equal end area friction sleeves, pore pressure corrections to the sleeve data are not required.

The dynamic pore pressure (u) is a measure of the pore pressures generated during cone penetration. To record equilibrium pore pressure, the penetration must be stopped to allow the dynamic pore pressures to stabilize. The rate at which this occurs is predominantly a function of the permeability of the soil and the diameter of the cone.

The friction ratio (Rf) is a calculated parameter. It is defined as the ratio of sleeve friction to the tip resistance expressed as a percentage. Generally, saturated cohesive soils have low tip resistance, high friction ratios and generate large excess pore water pressures. Cohesionless soils have higher tip resistances, lower friction ratios and do not generate significant excess pore water pressure.

A summary of the CPTu soundings along with test details and individual plots are provided in the appendices. A set of files with calculated geotechnical parameters were generated for each sounding based on published correlations and are provided in Excel format in the data release folder. Information regarding the methods used is also included in the data release folder.

For additional information on CPTu interpretations and calculated geotechnical parameters, refer to Robertson et al. (1986), Lunne et al. (1997), Robertson (2009), Mayne (2013, 2014) and Mayne and Peuchen (2012).

SEISMIC CONE PENETRATION TEST - eSeries

Shear wave velocity (Vs) testing is performed in conjunction with the piezocone penetration test (SCPTu) in order to collect interval velocities. For some projects seismic compression wave velocity (Vp) testing is also performed.

ConeTec’s piezocone penetrometers are manufactured with one horizontally active geophone (28 hertz) and one vertically active geophone (28 hertz). Both geophones are rigidly mounted in the body of the cone penetrometer, 0.2 meters behind the cone tip. The vertically mounted geophone is more sensitive to compression waves.

Shear waves are typically generated by using an impact hammer horizontally striking a beam that is held in place by a normal load. In some instances, an auger source or an imbedded impulsive source may be used for both shear waves and compression waves. The hammer and beam act as a contact trigger that initiates the recording of the seismic wave traces. For impulsive devices an accelerometer trigger may be used. The traces are recorded in the memory of the cone using a fast analog to digital converter. The seismic trace is then transmitted digitally uphole to a Windows based computer through a signal interface box for recording and analysis. An illustration of the shear wave testing configuration is presented in Figure SCPTu-1.

Figure SCPTu-1. Illustration of the SCPTu system

All testing is performed in accordance to ConeTec’s SCPTu operating procedures which are in general accordance with the current ASTM D5778 and ASTM D7400 standards.

Prior to the start of a SCPTu sounding, the procedures described in the Cone Penetration Test section are followed. In addition, the active axis of the geophone is aligned parallel to the beam (or source) and the horizontal offset between the cone and the source is measured and recorded.

Prior to recording seismic waves at each test depth, cone penetration is stopped and the rods are decoupled from the rig to avoid transmission of rig energy down the rods. Typically, five wave traces for each orientation are recorded for quality control and uncertainty analysis purposes. After reviewing wave traces for consistency the cone is pushed to the next test depth (typically one meter intervals or as requested by the client). Figure SCPTu-2 presents an illustration of a SCPTu test.

For additional information on seismic cone penetration testing refer to Robertson et al. (1986).

Figure SCPTu-2. Illustration of a seismic cone penetration test

Calculation of the interval velocities are performed by visually picking a common feature (e.g. the first characteristic peak, trough, or crossover) on all of the recorded wave sets and taking the difference in ray path divided by the time difference between subsequent features. Ray path is defined as the straight line distance from the seismic source to the geophone, accounting for beam offset, source depth and geophone offset from the cone tip.

For all SCPTu soundings that have achieved a depth of at least 100 feet (30 meters), the average shear wave velocity to a depth of 100 feet (vs) has been calculated and provided for all applicable soundings using the following equation presented in ASCE (2010).

vs= di n i=1 di vsi n i=1 where: vs = average shear wave velocity ft/s (m/s) di = the thickness of any layer between 0 and 100 ft (30 m) vsi = the shear wave velocity in ft/s (m/s) di n i=1 = the total thickness of all layers between 0 and 100 ft (30 m)

Average shear wave velocity, vs is also referenced to Vs100 or Vs30.

The layer travel times refers to the travel times propagating in the vertical direction, not the measured travel times from an offset source.

Tabular results and SCPTu plots are presented in the relevant appendix.

PORE PRESSURE DISSIPATION TEST

The cone penetration test is halted at specific depths to carry out pore pressure dissipation (PPD) tests, shown in Figure PPD-1. For each dissipation test the cone and rods are decoupled from the rig and the data acquisition system measures and records the variation of the pore pressure (u) with time (t).

Figure PPD-1. Pore pressure dissipation test setup

Pore pressure dissipation data can be interpreted to provide estimates of ground water conditions, permeability, consolidation characteristics and soil behavior.

The typical shapes of dissipation curves shown in Figure PPD-2 are very useful in assessing soil type, drainage, in situ pore pressure and soil properties. A flat curve that stabilizes quickly is typical of a freely draining sand. Undrained soils such as clays will typically show positive excess pore pressure and have long dissipation times. Dilative soils will often exhibit dynamic pore pressures below equilibrium that then rise over time. Overconsolidated fine-grained soils will often exhibit an initial dilatory response where there is an initial rise in pore pressure before reaching a peak and dissipating.

Figure PPD-2. Pore pressure dissipation curve examples

In order to interpret the equilibrium pore pressure (ueq) and the apparent phreatic surface, the pore pressure should be monitored until such time as there is no variation in pore pressure with time as shown for each curve in Figure PPD-2.

In fine grained deposits the point at which 100% of the excess pore pressure has dissipated is known as t100. In some cases this can take an excessive amount of time and it may be impractical to take the dissipation to t100. A theoretical analysis of pore pressure dissipations by Teh and Houlsby (1991) showed that a single curve relating degree of dissipation versus theoretical time factor (T*) may be used to calculate the coefficient of consolidation (ch) at various degrees of dissipation resulting in the expression for ch shown below.

ch= T*·a2· Ir t

Where:

T* is the dimensionless time factor (Table Time Factor) a is the radius of the cone Ir is the rigidity index t is the time at the degree of consolidation

Table Time Factor. T* versus degree of dissipation (Teh and Houlsby (1991)) Degree of Dissipation (%) 20 30 40 50 60 70 80

T* (u2) 0.038 0.078 0.142 0.245 0.439 0.804 1.60

The coefficient of consolidation is typically analyzed using the time (t50) corresponding to a degree of dissipation of 50% (u50). In order to determine t50, dissipation tests must be taken to a pressure less than u50. The u50 value is half way between the initial maximum pore pressure and the equilibrium pore pressure value, known as u100. To estimate u50, both the initial maximum pore pressure and u100 must be known or estimated. Other degrees of dissipations may be considered, particularly for extremely long dissipations.

At any specific degree of dissipation the equilibrium pore pressure (u at t100) must be estimated at the depth of interest. The equilibrium value may be determined from one or more sources such as measuring the value directly (u100), estimating it from other dissipations in the same profile, estimating the phreatic surface and assuming hydrostatic conditions, from nearby soundings, from client provided information, from site observations and/or past experience, or from other site instrumentation.

For calculations of ch (Teh and Houlsby (1991)), t50 values are estimated from the corresponding pore pressure dissipation curve and a rigidity index (Ir) is assumed. For curves having an initial dilatory response in which an initial rise in pore pressure occurs before reaching a peak, the relative time from the peak value is used in determining t50. In cases where the time to peak is excessive, t50 values are not calculated.

Due to possible inherent uncertainties in estimating Ir, the equilibrium pore pressure and the effect of an initial dilatory response on calculating t50, other methods should be applied to confirm the results for ch.

Additional published methods for estimating the coefficient of consolidation from a piezocone test are described in Burns and Mayne (1998, 2002), Jones and Van Zyl (1981), Robertson et al. (1992) and Sully et al. (1999).

A summary of the pore pressure dissipation tests and dissipation plots are presented in the relevant appendix.

REFERENCES

American Society of Civil Engineers (ASCE), 2010, “Minimum Design Loads for Buildings and Other Structures”, Standard ASCE/SEI 7-10, American Society of Civil Engineers, ISBN 978-0-7844-1085-1, Reston, Virginia. DOI: 10.1061/9780784412916.

ASTM D5778-12, 2012, "Standard Test Method for Performing Electronic Friction Cone and Piezocone Penetration Testing of Soils", ASTM International, West Conshohocken, PA. DOI: 10.1520/D5778-12.

ASTM D7400/D7400M-19, 2019, "Standard Test Methods for Downhole Seismic Testing", ASTM International, West Conshohocken, PA. DOI: 10.1520/D7400_D7400M-19.

Burns, S.E. and Mayne, P.W., 1998, “Monotonic and dilatory pore pressure decay during piezocone tests”, Canadian Geotechnical Journal 26 (4): 1063-1073. DOI: 1063-1073/T98-062.

Burns, S.E. and Mayne, P.W., 2002, “Analytical cavity expansion-critical state model cone dissipation in fine-grained soils”, Soils & Foundations, Vol. 42(2): 131-137.

Jones, G.A. and Van Zyl, D.J.A., 1981, “The piezometer probe: a useful investigation tool”, Proceedings, 10th International Conference on Soil Mechanics and Foundation Engineering, Vol. 3, Stockholm: 489-495.

Lunne, T., Robertson, P.K. and Powell, J. J. M., 1997, “Cone Penetration Testing in Geotechnical Practice”, Blackie Academic and Professional.

Mayne, P.W., 2013, “Evaluating yield stress of soils from laboratory consolidation and in-situ cone penetration tests”, Sound Geotechnical Research to Practice (Holtz Volume) GSP 230, ASCE, Reston/VA:

406-420. DOI: 10.1061/9780784412770.027.

Mayne, P.W. and Peuchen, J., 2012, “Unit weight trends with cone resistance in soft to firm clays”, Geotechnical and Geophysical Site Characterization 4, Vol. 1 (Proc. ISC-4, Pernambuco), CRC Press, London: 903-910.

Mayne, P.W., 2014, “Interpretation of geotechnical parameters from seismic piezocone tests”, CPT’14 Keynote Address, Las Vegas, NV, May 2014.

Robertson, P.K., Campanella, R.G., Gillespie, D. and Greig, J., 1986, “Use of Piezometer Cone Data”, Proceedings of InSitu 86, ASCE Specialty Conference, Blacksburg, Virginia.

Robertson, P.K., Campanella, R.G., Gillespie D and Rice, A., 1986, “Seismic CPT to Measure In-Situ Shear Wave Velocity”, Journal of Geotechnical Engineering ASCE, Vol. 112, No. 8: 791-803. DOI:

10.1061/(ASCE)0733-9410(1986)112:8(791).

Robertson, P.K., 1990, “Soil Classification Using the Cone Penetration Test”, Canadian Geotechnical Journal, Volume 27: 151-158. DOI: 10.1139/T90-014.

Robertson, P.K., Sully, J.P., Woeller, D.J., Lunne, T., Powell, J.J.M. and Gillespie, D.G., 1992, “Estimating coefficient of consolidation from piezocone tests”, Canadian Geotechnical Journal, 29(4): 539-550. DOI:

10.1139/T92-061.

REFERENCES

Robertson, P.K., 2009, “Interpretation of cone penetration tests – a unified approach”, Canadian Geotechnical Journal, Volume 46: 1337-1355. DOI: 10.1139/T09-065.

Sully, J.P., Robertson, P.K., Campanella, R.G. and Woeller, D.J., 1999, “An approach to evaluation of field CPTU dissipation data in overconsolidated fine-grained soils”, Canadian Geotechnical Journal, 36(2): 369-

381. DOI: 10.1139/T98-105.

Teh, C.I., and Houlsby, G.T., 1991, “An analytical study of the cone penetration test in clay”, Geotechnique, 41(1): 17-34. DOI: 10.1680/geot.1991.41.1.17.

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Seismic Cone Penetration Test Shear Wave (Vs) Tabular Results

Seismic Cone Penetration Test Shear Wave (Vs) Traces

Soil Behavior Type (SBT) Scatter Plots

G E

T S ol ut io ns

In c.

Jo b N o:

1-

-2

D at e:

-0 3-

1:

Si te

:P -1

H -5

4K G ea rb ox F ac ilit y

So un di ng

:C

PT

u-

C on e:

EC

Le ge nd Se ns iti ve , F in e

G ra in ed

O rg an ic

S oi ls C la ys

Si lt

M ix tu re s Sa nd M ix tu re s

Sa nd s G ra ve lly S an d to S an d

St iff

S an d to

C la ye y

Sa nd

Ve ry

S tif f F in e G ra in ed

D ep th R an ge s

0.

to

.5 ft

7.

to

5.

ft

.0 to

2.

ft

.5 to

0.

ft

.0 to

7.

ft

.5 to

5.

ft

.0 to

2.

ft

.5 to

0.

ft

.0 to

7.

ft

.5 to

5.

ft

.0 ft1

Q tn

,c s

Ic

.6

0.

1.

.0

1.

.0

Fr

Qtn

Q tn

C ha rt (P

KR

9)

Le ge nd Se ns iti ve F in es

O rg an ic

S oi l C la y

Si lty

C la y C la ye y Si lt S ilt Sa nd y

Si lt

Si lty

S an d/ Sa nd Sa nd G ra ve lly S an d

St iff

F in e G ra in ed C em en te d

Sa nd

0.

2.

4.

6.

8.

1.

.0

Rf qt (bar)

St an da rd

S

BT

C ha rt (U

BC

6)

Le ge nd C

C S

(C on t.

se ns iti ve c la y lik e)

C C

(C on t.

cl ay li ke

TC

(C on t.

tra ns iti on al

SC

(C on t.

sa nd li ke

C

D (D il.

c la y lik e)

TD

(D il.

tr an si tio na l)

SD

(D il.

s an d lik e)

CC

S

CC

TC

SC

CD

TD

SD

0.

1.

.0

1.

.0

Fr

Qtn

M od ifi ed

S

BT

n (P

KR

6)

T S ol ut io ns

In c.

Jo b N o:

1-

-2

D at e:

-0 4-

7:

Si te

:P -1

H -5

4K G ea rb ox F ac ilit y

So un di ng

:S C

PT

u-

1A C on e:

EC

Le ge nd Se ns iti ve , F in e

G ra in ed

O rg an ic

S oi ls C la ys

Si lt

M ix tu re s Sa nd M ix tu re s

Sa nd s G ra ve lly S an d to S an d

St iff

S an d to

C la ye y

Sa nd

Ve ry

S tif f F in e G ra in ed

D ep th R an ge s

0.

to

.5 ft

7.

to

5.

ft

.0 to

2.

ft

.5 to

0.

ft

.0 to

7.

ft

.5 to

5.

ft

.0 to

2.

ft

.5 to

0.

ft

.0 to

7.

ft

.5 to

5.

ft

.0 ft1

Q tn

,c s

Ic

.6

0.

1.

.0

1.

.0

Fr

Qtn

Q tn

C ha rt (P

KR

9)

Le ge nd Se ns iti ve F in es

O rg an ic

S oi l C la y

Si lty

C la y C la ye y Si lt S ilt Sa nd y

Si lt

Si lty

S an d/ Sa nd Sa nd G ra ve lly S an d

St iff

F in e G ra in ed C em en te d

Sa nd

0.

2.

4.

6.

8.

1.

.0

Rf qt (bar)

St an da rd

S

BT

C ha rt (U

BC

6)

Le ge nd C

C S

(C on t.

se ns iti ve c la y lik e)

C C

(C on t.

cl ay li ke

TC

(C on t.

tra ns iti on al

SC

(C on t.

sa nd li ke

C

D (D il.

c la y lik e)

TD

(D il.

tr an si tio na l)

SD

(D il.

s an d lik e)

CC

S

CC

TC

SC

CD

TD

SD

0.

1.

.0

1.

.0

Fr

Qtn

M od ifi ed

S

BT

n (P

KR

6)

Pore Pressure Dissipation Summary and Pore Pressure Dissipation Plots

0.

.0

.0

.0

Ti m e (s

Pore Pressure (ft) G

E T

S ol ut io ns , I nc .Jo b N o:

-5 4-

D at e:

/3

1/

1:

Si te

P-

H -5

4K G ea rb ox F ac ilit y

So un di ng

C

PT

u-

C on e:

EC

Ar ea

=1 cm ²

Tr ac e Su m m ar y:

Fi le na m e:

-5 4-

1_ C

P0 1.

pp d2

D ep th

8.

m

.6 ft D ur at io n:

0.

s u M in

.5 ft u

M ax

.5 ft u Fi na l:

.5 ft

W T:

1.

m

4.

ft U eq

.6 ft

0246810

Ti m e (s

Pore Pressure (ft) G

E T

S ol ut io ns , I nc .Jo b N o:

-5 4-

D at e:

/0

1/

7:

Si te

P-

H -5

4K G ea rb ox F ac ilit y

So un di ng

SC

PT

u-

1A C on e:

EC

=1 cm ²

Tr ac e Su m m ar y:

Fi le na m e:

-5 4-

1_

SP

.p pd

D ep th

2.

m

7.

ft D ur at io n:

5.

s u M in

1.

ft u

M ax

4.

ft u Fi na l:

3.

ft

W T:

1.

m

3.

ft U eq

3.

0510152025

Ti m e (s

Pore Pressure (ft) G

E T

S ol ut io ns , I nc .Jo b N o:

-5 4-

D at e:

/0

1/

7:

Si te

P-

H -5

4K G ea rb ox F ac ilit y

So un di ng

SC

PT

u-

1A C on e:

EC

=1 cm ²

Tr ac e Su m m ar y:

Fi le na m e:

-5 4-

1_

SP

.p pd

D ep th

4.

m

.1 ft D ur at io n:

.0 s u M in

9.

ft u

M ax

.1 ft u Fi na l:

9.

ft

W T:

1.

m

3.

ft U eq

9.

02040608010

Ti m e (s

Pore Pressure (ft) G

E T

S ol ut io ns , I nc .Jo b N o:

-5 4-

D at e:

/0

1/

7:

Si te

P-

H -5

4K G ea rb ox F ac ilit y

So un di ng

SC

PT

u-

1A C on e:

EC

=1 cm ²

Tr ac e Su m m ar y:

Fi le na m e:

-5 4-

1_

SP

.p pd

D ep th

.0 m

.3 ft D ur at io n:

.0 s u M in

.7 ft u

M ax

8.

ft u

Fi na l:

.8 ft

W T:

1.

m

3.

ft U eq

.8

Ti m e (s

Pore Pressure (ft) G

E T

S ol ut io ns , I nc .Jo b N o:

-5 4-

D at e:

/0

1/

7:

Si te

P-

H -5

4K G ea rb ox F ac ilit y

So un di ng

SC

PT

u-

1A C on e:

EC

=1 cm ²

Tr ac e Su m m ar y:

Fi le na m e:

-5 4-

1_

SP

.p pd

D ep th

.0 m

.9 ft D ur at io n:

.0 s u M in

.3 ft u

M ax

1.

ft u

Fi na l:

.3

Ti m e (s

Pore Pressure (ft) G

E T

S ol ut io ns , I nc .Jo b N o:

-5 4-

D at e:

/0

1/

7:

Si te

P-

H -5

4K G ea rb ox F ac ilit y

So un di ng

SC

PT

u-

1A C on e:

EC

=1 cm ²

Tr ac e Su m m ar y:

Fi le na m e:

-5 4-

1_

SP

.p pd

D ep th

.4 m

.3 ft D ur at io n:

0.

s u M in

.8 ft u

M ax

7.

ft u

Fi na l:

.8

APPENDIX M

CALCULATIONS

UniSettle 4.0 (v.4.0.0.57) Page 1 of 1 5/13/2021 1:50:31 PM

Layer Compression - P-1066 H-53K Gearbox Facility Boussinesq at Fill and Slab Load (0.00, 0.00)

Layer Compression

# Name Thickness Immediate Consolidation Secondary Total Ratio

(ft) (in) (in) (in) (in) (%)

1 Layer 1 5.00 0.076 0.000 0.000 0.076 0.127

2 Layer 2 33.00 0.329 0.000 0.000 0.329 0.083

3 Layer 3 16.00 0.000 0.096 0.000 0.096 0.050

4 Layer 4 36.00 0.245 0.000 0.000 0.245 0.057

Total All Layers 90.00 0.650 0.096 0.000 0.746 0.069

UniSettle 4.0 (v.4.0.0.57) Page 1 of 1 5/13/2021 1:49:42 PM

Boussinesq at Wall Footing (0.00, 64.00)

Layer Compression

# Name Thickness Immediate Consolidation Secondary Total Ratio

(ft) (in) (in) (in) (in) (%)

1 Layer 1 5.00 0.232 0.000 0.000 0.232 0.387

2 Layer 2 33.00 0.313 0.000 0.000 0.313 0.079

3 Layer 3 16.00 0.000 0.069 0.000 0.069 0.036

4 Layer 4 36.00 0.173 0.000 0.000 0.173 0.040

Total All Layers 90.00 0.718 0.069 0.000 0.787 0.073

UniSettle 4.0 (v.4.0.0.57) Page 1 of 1 5/13/2021 4:44:39 PM

Boussinesq at Crane, Gear Box, Test Stand Footings (100.00, 50.00)

Layer Compression

# Name Thickness Immediate Consolidation Secondary Total Ratio

(ft) (in) (in) (in) (in) (%)

1 Layer 1 5.00 0.171 0.000 0.000 0.171 0.284

2 Layer 2 33.00 0.368 0.000 0.000 0.368 0.093

3 Layer 3 16.00 0.000 0.071 0.000 0.071 0.037

4 Layer 4 36.00 0.155 0.000 0.000 0.155 0.036

Total All Layers 90.00 0.693 0.071 0.000 0.764 0.071

UniSettle 4.0 (v.4.0.0.57) Page 1 of 1 5/13/2021 1:50:57 PM

Boussinesq at (125.00, 64.00)

Layer Compression

# Name Thickness Immediate Consolidation Secondary Total Ratio

(ft) (in) (in) (in) (in) (%)

1 Layer 1 5.00 0.134 0.000 0.000 0.134 0.224

2 Layer 2 33.00 0.157 0.000 0.000 0.157 0.040

3 Layer 3 16.00 0.000 0.036 0.000 0.036 0.019

4 Layer 4 36.00 0.090 0.000 0.000 0.090 0.021

Total All Layers 90.00 0.381 0.036 0.000 0.417 0.039

UniSettle 4.0 (v.4.0.0.57) Page 1 of 1 5/13/2021 1:51:22 PM

Boussinesq at (-125.00, 64.00)

Layer Compression

# Name Thickness Immediate Consolidation Secondary Total Ratio

(ft) (in) (in) (in) (in) (%)

1 Layer 1 5.00 0.134 0.000 0.000 0.134 0.224

2 Layer 2 33.00 0.157 0.000 0.000 0.157 0.040

3 Layer 3 16.00 0.000 0.036 0.000 0.036 0.019

4 Layer 4 36.00 0.090 0.000 0.000 0.090 0.021

Total All Layers 90.00 0.381 0.036 0.000 0.417 0.039

APPENDIX N

PAVEMENT SECTION ANALYSIS

Pa ve m en t D es ig n

R ep or t

U .S

. A rm y C or ps o f E ng in ee rs

PC

AS

E Ve rs io n 2.

.0

D at e

: 5 /1

3/

D es ig n N am e

D es ig n Ty pe

R oa ds Pa ve m en t T yp e

Fl ex ib le R oa d

Ty pe

Pa rk in g Ar ea Te rra in

T yp e

Fl at

An al ys is

T yp e

C

BR

D ep th o f F ro st (i n)

W an de r W id th (i n)

.3

La ye r I nf or m at io n

La ye r T yp e M at er ia l T yp e

Fr os t C od e M oi st ur e

C on te nt

D ry

U ni t W ei gh t

(lb /ft

^3

An al ys is

(lb /ft

^3

N on fr os t D es ig n Th ic kn es s

(in

R ed uc ed

Su bg ra de

St re ng th

(in

Li m ite d

Su bg ra de

Pe ne tra tio n (in

C

BR

St re ng th

AC

AC

N

FS

C om pu te

BA

SE

U

C S

N

FS

M an ua l

SU

BG

C O

H

LC

U T

N

FS

M an ua l

6.

Tr af fic In fo rm at io n

Pa tte rn N am e

PA

R

K

IN

G L

O T

D R

IV

E

IS

LE

Ve hi cl es

W ei gh t

(lb

Pa ss es p er L ife Sp an

Eq ui va le nt Pa ss es

C

AR

PA

SS

EN

G

ER

C M

P

F O

R

KL

IF

T

P-

C

R

AS

H T

R U

C K

(F

IR

E

TR

TR

U C

K, A

XL

E

C M

P

F O

R

KL

IF

T

Es tim at ed

A

AS

H

TO

E qu iv al en t

Si ng le A xl e

Lo ad s

PA

R

KI

N

G L

O T

D R

IV

E

IS

LE

m en t D es ig n

R ep or t

U .S

. A rm y C or ps o f E ng in ee rs

PC

AS

E Ve rs io n 2.

.0

D at e

: 5 /1

3/

D es ig n N am e

D es ig n Ty pe

R oa ds Pa ve m en t T yp e

Fl ex ib le R oa d

Ty pe

Pa rk in g Ar ea Te rra in

T yp e

Fl at

An al ys is

T yp e

C

BR

D ep th o f F ro st (i n)

W an de r W id th (i n)

.3

La ye r I nf or m at io n

La ye r T yp e M at er ia l T yp e

Fr os t C od e M oi st ur e

C on te nt

D ry

U ni t W ei gh t

(lb /ft

^3

An al ys is

(lb /ft

^3

N on fr os t D es ig n Th ic kn es s

(in

R ed uc ed

Su bg ra de

St re ng th

(in

Li m ite d

Su bg ra de

Pe ne tra tio n (in

C

BR

St re ng th

AC

AC

N

FS

C om pu te

BA

SE

U

C S

N

FS

M an ua l

SU

BG

C O

H

LC

U T

N

FS

M an ua l

6.

Tr af fic In fo rm at io n Pa tte rn

N am e

AC

C

ES

S D

R

IV

E

Ve hi cl es

W ei gh t

(lb

Pa ss es p er L ife S p an

Eq ui va le nt Pa ss es

AA

SH

TO

H

-4

C

AR

PA

SS

EN

G

ER

C M

P

F O

R

KL

IF

T

P-

C

R

AS

H T

R U

C K

(F

IR

E

TR

TR

U

C K, A

XL

E

C

M P

F

O R

KL

IF

T

Es tim at ed

A

AS

H

TO

E qu iv al en t

Si ng le A xl e

Lo ad s

AC

C

ES

S

D R

IV

E

- F

LE

XI

BL

m en t T hi ck ne ss R ep or t U

.S . A rm y

C or ps o f E ng in ee rs

PC

AS

E

Ve rs io n

2.

.0

D at e : 5

/1 3/

D es ig n

N am e

D es ig n

Ty pe

R oa ds

Pa ve m en t T yp e

R ig id R oa d

Ty pe

Pa rk in g Ar ea Te rra in

T yp e

Fl at

An al ys is

T yp e

K D ep th o f F ro st

(i n)

W an de r W id th

(i n)

.3

L oa d

Tr an sf er

Ef fe ct iv e K

(p ci

R ed uc ed S ub E ffe ct iv e

K (p ci

Jo in t S pa ci ng to ft D ow el

S pa ci ng

.0 in D ow el

L en gt h

.0 in D ow el

D ia m et er

.7 in

La ye r I nf or m at io n

La ye r T yp e M at er ia l T yp e

Fr os t C od e M oi st ur e

C on te nt

D ry

U ni t W ei gh t

(lb /ft

^3

Fl ex ur al

S tre ng th

(lb /ft

^3

C bC r ( ps i)

St ee l An al ys is

N on fr os t D es ig n Th ic kn es s

(in

R ed uc ed

Su bg ra de

St re ng th

(in

Li m ite d

Su bg ra de

Pe ne tra tio

(in

K St re ng th (p ci

PC

C

N A

N

FS

C om pu te

ST

AB

AC

G N

FS

M an ua l

SU

BG

C

O H

C U

T N

FS

M an ua l

Tr af fic In fo rm at io n

Pa tte rn N am e

PA

R

K

IN

G L

O T

D R

IV

E

IS

LE

R

IG

ID

Ve hi cl es

W ei gh t

(lb

Pa ss es p er L ife Sp an

Eq ui va le nt Pa ss es

C

AR

PA

SS

EN

G

ER

C M

P

F O

R

KL

IF

T

P-

C

R

AS

H T

R U

C K

(F

IR

E

TR

TR

U

C K, A

XL

E

C

M P

F

O R

KL

IF

T

Es tim at ed

A

AS

H

TO

E qu iv al en t

Si ng le A xl e

Lo ad s

PA

R

KI

N

G L

O T

D R

IV

E

IS

LE

R

IG

ID

m en t T hi ck ne ss R ep or t U

.S . A rm y

C or ps o f E ng in ee rs

PC

AS

E

Ve rs io n

2.

.0

D at e : 5

/1 3/

D es ig n

N am e

D es ig n

Ty pe

R oa ds

Pa ve m en t T yp e

R ig id R oa d

Ty pe

Pa rk in g Ar ea Te rra in

T yp e

Fl at

An al ys is

T yp e

K D ep th o f F ro st

(i n)

W an de r W id th

(i n)

.3

L oa d

Tr an sf er

Ef fe ct iv e K

(p ci

R ed uc ed S ub E ffe ct iv e

K (p ci

Jo in t S pa ci ng to ft D ow el

S pa ci ng

.0 in D ow el

L en gt h

.0 in D ow el

D ia m et er

.7 in

La ye r I nf or m at io n

La ye r T yp e M at er ia l T yp e

Fr os t C od e M oi st ur e

C on te nt

D ry

U ni t W ei gh t

(lb /ft

^3

Fl ex ur al

S tre ng th

(lb /ft

^3

C bC r ( ps i)

St ee l An al ys is

N on fr os t D es ig n Th ic kn es s

(in

R ed uc ed

Su bg ra de

St re ng th

(in

Li m ite d

Su bg ra de

Pe ne tra tio

(in

K St re ng th (p ci

PC

C

N A

N

FS

C om pu te

ST

AB

AC

G N

FS

M an ua l

SU

BG

C

O H

LC

U

T N

FS

M an ua l

Tr af fic In fo rm at io n

Pa tte rn N am e

AC

C

ES

S

D R

IV

E

- R

IG

ID

Ve hi cl es

W ei gh t

(lb

Pa ss es p er L ife Sp an

Eq ui va le nt

AA

SH

TO

H

-4

C

AR

PA

SS

EN

G

ER

C

M P

F

O R

KL

IF

T

P-

C R

AS

H

T R

U C

K (F

IR

E

TR

TR

U C

K, A

XL

E

C M

P

F O

R

KL

IF

T

Es tim at ed

A

AS

H

TO

E qu iv al en t

Si ng le A xl e

Lo ad s

AC

C

ES

S

D R

IV

E

- R

IG

ID

APPENDIX O

HISTORICAL DATA

REPORT OF SUBSURFACE INVESTIGATION SERVICES

MILCON Project P-991; H-1 Helicopter Gearbox Repair and Test Facility MCAS, Cherry Point, North Carolina

N62470-D-8001

G E T PROJECT NO: EC11-177G

June 24, 2011

Prepared for

NAVFAC, Mid Atlantic North Carolina IPT

6506 Hampton Blvd. Bldg. LRA A Norfolk, Virginia 23508-1278

ATTN: MR. Abdelkader Labidi AIA, AICP, LEED AP

Prepared by

GET Solutions, Inc.

106 Capital Trace Unit E, Elizabeth City, NC 27909 Phone 252-335-9765 Fa 252-335-9766 info@getsolutionsinc.com

June 24, 2011

TO: NAVFAC, Mid Atlantic North Carolina IPT 6506 Hampton Blvd. Bldg. LRA A Norfolk, Virginia 23508-1278

Attn: Mr. Abdelkader Labidi AIA, AICP, LEED AP

RE: Report of Subsurface Investigation Services MILCON Project P-991; H-1 Helicopter Gearbox Repair and Test Facility MCAS, Cherry Point, North Carolina N62470-D-8001 GET Project No: EC11-177G

Dear Mr. Labidi:

In compliance with your instructions, we have completed our Geotechnical Engineering Services for the referenced project. The results of this study, together with our recommendations, are presented in this report.

Often, because of design and construction details that occur on a project, questions arise concerning subsurface conditions. G E T Solutions, Inc. would be pleased to continue its role as Geotechnical Engineer during the project implementation.

We trust that the information contained herein meets your immediate need, and we would ask that you call this office with any questions that you may have.

Respectfully Submitted, G E T Solutions, Inc.

Gerald W. Stalls Jr., P.E.

Senior Project Engineer NC Reg. # 034336

Camille A. Kattan, P.E.

Principal Engineer NC Reg. # 014103

Copies: (1) Client

106 Capital Trace Unit E Elizabeth City, NC 27909 Phone: (252)335-9765 Fax: (252)335-9766 info@getsolutionsinc.com

Report of Subsurface Investigation Services 6/24/11

MCAS, Cherry Point, North Carolina N62470-D-8001 GET Project No: EC11-177G i

EXECUTIVE SUMMARY

The proposed development will include the construction of a new Helicopter Gearbox Facility including a new structure, new asphalt paved roadways and parking areas, storm water management areas, two (2) above ground water storage tanks, a pump house, and other associated site infrastructure components. The proposed structure is to consist of structural steel framing with load bearing concrete masonry walls.

Our field exploration program included three (3) 65 to 70-foot deep Standard Penetration Test (SPT) borings, seven (7) 12-foot deep SPT borings, along with infiltration and CBR testing, two (2) 67- to 69-foot deep CPT soundings, and two (2) 50-foot deep DMT soundings. A brief description of the natural subsurface soil conditions is tabulated below:

AVERAGE DEPTH

(Feet) STRATUM DESCRIPTION

RANGES OF

SPT(1) N-

VALUES

to

0.3 - 2.0 Surficial 4 to 24 inches of topsoil material was encountered at the boring locations. --

0.3 - 2.0 to

38 - 43 I

SAND (SC, SC-SM, SM, SP-SM, and SP) with varying amounts of Silt and Clay.

This stratum was noted to contain varying amounts of Organics at depths extending from

9.8 to 10 feet at boring location SB-5.

This stratum was noted to contain lenses and deposits of CLAY (CL, CH) at depths ranging from 6 to 18 feet at boring locations SB-4, SB-8, SB-11, SB-13, and SB-14.

Deposits of “Uncontrolled Fill” material comprised of SAND (SM, SC) with varying amounts of Silt, Clay, and fine organics was encountered at a depth ranging from 0.8 to 2.0 feet at borings SB- 1, SB-5, and SB-6.

Borings SB-1 through SB-5, SB-13, and SB-14 were terminated within this stratum.

3 - 23

38 - 43 to

48 – 58.5 II CLAY (CH, CL) with varying amounts of Silt, Clay, Sand, and Marine Shell Fragments. 2 - 6

48 – 58.5 to

Termination

III

SAND (SP-SM, SM, SC-SM, and SC) with varying amounts of Silt, Clay, Marine Shell Fragments, and Cemented Sand.

Borings SB-6, SB-8, and SB-11 were terminated within this stratum.

Granular 8 - 35

Note (1) SPT = Standard Penetration Test, Uncorrected N-Values in Blows-per-foot

MCAS, Cherry Point, North Carolina N62470-D-8001 GET Project No: EC11-177G ii

The groundwater level was recorded at the boring locations and as observed through the wetness of the recovered soil samples during the drilling operations. The initial groundwater table was measured to occur at depths ranging from 4.5 to 7 feet below the existing site grades at the boring locations, corresponding to elevations ranging from approximately 19 to 21.5 feet MSL. 24-hour groundwater readings were taken at the temporary groundwater monitoring well locations (boring locations SB-13, and SB-14).

The 24-hour groundwater readings indicated a water level ranging from 6.3 to 6.4 feet below the existing site grade elevations, which corresponds to an elevation ranging from

20.7 to 20.6 feet MSL, respectively.

This summary briefly discusses some of the major topics mentioned in the attached report. Accordingly, this report should be read in its entirety to thoroughly evaluate the contents.

TABLE OF CONTENTS

1.0 PROJECT INFORMATION

1.1 Project Authorization

1.2 Project Location, Site Description, and Project Description

2.0 FIELD AND LABORATORY PROCEDURES

2.1 Field Exploration

2.2 Field and Laboratory Testing

3.0 SURFACE AND SUBSURFACE CONDITIONS

3.1 Surface Conditions

3.2 Subsurface Soil Conditions

3.3 Groundwater Information

4.0 REPORT LIMITATIONS

APPENDIX I USGS TOPOGRAPHIC VICINITY MAPS

APPENDIX II BORING LOCATION PLAN

APPENDIX III CLASSIFICATION SYSTEM FOR SOIL EXPLORATION

APPENDIX IV BORING LOGS

APPENDIX V GENERALIZED SOIL PROFILE

APPENDIX VI CPT SOUNDING AND SHEAR WAVE VELOCITY TEST DATA

APPENDIX VII DMT SOUNDING TEST DATA

APPENDIX VIII COMPREHENSIVE LABORATORY TEST RESULTS

APPENDIX IX CBR TEST DATA

APPENDIX X SATURATED HYDRAULIC CONDUCTIVITY TEST RESULTS

MCAS, Cherry Point, North Carolina N62470-D-8001 GET Project No: EC11-177G

1.0 PROJECT INFORMATION

1.1 Project Authorization

G E T Solutions, Inc. has completed our Subsurface Investigation study for the proposed MILCON Project P-991; H-1 Helicopter Gearbox Repair and Test Facility project located within the Cherry Point military installation in Havelock, North Carolina. The Subsurface Investigation Services were conducted in general accordance with G E T Solutions, Inc.

proposal for N62470-D-8001, E-Projects Work Order No. 980253. Authorization to proceed with our services was received in the form of the “Order of Supplies or Services” (contract No. N62470-D-8001), Purchase Request No. ACQR2006074, dated May 20, 2011.

1.2 Project Location, Site Description, and Project Description

Project Location and Site Description:

The project site is located on the north side of NC State Route 101(Fontana Boulevard) within the MCAS Cherry Point military installation in Havelock, North Carolina. The site vicinity is depicted on the USGS Topographic Maps provided in Appendix I. This site consists predominantly of wooded areas with a network of previously existing roadways associated with a residential development that was previously demolished and removed.

The existing roadways, including the existing pavement sections, had also been previously removed. An existing 8 to 10 foot tall chain link fence was noted to be located within the west portion of the proposed construction areas and was generally oriented north to south.

More specifically, the existing fence appeared to be located within the general vicinity of the proposed west perimeter roadway.

Existing site grade elevations within the limits of the proposed building and pavement areas were noted on the project site plan, as provided by NAVFAC, Atlantic, to generally range from about 25 to 27 feet MSL. The site is generally bordered to the North by a lightly wooded area followed the existing runway, to the west by lightly wooded areas followed by the Engineering Products Facility and its associated asphalt paved parking lots and entrance roadways, to the east by lightly wooded areas, and to the south by lightly wooded areas followed by NC State Route 101 (Fontana Boulevard).

Project Description:

The proposed development will include the construction of a new Helicopter Gearbox Facility including a new structure, new asphalt paved roadways and parking areas, storm water management areas, two (2) above ground water storage tanks, a pump house, and other associated site infrastructure components. The proposed structure is to consist of structural steel framing with load bearing concrete masonry walls.

MCAS, Cherry Point, North Carolina N62470-D-8001 GET Project No: EC11-177G

2.0 FIELD AND LABORATORY PROCEDURES

2.1 Field Exploration

In order to explore the general subsurface soil types within the building, pavement, and storm water management areas, the following Standard Penetration Test (SPT) borings, Cone Penetrometer Test (CPT) Soundings, and DMT soundings were performed at the locations designated by the client:

Building and Above Ground Storage Tank Areas

Three (3) 65- to 70-foot deep SPT borings (designated as SB-6, SB-8, and SB-11) Two (2) 67- to 69-foot deep CPT soundings (designated as SB-10 and SB-12) with shear wave velocity testing.

Two (2) 50-foot deep DMT soundings (designated as SB-7 and SB-9)

Pavement Areas

Five (5) 12-foot deep SPT borings (designated as SB-1 through SB-5)

Storm Water Management Areas

Two (2) 12-foot deep SPT borings (designated as SB-13 and SB-14) Two (2) 2.5-foot hand auger borings for infiltration tests

The above noted SPT borings performed within the limits of the proposed structures were extended beyond the proposed depth of 50 feet below existing grades due to the loose nature of the granular subsurface soils encountered at the location of borings SB-6 and SB-8, as well as the compressible CLAY (CH) soils encountered at the location of boring SB-11. Furthermore, the CPT soundings could not be extended to the proposed depths of 100 feet due to encountering practical refusal at depths ranging from about 67 to 69 feet below the existing site grade elevations.

The SPT borings designated as SB-1 through SB-5, SB-13, and SB-14 were performed utilizing hollow stem auger drilling techniques to the boring termination depths.

Additionally, the borings designated as SB-6, SB-8, and SB-11 were performed using mud-rotary and hollow stem auger drilling techniques. Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586. The tests were performed continuously from the existing ground surface to a depth of 12 feet, and at 5-foot intervals thereafter. The soil samples were obtained with a standard 1.4” I.D., 2” O.D., 30” long split-spoon sampler. The sampler was driven with blows of a 140 lb. hammer falling 30 inches, using an automatic hammer. The number of blows required to drive the sampler each 6-inch increment of penetration was recorded and is shown on the boring logs. The sum of the second and third penetration increments is termed the SPT N-value (uncorrected for automatic hammer). A representative portion of each disturbed split-spoon sample was collected with each SPT, placed in a glass jar, sealed, labeled, and returned to our laboratory for review.

MCAS, Cherry Point, North Carolina N62470-D-8001 GET Project No: EC11-177G

Five (5) bulk soil samples, designated as CBR-1 through CBR-5 were collected from the proposed pavement areas at the location of borings SB-1 through SB-5, respectively. The bulk subgrade soil samples were collected from depths generally ranging from 1 to 2 feet below existing grades. As an exception, the CBR samples designated as CBR-1 and CBR- 4 were collected from a depth of 2 to 3 feet below existing grades due to the depth of the in place Topsoil materials. The bulk soil samples were returned to our laboratory and subjected to CBR testing in accordance with ASTM standards.

Following the exploration procedures, the SPT borings, CPT and DMT soundings, as well as the hand auger borings were backfilled with a neat cement grout mix in accordance with NCDENR requirements.

The SPT boring, CBR, CPT, DMT, and infiltration locations were established by the client and staked in the field by a representative of G E T Solutions, Inc. by measuring from limited existing site features. During our field procedures to stake the boring locations, GPS coordinates were recorded at each established boring location for future reference. The approximate boring locations are tabulated below (Table I) and are shown on the attached “Boring Location Plan” (Appendix II), which was reproduced based on the site plan provided by the client.

Table I – Boring Schedule

GPS CoordinatesBoring Number /

Type

Boring Depth (feet)

Boring Location Description Latitude Longitude

SB-1 / SPT 12 Perimeter Roadway; Southwest Intersection 34º 53.079’ 76º 53.530’ SB-2 / SPT 12 Perimeter Roadway; Southeast Intersection 34º 53.064’ 76º 53.464’ SB-3 / SPT 12 Perimeter Roadway; Northeast Intersection 34º 53.115’ 76º 53.442’ SB-4 / SPT 12 Perimeter Roadway; Northwest Intersection 34º 53.134’ 76º 53.530’ SB-5 / SPT 12 Proposed Parking Lot; Approximate Center 34º 53.089’ 76º 53.497’ SB-6 / SPT 70 Approximate Southwest Building Corner 34º 53.102’ 76º 53.509’ SB-7 / DMT 50 Approximate Southeast Building Corner 34º 53.104’ 76º 53.488’ SB-8 / SPT 65 Approximate Northeast Building Corner 34º 53.107’ 76º 53.478’ SB-9 / DMT 50 Approximate Northwest Building Corner 34º 53.114’ 76º 53.508’ SB-10 / CPT 68.7 Approximate Building Center 34º 53.112’ 76º 53.491’ SB-11 / SPT 65 Pump Station Structure; Approximate Center 34º 53.149’ 76º 53.608’

SB-12 / CPT 66.6 Approximate Mid-Span Between Both Above Ground Storage Tanks 34º 53.150’ 76º 53.618’

SB-13 / SPT 12 Storm Water Pond; Approximate West End 34º 53.082’ 76º 53.513’ SB-14 / SPT 12 Storm Water Pond; Approximate East End 34º 53.081’ 76º 53.486’

SPT = Standard Penetration Test DMT = Dilatometer CPT = Cone Penetrometer Test

MCAS, Cherry Point, North Carolina N62470-D-8001 GET Project No: EC11-177G

2.2 Field and Laboratory Testing

Field Testing:

Two (2) infiltration test boreholes were prepared utilizing a planer auger to remove soil clippings from their base. Infiltration testing was then conducted within the vadose zone utilizing a Precision Permeameter and the following testing procedures.

A support stand was assembled and placed adjacent to the boreholes. This stand holds a calibrated reservoir (2000 ml) and a cable used to raise and lower the water control unit (WCU). The WCU establishes a constant water head within the boreholes during testing by use of a precision valve and float assembly. The WCU was attached to the flow reservoir with a 2-meter (6.6 foot) braided PVC hose and then lowered by cable into the boreholes to the test depth elevation. As required by the Glover solution, the WCU was suspended 6–inches above the bottom of the boreholes. The shut-off valve was then opened allowing water to pass through the WCU to fill the boreholes to the constant water level elevation. The absorption rate slowed as the soil voids became filled and an equilibrium developed as a wetting bulb developed around the boreholes. Water was continuously added until the flow rate stabilized. The reservoir was then re-filled in order to begin testing.