AMD 0005 - 21-54-23019 P-7889 Dental Clinic Replacment - Full Report.pdf

PRESENTATION OF SITE INVESTIGATION RESULTS

P-7889 Dental Clinic Replacement

Prepared for:

Schnabel Engineering

ConeTec Job No: 21-54-23019

Project Start Date: 19-Oct-2021 Project End Date: 19-Oct-2021

Report Date: 22-Oct-2021

Prepared by:

ConeTec Inc.

606-S Roxbury Industrial Center

Charles City, VA 23030

Tel: (804) 966-5696 Fax: (804) 966-5697

Toll Free: (800) 504-1116

ConeTecVA@conetec.com www.conetec.com www.conetecdataservices.com mailto:ConeTecVA@conetec.com http://www.conetec.com/ http://www.conetecdataservices.com/

Introduction

The enclosed report presents the results of the site investigation program conducted by ConeTec Inc. for Schnabel Engineering at P-7889 Dental Clinic Replacement in Parris Island, SC. The program consisted of one cone penetration test (CPTu) and one seismic cone penetration test (SCPTu) at locations selected and numbered under the direction of Schnabel Engineering personnel. The purpose of the program was to evaluate existing site conditions. Please note that this report, which also includes all accompanying data, are subject to the 3rd Party Disclaimer and Client Disclaimer that follow in the ‘Limitations’ section of this report.

Project Information

Project

Client Schnabel Engineering

Project P-7889 Dental Clinic Replacement

ConeTec project number 21-54-23019

An aerial overview from CESIUM including the CPTu and SCPTu test locations is presented below.

Rig Description Deployment System Test Type

25-ton Truck Rig Integrated Ramset CPTu, SCPTu

Coordinates

Test Type Collection Method EPSG Number

CPTu, SCPTu Handheld GPS 4326

Cone Penetrometers Used for this Project

Cone Description Cone

Number

Cross

Sectional

Area (cm2)

Sleeve

Area

(cm2)

Tip

Capacity

(bar)

Sleeve

Capacity

(bar)

Pore Pressure

Capacity

(bar)

555:T1500F15U35 EC555 15 225 1500 15 35

EC555 was used for all the CPTu soundings.

Cone Penetration Test (CPTu)

Depth reference Depths are referenced to the existing ground surface at the time of each test.

Tip and sleeve data offset

0.1 meter

This has been accounted for in the CPT data files.

Additional plots

• Normalized Cone Penetration Test plots

• Advanced plots with Ic, Su, phi and N1(60)

• Seismic Cone Penetration Test Plots, Tabular Results, and Wave

Traces

• Soil Behavior Type (SBT) scatter plots

Calculated Geotechnical Parameter Tables

Additional information

The Normalized Soil Behavior Type Chart based on Qtn (SBT Qtn) (Robertson, 2009) was used to classify the soil for this project. A detailed set of calculated CPTu parameters have been generated and are provided in Excel format files in the release folder. The CPTu parameter calculations are based on values of corrected tip resistance (qt) sleeve friction (fs) and pore pressure (u2).

Effective stresses are calculated based on unit weights that have been assigned to the individual soil behavior type zones and the assumed equilibrium pore pressure profile.

For calculating undrained shear strength based on pore pressure (Su(NΔu)) and undrained shear strength based on cone tip resistance (Su(Nkt)), an NΔu value of 6 and an Nkt value of 15 were selected.

Limitations

3rd Party Disclaimer

This report titled “P-7889 Dental Clinic Replacement”, referred to as the (“Report”), was prepared by ConeTec for Schnabel Engineering. The Report is confidential and may not be distributed to or relied upon by any third parties without the express written consent of ConeTec. Any third parties gaining access to the Report do not acquire any rights as a result of such access. Any use which a third party makes of the Report, or any reliance on or decisions made based on it, are the responsibility of such third parties. ConeTec accepts no responsibility for loss, damage and/or expense, if any, suffered by any third parties as a result of decisions made, or actions taken or not taken, which are in any way based on, or related to, the Report or any portion(s) thereof.

Client Disclaimer

ConeTec was retained by Schnabel Engineering to collect and provide the raw data (“Data”) which is included in this report titled “P-7889 Dental Clinic Replacement”, which is referred to as the (“Report”). ConeTec has collected and reported the Data in accordance with current industry standards. No other warranty, express or implied, with respect to the Data is made by ConeTec.

In order to properly understand the Data included in the Report, reference must be made to the documents accompanying and other sources referenced in the Report in their entirety. Any analysis, interpretation, judgment, calculations and/or geotechnical parameters (collectively “Interpretations”) included in the Report, including those based on the Data, are outside the scope of ConeTec’s retainer and are included in the Report as a courtesy only. Other than the Data, the contents of the Report (including any Interpretations) should not be relied upon in any fashion without independent verification and ConeTec is in no way responsible for any loss, damage or expense resulting from the use of, and/or reliance on, such material by any party.

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 (v̅s) has been calculated and provided for all applicable soundings using the following equation presented in ASCE (2010).

v̅s= ∑ di n i=1 di vsi n i=1 where: v̅s = 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, v̅s 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.

https://doi.org/10.1061/9780784412916 http://www.astm.org/cgi-bin/resolver.cgi?D5778 http://www.astm.org/cgi-bin/resolver.cgi?D7400D7400M https://doi.org/10.1139/t98-062 https://doi.org/10.1061/9780784412770.027 https://doi.org/10.1061/(ASCE)0733-9410(1986)112:8(791) https://doi.org/10.1139/t90-014 https://doi.org/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.

https://doi.org/10.1139/T09-065 https://doi.org/10.1139/t98-105 https://doi.org/10.1680/geot.1991.41.1.17

APPENDICES

The appendices listed below are included in the report:

• Cone Penetration Test Summary and Standard Cone Penetration Test Plots

• Normalized Cone Penetration Test Plots

• Advanced Cone Penetration Test Plots with Su(Nkt), Phi and N(60)Ic

• Soil Behavior Type (SBT) Scatter Plots

• Seismic Cone Penetration Test Plots

• Seismic Cone Penetration Test Tabular Results

• Seismic Cone Penetration Test Wave Traces

• Pore Pressure Dissipation Summary and Pore Pressure Dissipation Plots

Cone Penetration Test Summary and

Standard Cone Penetration Test Plots

Job No: 21-54-23019

Client: Schnabel Engineering

Project: P7889 Dental Clinic Replacement

Start Date: 19-Oct-2021

End Date: 19-Oct-2021

CONE PENETRATION TEST SUMMARY

Sounding ID File Name Date Cone

Assumed Phreatic

Surface2

(ft)

Final

Depth

(ft)

Shear Wave

Velocity Tests Latitude1

(degrees)

Longitude1

(degrees)

CPT-1 21-54-23019_SP CPT-1 2021-10-19 555:T1500F15U35 5 100.7 31 32.35055 -80.68445

CPT-2 21-54-23019_CP CPT-2 2021-10-19 555:T1500F15U35 8 100.9 32.35047 -80.68549

Totals 2 Soundings 100.7 31

2. The assumed phreatic surface was estimated using representative pore pressure dissipation tests. Hydrostatically increasing pore water pressures with depth were used for interpretation tables.

1. WGS 84 Lat/Long. Coordinates were taken with a handheld GPS and should be considered approximate.

Sheet 1 of 1

The reported coordinates were acquired from consumer-grade GPS equipment and are only approximate locations. The coordinates should not be used for design purposes.

Ueq Assumed UeqHydrostatic Line PPD, Ueq achieved PPD, Ueq not achieved

0 200 400 qt (tsf)

D e p th fe e t)

0.0 1.0 2.0 3.0 fs (tsf)

0.0 2.5 5.0

Rf (%)

0 125 2500 u (ft)

0 3 6 9

SBT Qtn

Schnabel Engineering Job No: 21-54-23019

Date: 2021-10-19 08:07

Site: P-7889 Dental Clinic Replacement

Sounding: CPT-1

Cone: 555:T1500F15U35

Max Depth: 30.700 m / 100.72 ft Depth Inc: 0.025 m / 0.082 ft Avg Int: Every Point

File: 21-54-23019_SP CPT-1.COR Unit Wt: SBTQtn (PKR2009)

SBT: Robertson, 2009 and 2010 Coords: Lat: 32.35055 Long: -80.68445

Silt Mixtures

Sands Silt Mixtures

Sands Sand Mixtures Sand Mixtures

Sand Mixtures Sensitive, Fine Grained Sensitive, Fine Grained

Sands Silt Mixtures

Silt Mixtures

Sands Silt Mixtures

Clays

Silt Mixtures Sands Sands Sands

Sands

Sand Mixtures

Sand Mixtures Silt Mixtures

Sand Mixtures

Silt Mixtures Sand Mixtures Silt Mixtures Sand Mixtures Silt Mixtures Silt Mixtures

Clays

Undefined Sands

Sands Undefined

Sand Mixtures

Sands

Sand Mixtures

Sands

Sand Mixtures

Sands Sand Mixtures

Undefined Sands Sands Sands

2.9

11.4

49.2

Ueq(ft)

Target Depth Target Depth Target Depth Target Depth

The reported coordinates were acquired from consumer-grade GPS equipment and are only approximate locations. The coordinates should not be used for design purposes.

0 200 400 qt (tsf)

D e p th fe e t)

0.0 1.0 2.0 3.0 fs (tsf)

0.0 2.5 5.0

Rf (%)

0 125 2500 u (ft)

0 3 6 9

SBT Qtn

Schnabel Engineering Job No: 21-54-23019

Date: 2021-10-19 13:12

Site: P-7889 Dental Clinic Replacement

Sounding: CPT-2

Cone: 555:T1500F15U35

Max Depth: 30.750 m / 100.88 ft Depth Inc: 0.025 m / 0.082 ft Avg Int: Every Point

File: 21-54-23019_CP CPT-2.COR Unit Wt: SBTQtn (PKR2009)

SBT: Robertson, 2009 and 2010 Coords: Lat: 32.35047 Long: -80.68548

Sand Mixtures Sands Sands Sand Mixtures Silt Mixtures Sand Mixtures

Sands

Sand Mixtures Sand Mixtures Clays Silt Mixtures Sands

Clays

Silt Mixtures Sand Mixtures Silt Mixtures Sands Sands Sand Mixtures

Sands

Sand Mixtures

Sand Mixtures Sand Mixtures Silt Mixtures Silt Mixtures Silt Mixtures Sand Mixtures Sand Mixtures Silt Mixtures Clays Sand Mixtures Sands Sand Mixtures

Sands

Undefined Sands Sand Mixtures

Sands

Undefined Sands Undefined Sands

Sands

Sand Mixtures Sands Sand Mixtures

Undefined Sands Sands Sands

43.9

64.8

Normalized Cone Penetration Test Plots

The reported coordinates were acquired from consumer-grade GPS equipment and are only approximate locations. The coordinates should not be used for design purposes.

0 200 400

Qtn (PKR 2009)

D e p th fe e t)

0.0 1.0 2.0 3.0 fs (tsf)

0.0 2.5 5.0

Norm: Fr (%)

0 125 2500 u (ft)

0 3 6 9

SBT Qtn

Schnabel Engineering Job No: 21-54-23019

Date: 2021-10-19 08:07

Site: P-7889 Dental Clinic Replacement

Sounding: CPT-1

Cone: 555:T1500F15U35

Max Depth: 30.700 m / 100.72 ft Depth Inc: 0.025 m / 0.082 ft Avg Int: Every Point

File: 21-54-23019_SP CPT-1.COR Unit Wt: SBTQtn (PKR2009)

SBT: Robertson, 2009 and 2010 Coords: Lat: 32.35055 Long: -80.68445

Silt Mixtures

Sands Silt Mixtures

Sands Sand Mixtures Sand Mixtures

Sand Mixtures Sensitive, Fine Grained Sensitive, Fine Grained

Sands Silt Mixtures

Silt Mixtures

Sands Silt Mixtures

Clays

Silt Mixtures Sands Sands Sands

Sands

Sand Mixtures

Sand Mixtures Silt Mixtures

Sand Mixtures

Silt Mixtures Sand Mixtures Silt Mixtures Sand Mixtures Silt Mixtures Silt Mixtures

Clays

Undefined Sands

Sands Undefined

Sand Mixtures

Sands

Sand Mixtures

Sands

Sand Mixtures

Sands Sand Mixtures

Undefined Sands Sands Sands

2.9

11.4

49.2

The reported coordinates were acquired from consumer-grade GPS equipment and are only approximate locations. The coordinates should not be used for design purposes.

0 200 400

Qtn (PKR 2009)

D e p th fe e t)

0.0 1.0 2.0 3.0 fs (tsf)

0.0 2.5 5.0

Norm: Fr (%)

0 125 2500 u (ft)

0 3 6 9

SBT Qtn

Schnabel Engineering Job No: 21-54-23019

Date: 2021-10-19 13:12

Site: P-7889 Dental Clinic Replacement

Sounding: CPT-2

Cone: 555:T1500F15U35

Max Depth: 30.750 m / 100.88 ft Depth Inc: 0.025 m / 0.082 ft Avg Int: Every Point

File: 21-54-23019_CP CPT-2.COR Unit Wt: SBTQtn (PKR2009)

SBT: Robertson, 2009 and 2010 Coords: Lat: 32.35047 Long: -80.68548

Sand Mixtures Sands Sands Sand Mixtures Silt Mixtures Sand Mixtures

Sands

Sand Mixtures Sand Mixtures Clays Silt Mixtures Sands

Clays

Silt Mixtures Sand Mixtures Silt Mixtures Sands Sands Sand Mixtures

Sands

Sand Mixtures

Sand Mixtures Sand Mixtures Silt Mixtures Silt Mixtures Silt Mixtures Sand Mixtures Sand Mixtures Silt Mixtures Clays Sand Mixtures Sands Sand Mixtures

Sands

Undefined Sands Sand Mixtures

Sands

Undefined Sands Undefined Sands

Sands

Sand Mixtures Sands Sand Mixtures

Undefined Sands Sands Sands

43.9

64.8

Advanced Cone Penetration Test Plots with

N60, Su(Nkt) and Phi

The reported coordinates were acquired from consumer-grade GPS equipment and are only approximate locations. The coordinates should not be used for design purposes.

Su(Ndu) N(60) (bpf)

Ueq Assumed UeqHydrostatic Line PPD, Ueq achieved PPD, Ueq not achieved

0 200 400 qt (tsf)

D e p th fe e t)

0 125 2500 u (ft)

1.0 2.0 3.0 4.0

Ic (PKR 2009)

0.0 1.0 2.0 3.0

Su (Nkt) (tsf)

20 40 60

Phi (deg)

0 50 100

N160 (Ic RW1998) (bpf)

Schnabel Engineering Job No: 21-54-23019

Date: 2021-10-19 08:07

Site: P-7889 Dental Clinic Replacement

Sounding: CPT-1

Cone: 555:T1500F15U35

Max Depth: 30.700 m / 100.72 ft Depth Inc: 0.025 m / 0.082 ft Avg Int: Every Point

File: 21-54-23019_SP CPT-1.COR Unit Wt: SBTQtn (PKR2009) Su Nkt/Ndu: 15.0 / 6.0

SBT: Robertson, 2009 and 2010 Coords: Lat: 32.35055 Long: -80.68445

Target Depth Target Depth Target Depth Target Depth Target Depth Target Depth

The reported coordinates were acquired from consumer-grade GPS equipment and are only approximate locations. The coordinates should not be used for design purposes.

Su(Ndu) N(60) (bpf)

Ueq Assumed UeqHydrostatic Line PPD, Ueq achieved PPD, Ueq not achieved

0 200 400 qt (tsf)

D e p th fe e t)

0 125 2500 u (ft)

1.0 2.0 3.0 4.0

Ic (PKR 2009)

0.0 1.0 2.0 3.0

Su (Nkt) (tsf)

20 40 60

Phi (deg)

0 50 100

N160 (Ic RW1998) (bpf)

Schnabel Engineering Job No: 21-54-23019

Date: 2021-10-19 13:12

Site: P-7889 Dental Clinic Replacement

Sounding: CPT-2

Cone: 555:T1500F15U35

Max Depth: 30.750 m / 100.88 ft Depth Inc: 0.025 m / 0.082 ft Avg Int: Every Point

File: 21-54-23019_CP CPT-2.COR Unit Wt: SBTQtn (PKR2009) Su Nkt/Ndu: 15.0 / 6.0

SBT: Robertson, 2009 and 2010 Coords: Lat: 32.35047 Long: -80.68548

Target Depth Target Depth Target Depth Target Depth Target Depth Target Depth

Soil Behavior Type (SBT) Scatter Plots

Date: 2021-10-19 08:07

Site: P-7889 Dental Clinic Replacement

Sounding: CPT-1

Cone: 555:T1500F15U35

Legend

Sensitive, Fine Grained

Organic Soils

Clays

Silt Mixtures Sand Mixtures

Sands

Gravelly Sand to Sand

Stiff Sand to Clayey Sand Very Stiff Fine Grained

Depth Ranges >0.0 to 7.5 ft

>7.5 to 15.0 ft

>15.0 to 22.5 ft

>22.5 to 30.0 ft >30.0 to 37.5 ft

>37.5 to 45.0 ft

>45.0 to 52.5 ft

>52.5 to 60.0 ft >60.0 to 67.5 ft

>67.5 to 75.0 ft

>75.0 ft

7 8

Qtn,cs = 70

Ic = 2.6

0.10 1.0 10.0 1.0

10.0

Fr (%)

Q tn

Qtn Chart (PKR 2009)

Legend

CCS (Cont. sensitive clay like)

CC (Cont. clay like)

TC (Cont. transitional)

SC (Cont. sand like) CD (Dil. clay like)

TD (Dil. transitional)

SD (Dil. sand like)

CCS CC

TC

SC

CD

TD

SD

0.10 1.0 10.0 1.0

10.0

Fr (%)

Q tn

Modified SBTn (PKR 2016)

Legend

Sensitive Fines

Organic Soil

Clay

Silty Clay Clayey Silt

Silt

Sandy Silt

Silty Sand/Sand Sand

Gravelly Sand

Stiff Fine Grained

Cemented Sand

0.0 2.0 4.0 6.0 8.0 1.0

10.0

Rf(%) q t

(b ar

Standard SBT Chart (UBC 1986)

Date: 2021-10-19 13:12

Site: P-7889 Dental Clinic Replacement

Sounding: CPT-2

Cone: 555:T1500F15U35

Legend

Sensitive, Fine Grained

Organic Soils

Clays

Silt Mixtures Sand Mixtures

Sands

Gravelly Sand to Sand

Stiff Sand to Clayey Sand Very Stiff Fine Grained

Depth Ranges >0.0 to 7.5 ft

>7.5 to 15.0 ft

>15.0 to 22.5 ft

>22.5 to 30.0 ft >30.0 to 37.5 ft

>37.5 to 45.0 ft

>45.0 to 52.5 ft

>52.5 to 60.0 ft >60.0 to 67.5 ft

>67.5 to 75.0 ft

>75.0 ft

7 8

Qtn,cs = 70

Ic = 2.6

0.10 1.0 10.0 1.0

10.0

Fr (%)

Q tn

Qtn Chart (PKR 2009)

Legend

CCS (Cont. sensitive clay like)

CC (Cont. clay like)

TC (Cont. transitional)

SC (Cont. sand like) CD (Dil. clay like)

TD (Dil. transitional)

SD (Dil. sand like)

CCS CC

TC

SC

CD

TD

SD

0.10 1.0 10.0 1.0

10.0

Fr (%)

Q tn

Modified SBTn (PKR 2016)

Legend

Sensitive Fines

Organic Soil

Clay

Silty Clay Clayey Silt

Silt

Sandy Silt

Silty Sand/Sand Sand

Gravelly Sand

Stiff Fine Grained

Cemented Sand

0.0 2.0 4.0 6.0 8.0 1.0

10.0

Rf(%) q t

(b ar

Standard SBT Chart (UBC 1986)

Seismic Cone Penetration Test Plots

The reported coordinates were acquired from consumer-grade GPS equipment and are only approximate locations. The coordinates should not be used for design purposes.

0 200 400 qt (tsf)

D e p th fe e t)

0.0 1.0 2.0 3.0 fs (tsf)

0 125 2500 u (ft)

0 1250 2500

Vs (ft/s)

Schnabel Engineering Job No: 21-54-23019

Date: 2021-10-19 08:07

Site: P-7889 Dental Clinic Replacement

Sounding: CPT-1

Cone: 555:T1500F15U35

Max Depth: 30.700 m / 100.72 ft Depth Inc: 0.025 m / 0.082 ft Avg Int: Every Point

File: 21-54-23019_SP CPT-1.COR Unit Wt: SBTQtn (PKR2009)

SBT: Robertson, 2009 and 2010 Coords: Lat: 32.35055 Long: -80.68445

2.9

11.4

49.2

Seismic Cone Penetration Test Tabular Results

Project: P-7889 Dental Clinic Replacement

Sounding ID: CPT-1

Date: 19-Oct-2021

Seismic Source: Beam

Source Offset (ft): 2.00

Source Depth (ft): 0.00

Geophone Offset (ft): 0.66

SCPTu SHEAR WAVE VELOCITY TEST RESULTS - Vs

Tip

Depth

(ft)

Geophone

Depth

(ft)

Ray

Path

(ft)

Ray Path

Difference

(ft)

Travel Time

Interval

(ms)

Interval

Velocity

(ft/s)

2.30 1.64 2.59

5.74 5.09 5.46 2.88 6.58 437

8.92 8.27 8.51 3.04 4.72 644

12.14 11.48 11.66 3.15 6.22 506

15.42 14.76 14.90 3.24 6.49 500

18.70 18.04 18.15 3.26 5.99 544

21.98 21.33 21.42 3.26 8.91 366

25.26 24.61 24.69 3.27 8.16 401

28.54 27.89 27.96 3.27 7.55 433

31.82 31.17 31.23 3.27 7.29 449

35.10 34.45 34.51 3.27 6.01 545

38.39 37.73 37.78 3.28 4.30 762

41.67 41.01 41.06 3.28 3.98 824

44.95 44.29 44.34 3.28 4.37 750

48.23 47.57 47.61 3.28 4.2 780

51.51 50.85 50.89 3.28 4.33 757

54.79 54.13 54.17 3.28 3.68 890

58.07 57.41 57.45 3.28 3.61 908

61.35 60.70 60.73 3.28 4.14 791

64.63 63.98 64.01 3.28 4.17 786

67.91 67.26 67.29 3.28 3.18 1031

71.19 70.54 70.57 3.28 1.39 2359

74.48 73.82 73.85 3.28 1.57 2094

77.76 77.10 77.13 3.28 1.66 1974

81.04 80.38 80.41 3.28 1.33 2463

84.32 83.66 83.69 3.28 1.48 2223

87.60 86.94 86.97 3.28 1.60 2046

90.88 90.22 90.25 3.28 1.35 2423

94.16 93.50 93.53 3.28 1.62 2025

Sheet 1 of 2

Project: P-7889 Dental Clinic Replacement

Sounding ID: CPT-1

Date: 19-Oct-2021

Seismic Source: Beam

Source Offset (ft): 2.00

Source Depth (ft): 0.00

Geophone Offset (ft): 0.66

SCPTu SHEAR WAVE VELOCITY TEST RESULTS - Vs

Tip

Depth

(ft)

Geophone

Depth

(ft)

Ray

Path

(ft)

Ray Path

Difference

(ft)

Travel Time

Interval

(ms)

Interval

Velocity

(ft/s)

97.44 96.78 96.81 3.28 1.35 2434

100.72 100.07 100.09 3.28 1.38 2374

Sheet 2 of 2

Seismic Cone Penetration Test Shear Wave (Vs) Traces

Job No: 21-54-23019 Client: Schnabel Engineering Project: P-7889 Dental Clinic Replacement Crew: ZQ-JH Sounding: CPT-1

Site: P-7889 Dental Clinic Replacement Date: 10:19:21 08:07 Cone: 555:T1500F15U35

0 50 100 150 200

TIME (ms)

D E

P T

H ft

Pore Pressure Dissipation Summary and

Pore Pressure Dissipation Plots

Project: P-7889 Dental Clinic Replacement

Start Date: 19-Oct-2021

End Date: 19-Oct-2021

CPTu PORE PRESSURE DISSIPATION SUMMARY

Sounding ID File Name Cone Area (cm2) Duration (s) Test Depth

(ft)

Estimated

Equilibrium Pore

Pressure Ueq

(ft)

Calculated

Phreatic Surface

(ft)

CPT-1 21-54-23019_SP CPT-1.ppd2 15.0 1100 5.7 2.9 2.8

CPT-1 21-54-23019_SP CPT-1.ppd2 15.0 750 14.1 11.4 2.7

CPT-1 21-54-23019_SP CPT-1.ppd2 15.0 4260 18.7

CPT-1 21-54-23019_SP CPT-1.ppd2 15.0 6180 28.5

CPT-1 21-54-23019_SP CPT-1.ppd2 15.0 300 54.8 49.3 5.5

CPT-2 21-54-23019_CP CPT-2.ppd2 15.0 600 51.7 43.9 7.8

CPT-2 21-54-23019_CP CPT-2.ppd2 15.0 300 73.5 64.8 8.6

Totals 3.7 hrs

Sheet 1 of 1

0 300 600 900 1200

-10

Time (s)

P o re

P re ss u re ft

Schnabel Engineering

Job No: 21-54-23019

Date: 19-Oct-2021 08:07:06

Site: P-7889 Dental Clinic Replacement

Sounding: CPT-1

Cone: EC555 Area=15 cm²

Trace Summary:

Filename: 21-54-23019_SP CPT-1.ppd2

Depth: 1.750 m / 5.741 ft

Duration: 1100.0 s u Min: -6.7 ft u Max: 20.2 ft u Final: 3.2 ft

WT: 0.852 m / 2.795 ft

Ueq: 2.9 ft

0 200 400 600 800

0.0

20.0

40.0

60.0

80.0

Time (s)

P o re

P re ss u re ft

Schnabel Engineering

Job No: 21-54-23019

Date: 19-Oct-2021 08:07:06

Site: P-7889 Dental Clinic Replacement

Sounding: CPT-1

Cone: EC555 Area=15 cm²

Trace Summary:

Filename: 21-54-23019_SP CPT-1.ppd2

Depth: 4.300 m / 14.107 ft

Duration: 750.0 s u Min: 11.2 ft u Max: 61.5 ft u Final: 11.6 ft

WT: 0.835 m / 2.739 ft

Ueq: 11.4 ft

0 1250 2500 3750 5000

Time (s)

P o re

P re ss u re ft

Schnabel Engineering

Job No: 21-54-23019

Date: 19-Oct-2021 08:07:06

Site: P-7889 Dental Clinic Replacement

Sounding: CPT-1

Cone: EC555 Area=15 cm²

Trace Summary:

Filename: 21-54-23019_SP CPT-1.ppd2

Depth: 5.700 m / 18.701 ft

Duration: 4260.0 s u Min: 64.8 ft u Max: 114.7 ft u Final: 64.8 ft

0 2000 4000 6000 8000

Time (s)

P o re

P re ss u re ft

Schnabel Engineering

Job No: 21-54-23019

Date: 19-Oct-2021 08:07:06

Site: P-7889 Dental Clinic Replacement

Sounding: CPT-1

Cone: EC555 Area=15 cm²

Trace Summary:

Filename: 21-54-23019_SP CPT-1.ppd2

Depth: 8.700 m / 28.543 ft

Duration: 6180.0 s u Min: 84.2 ft u Max: 143.7 ft u Final: 84.2 ft

0 100 200 300 400

Time (s)

P o re

P re ss u re ft

Schnabel Engineering

Job No: 21-54-23019

Date: 19-Oct-2021 08:07:06

Site: P-7889 Dental Clinic Replacement

Sounding: CPT-1

Cone: EC555 Area=15 cm²

Trace Summary:

Filename: 21-54-23019_SP CPT-1.ppd2

Depth: 16.700 m / 54.789 ft

Duration: 300.0 s u Min: 49.3 ft u Max: 174.0 ft u Final: 49.4 ft

WT: 1.685 m / 5.528 ft

Ueq: 49.3 ft

0 150 300 450 600

Time (s)

P o re

P re ss u re ft

Schnabel Engineering

Job No: 21-54-23019

Date: 19-Oct-2021 13:12:01

Site: P-7889 Dental Clinic Replacement

Sounding: CPT-2

Cone: EC555 Area=15 cm²

Trace Summary:

Filename: 21-54-23019_CP CPT-2.ppd2

Depth: 15.750 m / 51.673 ft

Duration: 600.0 s u Min: 44.0 ft u Max: 109.1 ft u Final: 44.2 ft

WT: 2.371 m / 7.779 ft

Ueq: 43.9 ft

0 100 200 300 400

Time (s)

P o re

P re ss u re ft

Schnabel Engineering

Job No: 21-54-23019

Date: 19-Oct-2021 13:12:01

Site: P-7889 Dental Clinic Replacement

Sounding: CPT-2

Cone: EC555 Area=15 cm²

Trace Summary:

Filename: 21-54-23019_CP CPT-2.ppd2

Depth: 22.400 m / 73.490 ft

Duration: 300.0 s u Min: 60.9 ft u Max: 65.1 ft u Final: 64.8 ft

WT: 2.636 m / 8.648 ft

Ueq: 64.8 ft