W912DS-14-D-0002-St Albans - RTA - Geotechnical Report - Revised.pdf

USACE

US ARMY CORPS OF ENGINEERS NY

26 FEDERAL PLAZA, RM 1843

NEW YORK, NY 10278-0090

NATIONAL CEMETERY

VA / NATIONAL CEMETERY ADMINISTRATION

ST. ALBANS, QUEENS, NEW YORK

CONTRACT #W912DS-14-D-0002

USACE TASK ORDER# W912DS17F0030

GEOTECHNICAL REPORT

NCA PROJECT NO. 805CM3046

REVISED 31 MARCH 2021

ARCHITECUTRAL / SITE

QPK DESIGN, LLP

ARCHITECTS/ENGINEERS

450 SOUTH SALINA ST., STE. 500

SYACUSE, NY 13202

315-472-7806

QPK #217155.00

PURPOSE AND SCOPE

This revised report documents our subsurface explorations and describes our geotechnical engineering evaluations for design and construction of the proposed columbaria, ossuary structure, one-story administration building, and one-story shelter. This report was revised to incorporate reviewer comments of the December 22, 2017 report and revised site layout and project details that were not available at the time of our December 2017 report. We did not address the demolition of the existing abandoned buildings.

We recommend constructing the proposed columbaria on conventional shallow foundations, and buildings on conventional shallow foundations with concrete slab-on-grade floors. Details of our evaluations follow.

SITE DESCRIPTION

The proposed columbarium cemetery site is located on an approximate 7 acre site within the VA St. Albans Community Living Center complex in Queens, Long Island, NY. The complex is located approximately three miles north of JFK Airport and Jamaica Bay. As shown on Figure 1, it is bounded by New York City’s Roy Wilkins Park to the west, Baisley Ave to the south, a one-story VA laundry facilities building to the east, and VA complex site road and a four-story VA dormitory to the north.

The site generally sloped gently down from the southeast towards the north, from Elevation 32 ft at the southeast corner adjacent to Baisley Ave, to a low spot at Elevation 17 ft towards the center of the northern site boundary.

The site was predominantly grass-covered with mature trees throughout. Figures 1 and 2 show the existing abandoned three-story brick buildings (Buildings 165 and 166) and their associated utilities and asphalt parking lot located along Baisley Ave that will be demolished in advance of the columbarium cemetery development. We understand that Building 166 has a basement level and that both Buildings 165 and 166 were constructed on conventional foundations.

The site is also underlain by many active existing utilities not associated with Buildings 165 and 166 that will be relocated outside the proposed cemetery as part of the project.

Historic aerial photographs and USGS topographic maps showed that the project site was once covered with one-story wood framed structures that were used as barracks before construction of Buildings 165 and 166, and the current VA laundry facilities, and the dormitory buildings.

PROJECT DESCRIPTION

The columbarium cemetery will be a satellite of the existing Calverton National Cemetery located on Long Island approximately 63 miles to the east. The proposed cemetery will consist of precast concrete columbaria that will accommodate 50,000+ niches over 100 years. The initial construction includes a base bid of about 1,000 niches and support facilities for cemetery operations and maintenance. The precast concrete columbaria will be faced with a granite façade and cap. They will measure about 5 ft by 50 ft by 9 ft high.

The support facilities will include a one-story masonry administration building, one-story shelter, ossuary structure and asphalt site roads with parking spaces for funeral processions.

The proposed grading plan indicated the site will be graded and will slope down from Baisley Blvd to the south down to the northern border of the site. To achieve final grades, the ground level will be lowered by about 1 ft in some areas but raised by as much as 3 ft in other areas.

Estimated maximum ground line loads could be as much as 3 kips/ft for the columbaria. Estimated maximum column loads for the buildings were 100 kips, and maximum wall load were 2 kips/ft.

Existing buried utilities that will not be demolished with Buildings 165 and 166 will be relocated outside the eastern site boundary as part of the project scope.

GEOLOGY AND SEISMICITY

Geologic reports indicated that the site is located within the Atlantic Coastal Plain physiographic province, within the broad, low sandy outwash plain south of the Ronkonkoma terminal moraine, along the south shore of Long Island. Bedrock is reported to slope down towards the south, and is expected to be deeper than 300

ft. Soils would be expected to consist of medium dense sand and gravel with moderate bearing properties.

According to the USGS, the design earthquake is characterized by mapped spectral response accelerations of Ss= 0.263g and S1=0.069g. These values must be adjusted for subsurface conditions that are reflected by the Site Class described later in this report, in accordance with Table 1615.1.2 of the NYS Building Code.

SUBSURFACE EXPLORATION

We directed and oversaw a subsurface exploration from November 27 to November 29, 2017. It consisted of the 22 Cone Penetration Test (CPT) soundings and six offsets per ASTM D5778 and the 8 test borings drilled with Standard Penetration Test (SPT) testing per ASTM D1586, shown on Figure 2. The CPT soundings were advanced to 7 ft to 50 depths. A few of the CPT soundings encountered probe refusal at relatively shallow depths within very dense soils. In most cases where that occurred, additional offset locations were attempted. Offset locations are denoted by an “A” or “B” after the sounding name. The test borings were advanced to 21 ft to 27 ft depths. All explorations were performed in the presence of our on-site geotechnical engineer, Mr. Jason Thorpe, P.E.

The subsurface conditions were as shown on the CPT Logs in Appendix A, and the Test Boring Logs in Appendix B. Our engineer interpreted CPT soundings and test borings to develop the subsurface profiles on Figures 3 to 5.

The exploration encountered about 0.3 ft to 1.0 ft of sandy topsoil over generally sand and silty sand with varying amounts of rounded gravel. SPT N-values in the test borings ranged from a low of 2 blows/ft from the 0 to 2 ft depth interval in B-4 to greater than 100 blows/ft from the 18 to 20 ft sample interval in B-5. The average N-value was 17 blows/ft, indicating medium dense sand. There were isolated and sporadic thin pockets of loose sand as indicated by low SPT N-values at test boring locations, or low tip resistance values on CPTs. Conversely, there were also areas of dense soils, as shown on the Soil Profiles, as indicated by high SPT N-values on test boring locations, or high tip resistance values on CPTs.

Groundwater was encountered in the explorations at about Elevation 17 ft. Bedrock was not encountered in any of the CPT soundings nor test borings.

Seismic shear wave velocities were measured at 2 m intervals in CPT-1, CPT-8, CPT-14, and CPT-22. The average measured shear wave velocity was about 785 ft/s in the top 30 ft to 50 ft. We expect the shear wave velocities to increase with depth, so that the measured average could be safely used as a lower bound to the value required for seismic evaluations. The seismic shear wave results are given in Appendix A.

GEOTECHNICAL ENGINEERING EVALUATION

Based on the findings of our explorations, we determined that the columbaria and buildings should be constructed with conventional foundations bearing on the native mineral soil or structural fill placed on the native soil. The building floors can be constructed as a concrete slab-on-grade.

We estimated total and differential post-construction settlements would be less than 1 inch and 0.5 inch, respectively. Settlements of these magnitudes are within values that we consider acceptable for the proposed columbaria and buildings.

We determined that Site Class D should be used for Seismic Design in accordance with Section 1613 of the NYS Building Code (NYSBC). The mapped accelerations given must be modified according to Section 1613 of NYSBC. Our analyses did not indicate significant potential for liquefaction or seismically induced settlement during the design earthquake.

The on-site soils sandy can probably be used for structural fill after topsoil is stripped from the site and if any oversized particles (cobbles and boulders) are culled.

We expect rapid infiltration in the sandy soils. Average estimated permeability from the CPTs was about 40 inches per hour.

We reviewed the drawings and specifications for the Building 165 and 166 demolition contract, and note that there are requirements to backfill and compact fills under the buildings and within decommissioned utility trenches. We judged that this is acceptable site preparation for the construction of the columbarium cemetery project, provided that the backfill is tested and test results are documented by a professional engineer to confirm that the fill is suitable on which to construct new buildings.

For the utility relocations, if there is enough room utility trenches can be made as open cuts with safe slopes per OSHA recommendations. If there is not enough room available or if working below the groundwater level, excavation support measures should be used. Trench shields would be suitable for excavation support.

Trench shields could be stacked to facilitate areas of deeper excavation. If constructing below the groundwater level, the water will need to be lowered in advance to allow construction and backfilling in the dry. We anticipate that well point dewatering would be required for utility construction below the water level.

GEOTECHNICAL ENGINEERING RECOMMENDATIONS

A. Site Preparation

1. Demolish Buildings 165 and 166 with their foundations, slabs and their associated pavements and utilities per the drawings and specifications under that contract. Remove disturbed soil and replace with structural fill to meet existing grades. Provide Engineering Report that old basement and foundation backfill are suitable for constructing new buildings on conventional foundations using 3000 psf allowable bearing pressure.

2. Abandon, relocate or remove existing utilities that are not associated with the Building 165 and 166 demolition contract. Remove disturbed material and backfill with structural fill and certify with Engineering Report that backfill is suitable for constructing new facilities with 3,000 psf allowable bearing pressure.

3. Strip existing vegetation and topsoil from proposed columbaria and building footprints and from pavement areas.

4. Repair test pit excavations by removing disturbed soil at test pit locations, and backfill with compacted structural fill.

5. If necessary, lower grades further to 12 inches below bottom of the proposed floor slab in building area and to 5 ft beyond.

6. Proof-roll subgrade in columbaria, building and pavement areas in condition of low soil moisture, by making at least 4 overlapping passes of a self-propelled vibrating drum compactor having static weight of at least 10 tons. Proofrolling is to have the effects of compacting the subgrade and exposing unstable areas.

7. Repair unstable or un-compactable areas disclosed by proofrolling and as directed by the engineer’s representative, by undercutting unsuitable soil and replacing with well-compacted structural fill.

8. After subgrade approval by the Engineer’s representative, raise grades and compact structural fill and backfill in columbaria and building areas to at least 93 percent of the maximum modified Proctor density as determined by ASTM D1557 procedure. Place fill in lifts compatible with compaction equipment and testing laboratory capabilities.

9. Use structural fill within building and columbaria areas and to at least 5 ft beyond and within 24 inches of finished floor level consisting of moisture-insensitive granular soil conforming to the requirements of NYSDOT Standard Specification 733-04 Type 1, 3 or 4 and having less than 10 percent passing the No. 200 sieve. On site fill may be suitable for structural fill provided it can be compacted and protected from traffic.

B. Foundation Design and Construction

1. Construct foundations to bear on stable natural subgrade or stable structural fill placed and documented in advance or during site preparation work.

2. Proportion footings for maximum allowable net bearing stress of 3 ksf.

3. For buildings, use minimum column footing width of 36 inches; use minimum wall footing width of 24 inches (wall footing for columbaria is anticipated to be about 60 inches, for practical reasons).

4. Construct footings requiring protection from frost heave at least 48 inches below finished grade.

5. Construct footings on stable subgrade, free of loose or disturbed material, and after approval by the

Engineer’s representative.

6. If unsuitable subgrade is encountered at bearing level, undercut subgrade as directed by the Engineer’s representative and replace with lean concrete or structural fill.

7. For seismic design, use Site Class D in accordance with NYSBC Section 1613.

8. For foundation design, use angle of friction of native soils φ = 32°, and unit weight γ = 115 pcf.

C. Concrete Slab-on-Grade Floor

1. Construct concrete slab-on-grade floor on a subbase course consisting of at least 4 inches of crushed stone conforming to NYSDOT Standard Specification sand and gravel conforming to 733-04 Type 4.

Compact the subbase to at least 95 percent of the maximum modified Proctor density as determined by ASTM D1557 procedures.

2. Before placing subbase, proofroll subgrade by making at least 4 overlapping passes in each of 2 perpendicular directions using a smooth-drum, vibratory roller having static weight of at least 10 tons.

Cover subgrade with subbase without delay after approval of proofrolling by Engineer’s representative.

3. For floor subgrade that withstands proofrolling before placing subbase, use subgrade modulus of 100 pci for slab thickness design.

4. Furnish a vapor barrier beneath slabs in conditioned or moisture sensitive spaces, and especially if impermeable floor finishes are used. Vapor barrier is to conform to Stego 10 mil, or equivalent.

5. Construct exterior slabs at out-swinging doors over non-frost heave susceptible soil to depth of 4 ft, such as NYSDOT Standard Specification for No. 2 Crushed Stone surrounded in geotechnical filter fabric to prevent migration of fines into the stone.

D. Pavement Design and Construction

1. Before placing pavement subbase, proofroll subgrade in condition of low soil moisture by making at least 4 overlapping passes with a vibratory roller.

2. Repair unstable areas by over-excavating and replacing with stable structural fill.

3. After results of proofrolling are approved by engineer’s representative, place pavement subbase without delay.

4. Use pavement subbase consisting of NYSDOT Specification Item 733-04 Type 1, 3 or 4 and compacted to at least 95 percent relative compaction with respect to modified Proctor maximum density as determined by ASTM D 1557 procedures. Consideration should be given to use of RCA (recycled concrete aggregate) depending on its availability.

5. Design pavements based on subgrade CBR = 6, provided subgrade is stable during proofrolling and compacted at moisture content dryer than 1.5 percent wet of optimum and the following minimum thicknesses given in Table 1:

TABLE 1

Pavement Type Max. ESALs Top Course

Thickness (in) Binder Course Thickness (in)

Subbase Thickness (in)

Standard Duty 50,000 1.5 2.0 6 Heavy Duty 100,000 2.0 2.0 8

If the design ESALs exceed those shown in Table 1, these values will have to be re-evaluated and adjusted accordingly. All asphalt should conform to NYS DOT Standard Specifications.

6. For concrete pavements, use 5 inches of unreinforced concrete over 6 inches of well compacted subbase designed based on a subgrade modulus of 100 pci.

E. Special Inspections

In accordance with Chapter 17 of the New York State Building Code, these special Geotechnical Inspections should be provided:

1. Subgrade approval by Engineer’s representative for building area before placing structural fill, and for footing subgrade and floor subgrade.

2. Verification of structural fill and backfill materials and documentation of the degree of relative compaction.

Attachments:

Figure 1: Site Location Plan Figure 2: Exploration Plan Figure 3: Soil Profiles Figure 4: Soil Profiles Figure 5: Soil Profiles

Appendix A: CPT Data Appendix B: Test Boring Logs Appendix C: Evaluation of Soil Properties Using CPT Results

Figure 1: Site Location Plan

Project Site

Roy Wilkins Park

VA Dormitory

VA Laundry Facilities

N

Buildings 165 & 166

Appendix A CPT Results

PRESENTATION OF SITE INVESTIGATION RESULTS

VA Columbarium St. Albans, New York

Prepared for:

Stopen Engineering

ConeTec Job No: 17-53160

Project Start Date: 27-Nov-2017 Project End Date: 28-Nov-2017

Report Date: 1-Dec-2017

Prepared by:

ConeTec Inc.

436 Commerce Lane, Unit C West Berlin, NJ 08091

Tel: (856) 767-8600 Fax: (856) 767-4008

Toll Free: (800) 504-1116

Email: conetecNJ@conetec.com www.conetec.com www.conetecdataservices.com http://www.conetec.com/ http://www.conetecdataservices.com/

VA Columbarium, St. Albans, NY

Introduction

The enclosed report presents the results of a piezocone penetration testing (CPTu or CPT) and seismic piezocone penetration testing (SCPTu or SCPT) program carried out at the VA Columbarium site located in St. Albans, New York. The site investigation program was conducted by ConeTec Inc. (ConeTec), under contract to Stopen Engineering (Stopen) of Syracuse, New York.

A total of 24 cone penetration tests and 4 seismic cone penetration tests were completed at 22 locations (there were numerous shallow refusals that were offset and reattempted to be pushed to depth). The CPT and SCPT program was performed to evaluate the subsurface soil conditions. CPT and SCPT sounding locations were selected and numbered under supervision of Stopen personnel (Mr. Jason Thorpe).

Project Information

Project

Client Stopen Engineering

Project VA Columbarium, St. Albans, NY

ConeTec project number 17-53160

A map from CESIUM including the CPT test locations is presented below.

VA Columbarium, St. Albans, NY

Rig Description Deployment System Test Type

CPT Truck Rig 25 ton truck mounted (twin cylinders) CPT and SCPT

Coordinates

Test Type Collection Method EPSG Number

CPT and SCPT GPS (GlobalSat MR-350) 32618 (WGS 84 / UTM North)

Cone Penetration Test (CPT)

Depth reference Ground surface at the time of the investigation.

Tip and sleeve data offset 0.1 meter. This has been accounted for in the CPT data files.

Pore pressure dissipation (PPD) tests Twelve pore pressure dissipation tests were completed primarily to determine the phreatic surface.

Additional Comments Shear wave velocity tests were conducted at two meter depth intervals at four locations.

Cone Description Cone

Number

Cross

Sectional Area

(cm2)

Sleeve

Area

(cm2)

Tip

Capacity

(bar)

Sleeve

Capacity

(bar)

Pore

Pressure

Capacity

(psi)

508:T1500F15U500 508 15 225 1500 15 500

Limitations

This report has been prepared for the exclusive use of Stopen Engineering (Client) for the project titled “VA Columbarium, St. Albans, NY”. The report’s contents may not be relied upon by any other party without the express written permission of ConeTec. ConeTec has provided site investigation services, prepared the factual data reporting, and provided geotechnical parameter calculations consistent with current best practices. No other warranty, expressed or implied, is made.

The information presented in the report document and the accompanying data set pertain to the specific project, site conditions and objectives described to ConeTec by the Client. In order to properly understand the factual data, assumptions and calculations, reference must be made to the documents provided and their accompanying data sets, in their entirety.

CONE PENETRATION TEST

The cone penetration tests (CPTu) are conducted using an integrated electronic piezocone penetrometer and data acquisition system manufactured by Adara Systems Ltd. of Richmond, British Columbia, Canada.

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 a geophone sensor for recording seismic signals. All signals are amplified down hole within the cone body and the analog signals are sent to the surface 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 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 mm diameter over a length of 32 mm with tapered leading and trailing edges) located at a distance of 585 mm 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 6 mm 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 meet or exceed 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 conditioner and power supply interface box with a 16 bit (or greater) analog to digital (A/D) converter. 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 intervals are either

2.5 cm or 5.0 cm depending on project requirements; 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 CPT 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 either glycerin or 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 2 cm/s, within acceptable tolerances. Typically one meter length rods with an outer diameter of 1.5 inches 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 or glycerin under vacuum pressure prior to use

Recorded baselines are checked with an independent multi‐meter

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 (1990) and Robertson (2009). It should be noted that it is not always possible to accurately identify a soil 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 interpretation files were generated for each sounding based on published correlations and are provided in Excel format in the data release folder. Information regarding the interpretation methods used is included in an appendix.

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

References ASTM D5778‐12, 2012, "Standard Test Method for Performing Electronic Friction Cone and Piezocone Penetration Testing of Soils", ASTM, West Conshohocken, US.

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.

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., 1990, “Soil Classification Using the Cone Penetration Test”, Canadian Geotechnical Journal, Volume 27: 151‐158.

Robertson, P.K., 2009, “Interpretation of cone penetration tests – a unified approach”, Canadian Geotechnical Journal, Volume 46: 1337‐1355.

SEISMIC CONE PENETRATION TEST

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

ConeTec’s piezocone penetrometers are manufactured with a horizontally active geophone (28 hertz) that is rigidly mounted in the body of the cone penetrometer, 0.2 meters behind the cone tip.

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 maybe used for both shear waves and compression waves. The hammer and beam act as a contact trigger that triggers the recording of the seismic wave traces. For impulsive devices an accelerometer trigger may be used. The traces are recorded using an up‐hole integrated digital oscilloscope which is part of the SCPTu data acquisition system. 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.

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. Multiple wave traces are recorded for quality control 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.

The average shear wave velocity to a depth of 100 feet (30 meters) ( ̅ ) has been calculated and provided for all applicable soundings using the following equation presented in ASCE, 2010.

where: ̅ = average shear wave velocity ft/s (m/s)

= the thickness of any layer between 0 and 100 ft (30 m) = the shear wave velocity in ft/s (m/s) ∑ = 100 ft (30 m)

Average shear wave velocity, ̅ 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.

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.

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.

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 of 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.

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

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.

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): 551‐557.

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.

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

APPENDICES

The appendices listed below are included in the report:

Cone Penetration Test Summary and Standard Cone Penetration Test Plots

Seismic Cone Penetration Test Plots

Seismic Cone Penetration Test Tabular Results

Pore Pressure Dissipation Summary and Pore Pressure Dissipation Plots

Cone Penetration Test Summary and

Standard Cone Penetration Test Plots

Job No: 17-53160

Client: Stopen Engineering

Project: VA Columbarium, St. Albans, NY

Start Date: 27-Nov-2017

End Date: 28-Nov-2017

CONE PENETRATION TEST SUMMARY

Sounding ID File Name Date Cone

Assumed

Phreatic

Surface

(ft)

Final

Depth

(ft)

Shear Wave

Velocity

Tests

Northing

(m)

Easting

(m)

Refer to

Notation

Number

SCPT17-01 17-53160_SP01 27-Nov-2017 508:T1500F15U500 7.5 50.03 8 4504806 604001

CPT17-02 17-53160_CP02 27-Nov-2017 508:T1500F15U500 6.5 30.02 4504822 604014

CPT17-03 17-53160_CP03 27-Nov-2017 508:T1500F15U500 4.4 30.02 4504836 604027

CPT17-04 17-53160_CP04 27-Nov-2017 508:T1500F15U500 3.5 30.02 4504849 604055

CPT17-05 17-53160_CP05 27-Nov-2017 508:T1500F15U500 7.4 30.35 4504864 604075

CPT17-06 17-53160_CP06 27-Nov-2017 508:T1500F15U500 8.9 30.02 4504885 604103 3

CPT17-07 17-53160_CP07 27-Nov-2017 508:T1500F15U500 8.0 30.02 4504903 604108

SCPT17-08 17-53160_SP08 27-Nov-2017 508:T1500F15U500 3.94 4504885 604114 4

SCPT17-08A 17-53160_SP08A 27-Nov-2017 508:T1500F15U500 10.7 41.50 6 4504887 604114

CPT17-09 17-53160_CP09 27-Nov-2017 508:T1500F15U500 2.46 4504795 604010 4

CPT17-09A 17-53160_CP09A 27-Nov-2017 508:T1500F15U500 6.0 30.35 4504793 604010 3

CPT17-10 17-53160_CP10 27-Nov-2017 508:T1500F15U500 5.0 30.02 4504819 604047

CPT17-11 17-53160_CP11 27-Nov-2017 508:T1500F15U500 2.13 4504867 604128 4

CPT17-11A 17-53160_CP11A 27-Nov-2017 508:T1500F15U500 11.7 30.02 4504867 604130

CPT17-12 17-53160_CP12 27-Nov-2017 508:T1500F15U500 5.6 30.02 4504789 604039

CPT17-13 17-53160_CP13 28-Nov-2017 508:T1500F15U500 13.1 30.02 4504812 604076 3

SCPT17-14 17-53160_SP14 28-Nov-2017 508:T1500F15U500 12.2 30.02 5 4504825 604087

CPT17-15 17-53160_CP15 28-Nov-2017 508:T1500F15U500 13.9 30.02 4504839 604105 3

CPT17-16 17-53160_CP16 28-Nov-2017 508:T1500F15U500 11.9 30.02 4504857 604131

CPT17-17 17-53160_CP17 28-Nov-2017 508:T1500F15U500 4.92 4504780 604051 4

CPT17-17A 17-53160_CP17A 28-Nov-2017 508:T1500F15U500 5.6 7.22 4504777 604049 3

CPT17-17B 17-53160_CP17B 28-Nov-2017 508:T1500F15U500 5.6 7.05 4504779 604051 3

Sheet 1 of 2

Project: VA Columbarium, St. Albans, NY

Start Date: 27-Nov-2017

End Date: 28-Nov-2017

CONE PENETRATION TEST SUMMARY

Sounding ID File Name Date Cone

Assumed

Phreatic

Surface

(ft)

Final

Depth

(ft)

Shear Wave

Velocity

Tests

Northing

(m)

Easting

(m)

Refer to

Notation

Number

CPT17-18 17-53160_CP18 28-Nov-2017 508:T1500F15U500 9.68 4504803 604098 4

CPT17-18A 17-53160_CP18A 28-Nov-2017 508:T1500F15U500 9.68 4504805 604097 4

CPT17-19 17-53160_CP19 28-Nov-2017 508:T1500F15U500 9.6 17.06 4504820 604122 3

CPT17-20 17-53160_CP20 27-Nov-2017 508:T1500F15U500 11.3 30.02 4504839 604144 3

CPT17-21 17-53160_CP21 28-Nov-2017 508:T1500F15U500 15.4 30.02 4504766 604104 3

SCPT17-22 17-53160_SP22 28-Nov-2017 508:T1500F15U500 14.9 30.02 5 4504798 604143 3

Totals 28 soundings 666.65 24

1. Assumed phreatic surface depths were determined from the pore pressure data unless otherwise noted. Hydrostatic data were used for calculated parameters.

2. Coordinates are WGS 84 / UTM Zone 18 and were collected using a MR-350 GlobalSat GPS Receiver.

3. Assumed phreatic surface estimated from the dynamic pore pressure response.

4. No phreatic surface detected

Sheet 2 of 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.

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

0 250 500 qt (tsf)

D e p th fe e t)

0 1 2 3 fs (tsf)

0 5 10

Rf (%)

0 50 1000-30 u (ft)

0 6 12

SBT

Stopen Engineering Job No: 17-53160

Date: 2017-11-27 07:42

Site: VA Columbarium, St Albans, NY

Sounding: SCPT17-01

Cone: 508:T1500F15U500

Max Depth: 15.250 m / 50.03 ft Depth Inc: 0.050 m / 0.164 ft Avg Int: Every Point

File: 17-53160_SP01.COR SBT: Robertson and Campanella, 1986 Coords: UTM Zone 18 N: 4504806m E: 604001m

Sensitive Fines Sand Silty Sand/Sand

Sand Gravelly Sand

Sand

Silty Sand/Sand

Sand

Silty Sand/Sand

Sand

Silty Sand/Sand

Sand

Silty Sand/Sand

Silty Sand/Sand

Sand Silty Sand/Sand

Sand

Silty Sand/Sand Sand

Sand

Silty Sand/Sand Sand Silty Sand/Sand

Sand

Silty Sand/Sand

Sand

Silty Sand/Sand

Sand

Undefined

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.

0 250 500 qt (tsf)

D e p th fe e t)

0 1 2 3 fs (tsf)

0 5 10

Rf (%)

0 50 1000-30 u (ft)

0 6 12

SBT

Stopen Engineering Job No: 17-53160

Date: 2017-11-27 08:37

Site: VA Columbarium, St Albans, NY

Sounding: CPT17-02

Cone: 508:T1500F15U500

Max Depth: 9.150 m / 30.02 ft Depth Inc: 0.050 m / 0.164 ft Avg Int: Every Point

File: 17-53160_CP02.COR SBT: Robertson and Campanella, 1986 Coords: UTM Zone 18 N: 4504822m E: 604014m

Sensitive Fines Sandy Silt Sandy Silt Sandy Silt Silty Clay Sand

Sand

Silty Sand/Sand

Sand

Silty Sand/Sand

Sand

Silty Sand/Sand

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

0 250 500 qt (tsf)

D e p th fe e t)

0 1 2 3 fs (tsf)

0 5 10

Rf (%)

0 50 1000-30 u (ft)

0 6 12

SBT

Stopen Engineering Job No: 17-53160

Date: 2017-11-27 09:07

Site: VA Columbarium, St Albans, NY

Sounding: CPT17-03

Cone: 508:T1500F15U500

Max Depth: 9.150 m / 30.02 ft Depth Inc: 0.050 m / 0.164 ft Avg Int: Every Point

File: 17-53160_CP03.COR SBT: Robertson and Campanella, 1986 Coords: UTM Zone 18 N: 4504836m E: 604027m

Sensitive Fines Sandy Silt Sand

Sand

Silty Sand/Sand Sand

Silty Sand/Sand Sand Silty Sand/Sand

Sand

Silty Sand/Sand

Sand

Silty Sand/Sand

Sand

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

0 250 500 qt (tsf)

D e p th fe e t)

0 1 2 3 fs (tsf)

0 5 10

Rf (%)

0 50 1000-30 u (ft)

0 6 12

SBT

Stopen Engineering Job No: 17-53160

Date: 2017-11-27 09:48

Site: VA Columbarium, St Albans, NY

Sounding: CPT17-04

Cone: 508:T1500F15U500

Max Depth: 9.150 m / 30.02 ft Depth Inc: 0.050 m / 0.164 ft Avg Int: Every Point

File: 17-53160_CP04.COR SBT: Robertson and Campanella, 1986 Coords: UTM Zone 18 N: 4504849m E: 604055m

Sensitive Fines

Sandy Silt Sand

Silty Sand/Sand

Sand Silty Sand/Sand

Sand

Silty Sand/Sand

Sand

Silty Sand/Sand

Silty Sand/Sand

Sand

Silty Sand/Sand

Sand

Silty Sand/Sand

Sand

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

0 250 500 qt (tsf)

D e p th fe e t)

0 1 2 3 fs (tsf)

0 5 10

Rf (%)

0 50 1000-30 u (ft)

0 6 12

SBT

Stopen Engineering Job No: 17-53160

Date: 2017-11-27 10:17

Site: VA Columbarium, St Albans, NY

Sounding: CPT17-05

Cone: 508:T1500F15U500

Max Depth: 9.250 m / 30.35 ft Depth Inc: 0.050 m / 0.164 ft Avg Int: Every Point

File: 17-53160_CP05.COR SBT: Robertson and Campanella, 1986 Coords: UTM Zone 18 N: 4504864m E: 604075m

Sensitive Fines Clayey Silt Silty Sand/Sand Sand

Sand

Silty Sand/Sand

Sand

Silty Sand/Sand

Sand

Silty Sand/Sand

Sand

Silty Sand/Sand

Sand Silty Sand/Sand

Sand

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

0 250 500 qt (tsf)

D e p th fe e t)

0 1 2 3 fs (tsf)

0 5 10

Rf (%)

0 50 1000-30 u (ft)

0 6 12

SBT

Stopen Engineering Job No: 17-53160

Date: 2017-11-27 10:45

Site: VA Columbarium, St Albans, NY

Sounding: CPT17-06

Cone: 508:T1500F15U500

Max Depth: 9.150 m / 30.02 ft Depth Inc: 0.050 m / 0.164 ft Avg Int: Every Point

File: 17-53160_CP06.COR SBT: Robertson and Campanella, 1986 Coords: UTM Zone 18 N: 4504885m E: 604103m

Sensitive Fines Sandy Silt Silty Sand/Sand Sand Silty Sand/Sand Sandy Silt

Sand

Silty Sand/Sand

Sand

Silty Sand/Sand

Sand

Silty Sand/Sand

Sand

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

0 250 500 qt (tsf)

D e p th fe e t)

0 1 2 3 fs (tsf)

0 5 10

Rf (%)

0 50 1000-30 u (ft)

0 6 12

SBT

Stopen Engineering Job No: 17-53160

Date: 2017-11-27 11:12

Site: VA Columbarium, St Albans, NY

Sounding: CPT17-07

Cone: 508:T1500F15U500

Max Depth: 9.150 m / 30.02 ft Depth Inc: 0.050 m / 0.164 ft Avg Int: Every Point

File: 17-53160_CP07.COR SBT: Robertson and Campanella, 1986 Coords: UTM Zone 18 N: 4504903m E: 604108m

Sensitive Fines Silty Sand/Sand

Silty Sand/Sand

Sand Silty Sand/Sand

Sand

Silty Sand/Sand

Sand

Silty Sand/Sand

Sand

Silty Sand/Sand

Sand

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

0 250 500 qt (tsf)

D e p th fe e t)

0 1 2 3 fs (tsf)

0 5 10

Rf (%)

0 50 1000-30 u (ft)

0 6 12

SBT

Stopen Engineering Job No: 17-53160

Date: 2017-11-27 11:42

Site: VA Columbarium, St Albans, NY

Sounding: SCPT17-08

Cone: 508:T1500F15U500

Max Depth: 1.200 m / 3.94 ft Depth Inc: 0.050 m / 0.164 ft Avg Int: Every Point

File: 17-53160_SP08.COR SBT: Robertson and Campanella, 1986 Coords: UTM Zone 18 N: 4504885m E: 604114m

Sensitive Fines Silty Sand/Sand

Silty Sand/Sand Sandy Silt

Refusal Refusal Refusal Refusal

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

0 250 500 qt (tsf)

D e p th fe e t)

0 1 2 3 fs (tsf)

0 5 10

Rf (%)

0 50 1000-30 u (ft)

0 6 12

SBT

Stopen Engineering Job No: 17-53160

Date: 2017-11-27 11:56

Site: VA Columbarium, St Albans, NY

Sounding: SCPT17-08A

Cone: 508:T1500F15U500

Max Depth: 12.650 m / 41.50 ft Depth Inc: 0.050 m / 0.164 ft Avg Int: Every Point

File: 17-53160_SP08A.COR SBT: Robertson and Campanella, 1986 Coords: UTM Zone 18 N: 4504887m E: 604114m

Silt

Silty Sand/Sand

Sandy Silt

Sandy Silt

Silt Sandy Silt

Sand

Silty Sand/Sand

Silty Sand/Sand

Sand

Silty Sand/Sand Sand

Silty Sand/Sand

Sand

Silty Sand/Sand Silty Sand/Sand

Sand

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

0 250 500 qt (tsf)

D e p th fe e t)

0 1 2 3 fs (tsf)

0 5 10

Rf (%)

0 50 1000-30 u (ft)

0 6 12

SBT

Stopen Engineering Job No: 17-53160

Date: 2017-11-27 13:16

Site: VA Columbarium, St Albans, NY

Sounding: CPT17-09

Cone: 508:T1500F15U500

Max Depth: 0.750 m / 2.46 ft Depth Inc: 0.050 m / 0.164 ft Avg Int: Every Point

File: 17-53160_CP09.COR SBT: Robertson and Campanella, 1986 Coords: UTM Zone 18 N: 4504795m E: 604010m

Clay Sandy Silt Sand

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

0 250 500 qt (tsf)

D e p th fe e t)

0 1 2 3 fs (tsf)

0 5 10

Rf (%)

0 50 1000-30 u (ft)

0 6 12

SBT

Stopen Engineering Job No: 17-53160

Date: 2017-11-27 13:24

Site: VA Columbarium, St Albans, NY

Sounding: CPT17-09A

Cone: 508:T1500F15U500

Max Depth: 9.250 m / 30.35 ft Depth Inc: 0.050 m / 0.164 ft Avg Int: Every Point

File: 17-53160_CP09A.COR SBT: Robertson and Campanella, 1986 Coords: UTM Zone 18 N: 4504793m E: 604010m

Sensitive Fines Sandy Silt Sandy Silt Silty Sand/Sand Silty Sand/Sand Silty Sand/Sand Sand Gravelly Sand

Sand

Silty Sand/Sand Sand Silty Sand/Sand Silty Sand/Sand Silty Sand/Sand Silty Sand/Sand Sand Silty Sand/Sand

Silty Sand/Sand

Sand

Silty Sand/Sand

Sand

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

0 250 500 qt (tsf)

D e p th fe e t)

0 1 2 3 fs (tsf)

0 5 10

Rf (%)

0 50 1000-30 u (ft)

0 6 12

SBT

Stopen Engineering Job No: 17-53160

Date: 2017-11-27 12:43

Site: VA Columbarium, St Albans, NY

Sounding: CPT17-10

Cone: 508:T1500F15U500

Max Depth: 9.150 m / 30.02 ft Depth Inc: 0.050 m / 0.164 ft Avg Int: Every Point

File: 17-53160_CP10.COR SBT: Robertson and Campanella, 1986 Coords: UTM Zone 18 N: 4504819m E: 604047m

Clayey Silt Sandy Silt Sandy Silt

Sand

Silty Sand/Sand

Silty Sand/Sand

Sand Sand

Silty Sand/Sand

Sand

Sand

Silty Sand/Sand

Sand

Silty Sand/Sand Sand

Sand

Silty Sand/Sand

Sand

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

0 250 500 qt (tsf)

D e p th fe e t)

0 1 2 3 fs (tsf)

0 5 10

Rf (%)

0 50 1000-30 u (ft)

0 6 12

SBT

Stopen Engineering Job No: 17-53160

Date: 2017-11-27 14:21

Site: VA Columbarium, St Albans, NY

Sounding: CPT17-11

Cone: 508:T1500F15U500

Max Depth: 0.650 m / 2.13 ft Depth Inc: 0.050 m / 0.164 ft Avg Int: Every Point

File: 17-53160_CP11.COR SBT: Robertson and Campanella, 1986 Coords: UTM Zone 18 N: 4504867m E: 604128m

Sensitive Fines…