Project

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tbpq=o^fi=v^oa=

mi^qcloj=

MANHATTAN NEW YORK

Drawing Title

wlkb=O=

pfqbJpmb`fcf`=abpfdk=

obpmlkpb=pmb`qo^=

HUDSON YARDS

0.000.050.100.150.200.250.300.350.400.450.50

0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 

Spectral Acceleration (g)

Period T (sec)

Zone 2 - Ground Surface Design Acceleration Response Spectra (x=5%

Recommended Smooth 

Site-SpecificAverage 1D- SHAKE Column 1 (41ft depth to rock)(33 time series - 11 time series times 3 different Vs profiles -best estimate, +20%, -20%)

80% NYClass E 

NYCBC2014Class E Spectrum

Site-Specific Average 1D- SHAKE Column 2 (30ft depth to rock) (33 time series - 11 time series times 3 different Vs profiles - best estimate, +20%, -20%)

NYSBC 2015Class E Spectrum

Notes:1. The layer thicknesses was taken from borings of borings G-66 and G-62. The depth to rock for taken from boring CPTfor column 2)3. We used an average distinct soil layer in eacVs for column 1 and cobased on SCPT-65 and S

80% NYSBC2015Class E Spectrum
Project

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tbpq=o^fi=v^oa=

mi^qcloj=

MANHATTAN NEW YORK

Drawing Title

wlkb=O

ob`ljjbkaba=

pfqbJpmb`fcf`=abpfdk=

obpmlkpb=pmb`qorj=

HUDSON YARDS

0.000.050.100.150.200.250.300.350.400.450.50

0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6 

Spectral Acceleration (g)

Period T (sec)

Zone 2 - Recommended Surface Design Acceleration Response Spectrum (x

SDS = 0.359 g

SD1 = 0.136 g

T (sec) 

0.000 0.075 0.374 0.500 

T>0.5 
HUDSON YARDS

HYW-PL-KPF-RPT-A-20170501 SITE-SPECIFIC SEISMIC STUDY

MAY 1, 2017

APPENDIX C

ZONE 3 SITE-SPECIFIC SEISMIC STUDY
HUDSON YARDS 

HYW-PL-LAN-RPT-A-20170501 SITE-SPECIFIC SEISMIC STUDY P A G E | C-1

MAY 1, 2017

We performed a site-specific seismic analysis for Zone 3 of the platform. The key assumptions and 

results are summarized below. 

1 Subsurface Conditions 

The subsurface conditions at Zone 3 consist of fill, underlain by clay, silt, glacial till, decomposed rock and 

finally bedrock. The depth to bedrock varies from 80 to 115 feet increasing east to west. We selected two 

soil columns (C1 and C2) to represent differing soil conditions and the variation in depth to bedrock of the 

zone. The soil layer thicknesses and shear wave velocities used for each column are listed in Table C-1. 

The shear wave velocity of the rock is estimated to be about 9,000 feet per second (fps), based on crosshole seismic testing and borehole suspension logging from nearby sites in the same rock formation. 

Table C-1 – Summary of Assumed Soil Layer Thickness and Shear Wave Velocities 

Column 1(C1) - Representative of west side of the zone

Based on G-47 and SCPT-70 

Layer Average layer 

thickness (feet) 

Range of 

measured/assumed 

shear wave velocities 

(fps) 

Shear wave velocity 

used in model 

(fps) 

Fill 22 360 to 950 670 

Clay 52 380 to 570 500 

Clay/Silt 36 550 to 740 640 

Glacial Till 5 1,100 to 1,310 1,200 

Bedrock N/A 9,000 9,000 

Column 2(C2) - Representative of the east side of the zone

Based on G-48 and SCPT-41 

Layer Average layer 

thickness (feet) 

Range of 

measured/assumed 

shear wave velocities 

(fps) 

Shear wave velocity 

used in model 

(fps) 

Fill 17 590 to 830 710 

Organic Clay 10 380 to 580 510 

Clay/Silt 50 310 to 660 510 

Glacier Till/ 

Decomposed Rock 6 1,100 to 1,310 1,200 

Bedrock N/A 9,000 9,000 

2 Site Class 

We calculated weighted-average shear-wave velocities (V between about 550 and 590 fps. The site 

was preliminarily classified as Site Class E, as per 1613.5.2 of 2014 NYCBC, without consideration of soil 

liquefaction. The site was re-classified as Site Class F because of its potential for liquefaction using 

simplified methods, as described below. 

3 Soil Liquefaction 

We evaluated the soil liquefaction potential using the peak ground accelerations (PGA) adjusted for site 

class effects per Table 1813.2.1 of 2014 NYCBC. Figure C-1 shows a plot of the factor of safety with 
HUDSON YARDS 

HYW-PL-LAN-RPT-A-20170501 SITE-SPECIFIC SEISMIC STUDY P A G E | C-2

MAY 1, 2017

depth using standard penetration test (SPT) and cone penetration test (CPT) results according to the 

Youd et al. (2001) procedures with the following parameters: 

• An earthquake magnitude of 5.75 earthquake event, which is more conservative than the 

estimated mean deaggregation magnitude, but consistent with older studies (2008 USGS Seismic 

Hazard Maps and the 2016 NYCDOT Report); 

• A PGA of 0.33 g. (In accordance with ASCE 7-10 section 21.5.3, the PGA was taken as the 

higher value determined from: 1) 80 percent of PGA for Site Class E (i.e. 0.8 * 0.33g); and 2) the 

site-specific PGA (0.12 g) determined from total-stress analyses.); 

• A magnitude scaling factor (MSF) of 2.2, as per the Youd et al. 2001 recommendations. 

The Youd et al. (2001) liquefaction analysis indicated liquefaction potential around 10 feet and 80 feet 

below ground surface. We then performed DMOD2000 effective-stress nonlinear analyses and estimated 

maximum excess pore water pressure ratios are zero along the depth of the soil columns. The excess 

pore water pressure ratios estimated from DMOD2000 analyses are presented on Figure C-2. Based on 

our effective-stress analyses, there is enough margins towards liquefaction. Site Class remains as E.

We estimated about 0.1 to 0.2 inches of seismic-induced settlement for free-field conditions after the

MCER-level event. 

4 Design Acceleration Response Spectrum 

The design spectrum recommendations based on the SHAKE2000 total-stress analyses are listed in 

Table C-2. The plot of the SHAKE2000 design spectra, and 80 percent of the Site Class E design 

spectrum (minimum allowed per the 2014 NYCBC) are presented on Figure C-3. The red triangles show 

our recommended design acceleration-response spectrum, which follows the 80% Site Class E line. 

Table C-2 – Recommended Design Smooth Site-Specific spectrum, SA(g) for 5 percent damping 

Period T 

(seconds) 

Recommended 

Design 

Acceleration (g) 

0.00 0.136 

0.075 0.359 

0.384 0.359 

0.500 0.273 

T>0.5 0.136/T 

The recommended design spectrum satisfies the 2014 NYCBC, 2015 NYSBC and ASCE 7-10 

requirements. A plot of the recommended design response spectrum containing a table with the spectral 

ordinates is presented on Figure C-4. The short-period and 1 second period design accelerations 

obtained from the recommended design spectrum are as follows: 

• SDS = 0.359 g at a period of 0.2 seconds 

• SD1 = 0.136 g at a period of 1.0 second 

5 Seismic Design Category 

For Risk Category I, II and III, the recommended design spectral accelerations obtained from our sitespecific analysis result in a Seismic Design Category, regardless of the structure’s fundamental period of 

vibration. The results of the site-specific seismic study are listed in Table C-3: 
HUDSON YARDS 

HYW-PL-LAN-RPT-A-20170501 SITE-SPECIFIC SEISMIC STUDY P A G E | C-3

MAY 1, 2017

Table C-3 – Recommended Seismic Design Parameters – Site-Specific Seismic Study 

Design Parameter Design Value 

Site Class E 

Spectral Acceleration at short periods, SDS 0.359 g 

Spectral Acceleration at 1-sec period, SD1 0.136 g 

Site-Specific MCER-level PGA 0.09 g 

Risk Category I, II and III 

Seismic Design Category, SDC C 
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MANHATTAN NEW YORK

wlkb=P=

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^ppbppjbkq====

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Project Drawing Title Project No. Drawing No.

Date

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Drawn By

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Sheet 1 of 4 

170444101 

4/29/2017 

NTS 

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4/29/2017 

`JN=

HUDSON YARDS

 

0

10

20

30

40

50

60

70

80

90

100

0 1 2

Depth (ft)

Factor of Safety

G47

G48

Zone 3  Factor of Safety against Liquefaction 

Simplified Procedure  Youd et al 2001

Minimum 

Recommended Factor 

of Safety 1.0

PGA=0.33 g

M=5.75

MSF=2.2
WARNING: IT IS A VIOLATION THE NYS EDUCATION 

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ACTING UNER THE DIRECTION OF A LICENSED 

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wlkb=P=====

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Project Drawing Title Project No. Drawing No.

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Drawn By

Submission Date

Sheet 2 of 4 

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4/29/2017 

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LY 

4/29/2017 

`JO=

HUDSON YARDS

0

10

20

30

40

50

0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100%

Depth (ft)

EPWPR (%)

DMODC2CHY033N

DMODC1CHY033N

Zone 3  Estimated Excess Pore Water Pressure Ratio
Project

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tbpq=o^fi=v^oa=

mi^qcloj=

MANHATTAN NEW YORK

Drawing Title

wlkb=P=

pfqbJpmb`fcf`=abpfdk=

obpmlkpb=pmb`qo^=

HUDSON YARDS

0.000.050.100.150.200.250.300.350.400.450.50

0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 

Spectral Acceleration (g)

Period T (sec)

Zone 3 - Ground Surface Design Acceleration Response Spectra (x=5%

Recommended Smooth 

Site-SpecificAverage 1D- SHAKE Column 2 (80ft depth to rock)(33 time series - 11 time series times 3 different Vs profiles - best estimate, +20%, -20%)

8C

NYCBC2014Class E Spectrum

Site-Specific Average 1D- SHAKE Column 1 (115ft depth to rock)(33 time series - 11 time series times 3 different Vs profiles - best estimate, +20%, -20%)

NYSBC 2015Class E Spectrum

Notes:1. The layer thicknesses was taken from borings 48 for Column 2)2. The depth to rock for taken from boring G-47 column 2)3. We used an average Vdistinct soil layer in eacVs for column 1 and cobased on SCPT-41 and S

80% NYSBC 2015Class E Spectrum
Project

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tbpq=o^fi=v^oa=

mi^qcloj=

MANHATTAN NEW YORK

Drawing Title

wlkb=P

ob`ljjbkaba=

pfqbJpmb`fcf`=abpfdk=

obpmlkpb=pmb`qorj=

HUDSON YARDS

0.000.050.100.150.200.250.300.350.400.450.50

0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6 

Spectral Acceleration (g)

Period T (sec)

Zone 3 - Recommended Surface Design Acceleration Response Spectrum (x=

SDS = 0.359 g

SD1 = 0.136 g

T (sec) 

0.000 0.075 0.384 0.500 

T>0.5 
HUDSON YARDS

HYW-PL-KPF-RPT-A-20170501 SITE-SPECIFIC SEISMIC STUDY

MAY 1, 2017

APPENDIX D

ZONE 4 SITE-SPECIFIC SEISMIC STUDY
HUDSON YARDS 

HYW-PL-LAN-RPT-A-20170501 SITE-SPECIFIC SEISMIC STUDY P A G E | D-1

MAY 1, 2017

We performed a site-specific seismic analysis for Zone 4 of the platform. The key assumptions and 

results are summarized below. 

1 Subsurface Conditions 

The subsurface conditions at Zone 4 consist of fill, underlain by clay, silt, glacial till, and finally bedrock. 

The depth to bedrock varies from 60 to 87 feet, increasing east to west. We selected two soil columns

(C1 and C2) to represent differing soil conditions and the variation in depth to bedrock of the zone. The 

soil layer thicknesses and shear wave velocities used for each column are listed in Table D-1. 

The shear wave velocity of the rock is estimated to be about 9,000 feet per second (fps), based on crosshole seismic testing and borehole suspension logging from nearby sites in the same rock formation. 

Table D-1 – Summary of Assumed Soil Layer Thickness and Shear Wave Velocities 

Column 1(C1) - Representative of west side of the zone

Based on G-35 and SCPT-42 

Layer Average layer 

thickness (feet) 

Range of 

measured/assumed 

shear wave velocities 

(fps) 

Shear wave velocity 

used in model 

(fps) 

Fill 41 440 to 670 580 

Clay/Silt 32 470 to 600 540 

Glacial Till 2 1,200 1,200 

Bedrock 2 9,000 9,000 

Column 2(C2) - Representative of the east side of the zone

Based on G-35 and SCPT-43 

Layer Average layer 

thickness (feet) 

Range of 

measured/assumed 

shear wave velocities 

(fps) 

Shear wave velocity 

used in model 

(fps) 

Fill 41 450 to 900 640 

Clay/Silt 32 550 to 600 570 

Glacial Till 6 1,200 1,200 

Bedrock N/A 9,000 9,000 

2 Site Class 

We calculated weighted-average shear-wave velocities (V between about 550 and 640 fps with an 

average of 590 fps. The site was preliminarily classified as Site Class E, as per 1613.5.2 of 2014 

NYCBC, without consideration of soil liquefaction. The site was re-classified as Site Class F because of 

its potential for liquefaction using simplified methods, as described below. 

3 Soil Liquefaction 

Figure D-1 shows a plot of the factor of safety with depth using standard penetration test (SPT) and cone 

penetration test (CPT) results according to the Youd et al. (2001) procedure with the following 

parameters: 
HUDSON YARDS 

HYW-PL-LAN-RPT-A-20170501 SITE-SPECIFIC SEISMIC STUDY P A G E | D-2

MAY 1, 2017

• An earthquake magnitude of 5.75 earthquake event, which is more conservative than the 

estimated mean deaggregation magnitude, but consistent with older studies (2008 USGS Seismic 

Hazard Maps and the 2016 NYCDOT Report); 

• A PGA of 0.264 g. (In accordance with ASCE 7-10 section 21.5.3, the PGA was taken as the 

higher value determined from: 1) 80 percent of PGA for Site Class E (i.e. 0.8 * 0.33g); and 2) the 

site-specific PGA (0.107 g) determined from total-stress analyses.); 

• A magnitude scaling factor (MSF) of 2.2, as per the Youd et al. 2001 recommendations. 

The Youd et al. (2001) liquefaction analysis indicated potential liquefaction at depths between 8 and 18 

feet. We then performed DMOD2000 effective-stress nonlinear analyses and estimated maximum excess 

pore water pressure ratios as high as 50 percent at depths around 30 feet, corresponding to partial 

liquefaction (partial soil strength loss). Partial liquefaction should be considered in the analysis of lateral 

pile capacity, using the estimated excess pore water pressure ratios to reduce the soil strength. The

excess pore water pressure ratios estimated from DMOD2000 analyses are presented in Figure D-2 and 

listed in Table D-2. 

Table D-2 – Summary of Estimated Excess Pore Water Pressure Ratios 

Depth (ft) EPWP ratios Recommended 

Design EPWPR 

6 to 20 0% to 30% 30% 

20 to 41 0% to 50% 50% 

below 41 0% 0% 

We estimated about 0.1 to 0.3 inches of seismic-induced settlement for free-field conditions after the

MCER-level event. 

4 Design Acceleration Response Spectrum 

The design spectrum recommendations based on the SHAKE2000 total-stress analyses are listed in 

Table D-3. The plot of the SHAKE2000 design spectra, and 80 percent of the Site Class E design 

spectrum (minimum allowed per ASCE 7-10) are presented in Figure D-3. The red triangles show our 

recommended design acceleration-response spectrum, which follows the 80% Site Class E line. 

Table D-3 – Recommended Design Smooth Site-Specific spectrum, SA(g) for 5 percent damping 

Period T 

(seconds) 

Recommended 

Design 

Acceleration (g) 

0.00 0.136 

0.075 0.359 

0.384 0.359 

0.500 0.273 

T>0.5 0.136/T 

The recommended design spectrum satisfies the 2014 NYCBC, 2015 NYSBC and ASCE 7-10 

requirements. A plot of the recommended design response spectrum containing a table with the spectral

ordinates is presented in Figure D-4. The short-period and 1 second period design accelerations 

obtained from the recommended design spectrum are as follows: 

• SDS = 0.359 g at a period of 0.2 seconds 

• SD1 = 0.136 g at a period of 1.0 second 
HUDSON YARDS 

HYW-PL-LAN-RPT-A-20170501 SITE-SPECIFIC SEISMIC STUDY P A G E | D-3

MAY 1, 2017

5 Seismic Design Category 

For Risk Category I, II and III, the recommended design spectral accelerations obtained from our sitespecific analysis result in a Seismic Design Category C, regardless of the structure’s fundamental period 

of vibration. The results of the site-specific seismic study are listed in Table D-4 below. 

Table D-4 – Recommended Seismic Design Parameters – Site-Specific Seismic Study 

Design Parameter Design Value 

Site Class E 

Spectral Acceleration at short periods, SDS 0.359 g 

Spectral Acceleration at 1-sec period, SD1 0.136 g 

Site-Specific MCER-level PGA 0.107 g 

Risk Category I, II and III 

Seismic Design Category, SDC C 
WARNING: IT IS A VIOLATION THE NYS EDUCATION 

LAW ARTICLE 145 FOR ANY PERSON, UNLESS HE IS 

ACTING UNER THE DIRECTION OF A LICENSED 

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ANY WAY.

tbpq=o^fi=v^oa

mi^qcloj=

MANHATTAN NEW YORK

wlkb=Q=

ifnrbc^`qflk=

^ppbppjbkq====

Evlra=bq=^iF=

Project Drawing Title Project No. Drawing No.

Date

Scale

Drawn By

Submission Date

Sheet 1 of 4 

170444101 

4/29/2017 

NTS 

LY 

4/29/2017 

aJN=

HUDSON YARDS

 

0

10

20

30

40

50

0 1 2

Depth (ft)

Factor of Safety

G35

CPT36

Zone 4  Factor of Safety against Liquefaction 

Simplified Procedure  Youd et al 2001

Minimum 

Recommended Factor 

of Safety 1.0

PGA=0.264 g

M=5.75

MSF=2.2
WARNING: IT IS A VIOLATION THE NYS EDUCATION 

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Project Drawing Title Project No. Drawing No.

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Sheet 2 of 4 

170444101 

4/29/2017 

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aJO=

HUDSON YARDS

0

10

20

30

40

50

0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100%

Depth (ft)

EPWPR (%)

DMODC1CHY033N

DMODC2CHY033N

DMODC2CHY094N

Zone 4Estimated Excess Pore Water Pressure Ratio
Project

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tbpq=o^fi=v^oa=

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MANHATTAN NEW YORK

Drawing Title

wlkb=Q=

pfqbJpmb`fcf`=abpfdk=

obpmlkpb=pmb`qo^=

HUDSON YARDS

0.000.050.100.150.200.250.300.350.400.450.50

0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 

Spectral Acceleration (g)

Period T (sec)

Zone 4 - Ground Surface Design Acceleration Response Spectra (x=5%)

Recommended Smooth De

Site-SpecificAverage 1D- SHAKE Column 2 (60ft depth to rock)(33 time series - 11 time series times 3 different Vs profiles - best estimate, +20%, -20%)

80Cla

NYCBC2014Class E Spectrum

Site-Specific Average 1D- SHAKE Column 1 (75ft depth to rock)(33 time series - 11 time series times 3 different Vs profiles - best estimate, +20%, -20%)

NYSBC 2015Class E Spectrum

Notes:1. The layer thicknesses for column 2 were taken from b2. The depth to rock for colutaken from boring SCPT-42 43 for column 2)3. We used an average Vs fosoil layer in each column. Tcolumn 1 and column 2 werSCPT-42 and SCPT-43

80% NYSBC 2015Class E Spectrum
Project

WARNING: IT IS A VIOLATION THE NYS EDUCATION LAW ARTICLE 145 FOR ANY PERSON, UNLESS HE IS ACTING UNER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS ITEM IN ANY WAY.

tbpq=o^fi=v^oa=

mi^qcloj=

MANHATTAN NEW YORK

Drawing Title

wlkb=Q

ob`ljjbkaba=

pfqbJpmb`fcf`=abpfdk=

obpmlkpb=pmb`qorj=

HUDSON YARDS

0.000.050.100.150.200.250.300.350.400.450.50

0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6 

Spectral Acceleration (g)

Period T (sec)

Zone 4 - Recommended Surface Design Acceleration Response Spectrum 

SDS = 0.359 g

SD1 = 0.136 g

T (sec) 

0.000 0.075 0.384 0.500 

T>0.5 
HUDSON YARDS

HYW-PL-KPF-RPT-A-20170501 SITE-SPECIFIC SEISMIC STUDY

MAY 1, 2017

APPENDIX E

ZONE 5 SITE-SPECIFIC SEISMIC STUDY
HUDSON YARDS 

HYW-PL-LAN-RPT-A-20170501 SITE-SPECIFIC SEISMIC STUDY P A G E | E-1

MAY 1, 2017

We performed a site-specific seismic analysis for Zone 5 of the platform. The key assumptions and 

results are summarized below. 

1 Subsurface Conditions 

The subsurface conditions at Zone 5 consist of fill, underlain by clay, silty sand, glacial till, and finally 

bedrock. The depth to bedrock varies from 33 to 54 feet, increasing east to west. We selected two soil 

columns (C1 and C2) to represent differing soil conditions and the variation in depth to bedrock of the 

zone. The soil layer thicknesses and shear wave velocities used for each column are listed in Table E-1. 

The shear wave velocity of the rock is estimated to be about 9,000 feet per second (fps), based on crosshole seismic testing and borehole suspension logging from nearby sites in the same rock formation. 

Table E-1 – Summary of Assumed Soil Layer Thickness and Shear Wave Velocities 

Column 1(C1) - Representative of west side of the zone

Based on G-30, G-37, G-49 and SCPT-44 

Layer Average layer 

thickness (feet) 

Range of 

measured/assumed 

shear wave velocities 

(fps) 

Shear wave velocity 

used in model 

(fps) 

Fill 26 530 to 780 650 

Clay 25 430 to 590 510 

Glacial Till 2 1,200 1,200 

Bedrock N/A 9,000 9,000 

Column 2(C2) - Representative of the east side of the zone

Based on G-31, G-50, CPT-38 and SCPT-45 

Layer Average layer 

thickness (feet) 

Range of 

measured/assumed 

shear wave velocities 

(fps) 

Shear wave velocity 

used in model 

(fps) 

Fill 16 450 to 500 470 

Clay/Silt 16 330 to 620 430 

Silty Sand 4 330 to 620 430 

Bedrock N/A 9,000 9,000 

2 Site Class 

We calculated weighted-average shear-wave velocities (V between about 450 and 610 fps, with an 

average of 530 fps. The site was preliminarily classified as Site Class E, as per 1613.5.2 of 2014 

NYCBC, without consideration of soil liquefaction. The site was re classified as Site Class F because of 

its potential for liquefaction using simplified methods, as described below. 

3 Soil Liquefaction 

Figure E-1 shows a plot of the factor of safety with depth using standard penetration test (SPT) and cone 

penetration test (CPT) results according to the Youd et al. (2001) procedures with the following 

parameters: 
HUDSON YARDS 

HYW-PL-LAN-RPT-A-20170501 SITE-SPECIFIC SEISMIC STUDY P A G E | E-2

MAY 1, 2017

• An earthquake magnitude of 5.75 earthquake event, which is more conservative than the 

estimated mean deaggregation magnitude, but consistent with older studies (2008 USGS Seismic 

Hazard Maps and the 2016 NYCDOT Report); 

• A PGA of 0.264 g. (In accordance with ASCE 7-10 section 21.5.3, the PGA was taken as the 

higher value determined from: 1) 80 percent of PGA for Site Class E (i.e. 0.8 * 0.33g); and 2) the 

site-specific PGA (0.12 g) determined from total-stress analyses.); 

• A magnitude scaling factor (MSF) of 2.2, as per the Youd et al. 2001 recommendations. 

The Youd et al. (2001) liquefaction analysis indicated potential liquefaction at depths between 10 and 35 

feet. We then performed DMOD2000 effective-stress nonlinear analyses and estimated maximum excess 

pore water pressure ratios as high as 45 percent at depths around 15 feet, corresponding to partial 

liquefaction (partial soil strength loss). Partial liquefaction should be considered in the analysis of lateral 

pile capacity, using the estimated excess pore water pressure ratios to reduce the soil strength. The

excess pore water pressure ratios estimated from DMOD2000 analyses are presented in Figure E-2 and 

listed in Table E-2. 

Table E-2 – Summary of Estimated Excess Pore Water Pressure Ratios 

Depth (ft) EPWP ratios Recommended 

Design EPWPR 

6 to 10 0% to 20% 20% 

10 to 20 0% to 45% 45% 

below 20 0% to 10% 0% 

We estimated about 0.1 to 0.3 inches of seismic-induced settlement for free-field conditions after the

MCER-level event. 

4 Design Acceleration Response Spectrum 

The design spectrum recommendations based on the SHAKE2000 total-stress analyses are listed in 

Table E-3. The plot of the SHAKE2000 design spectra, and 80 percent of the Site Class E design 

spectrum (minimum allowed per the 2014 ASCE 7-10) are presented in Figure E-3. The red triangles 

show our recommended design acceleration-response spectrum, which follows the 80% Site Class E line. 

Table E-3 – Recommended Design Smooth Site-Specific spectrum, SA(g) for 5 percent damping 

Period T 

(seconds) 

Recommended 

Design 

Acceleration (g) 

0.00 0.136 

0.075 0.359 

0.384 0.359 

0.500 0.273 

T>0.5 0.136/T 

The recommended design spectrum satisfies the 2014 NYCBC, 2015 NYSBC and ASCE 7-10 

requirements. A plot of the recommended design response spectrum containing a table with the spectral

ordinates is presented on Figure E-4. The short-period and 1-second-period design accelerations 

obtained from the recommended design spectrum are as follows: 

• SDS = 0.359 g at a period of 0.2 seconds 

• SD1 = 0.136 g at a period of 1.0 second 
HUDSON YARDS 

HYW-PL-LAN-RPT-A-20170501 SITE-SPECIFIC SEISMIC STUDY P A G E | E-3

MAY 1, 2017

5 Seismic Design Category 

For Risk Category I, II and III, the recommended design spectral accelerations obtained from our sitespecific analysis result in a Seismic Design Category C, regardless of the structure’s fundamental period 

of vibration. The results of the site-specific seismic study are listed in Table E-4. 

Table E-4 – Recommended Seismic Design Parameters – Site-Specific Seismic Study 

Design Parameter Design Value 

Site Class E 

Spectral Acceleration at short periods, SDS 0.359 g 

Spectral Acceleration at 1-sec period, SD1 0.136 g 

Site-Specific MCER-level PGA 0.12 g 

Risk Category I, II and III 

Seismic Design Category, SDC C 
WARNING: IT IS A VIOLATION THE NYS EDUCATION 

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ACTING UNER THE DIRECTION OF A LICENSED 

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ANY WAY.

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G30

G31

G37

G49

G50

CPT38

Zone 5  Factor of Safety against Liquefaction 

Simplified Procedure  Youd et al 2001

Minimum 

Recommended Factor 

of Safety 1.0

PGA=0.264 g

M=5.75

MSF=2.2
WARNING: IT IS A VIOLATION THE NYS EDUCATION 

LAW ARTICLE 145 FOR ANY PERSON, UNLESS HE IS 

ACTING UNER THE DIRECTION OF A LICENSED 

PROFESSIONAL ENGINEER, TO ALTER THIS ITEM IN 

ANY WAY.

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Depth (ft)

EPWPR (%)

DMODC1CHY033N

DMODC2CHY033N

DMODC2CHY094N

Zone 5  Estimated Excess Pore Water Pressure Ratio
Project

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0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 

Spectral Acceleration (g)

Period T (sec)

Zone 5 - Ground Surface Design Acceleration Response Spectra (x=5%

Recommended Smooth 

Site-SpecificAverage 1D- SHAKE Column 2 (36ft depth to rock)(33 time series - 11 time series times 3 different Vs profiles - best estimate, +20%, -20%)

NYCBC2014Class E Spectrum

Site-Specific Average 1DSHAKE Column 1 (53ft depth to rock)(33 time series - 11 time series times 3 different Vs profiles - best estimate, +20%, -20%)

NYSBC 2015Class E Spectrum

Notes:1. The layer thicknesses fotaken from borings G-30, G31, G-50 and CPT-38 for co2. The depth to rock for cofrom boring G-30, G-37 anand CPT-38 for column 2)3. We used an average Vs soil layer in each column. 1 and column 2 were baseSCPT-45

80% NYSBC 2015Class E Spectrum
Project

WARNING: IT IS A VIOLATION THE NYS EDUCATION LAW ARTICLE 145 FOR ANY PERSON, UNLESS HE IS ACTING UNER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS ITEM IN ANY WAY.

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Drawing Title

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0.000.050.100.150.200.250.300.350.400.450.50

0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6 

Spectral Acceleration (g)

Period T (sec)

Zone 5 - Recommended Surface Design Acceleration Response Spectrum (x

SDS = 0.359 g

SD1 = 0.136 g

T (sec) 

0.000 0.075 0.384 0.500 

T>0.5 
HUDSON YARDS

HYW-PL-KPF-RPT-A-20170501 SITE-SPECIFIC SEISMIC STUDY

MAY 1, 2017

APPENDIX F

ZONE 6 SITE-SPECIFIC SEISMIC STUDY
HUDSON YARDS 

HYW-PL-LAN-RPT-A-20170501 SITE-SPECIFIC SEISMIC STUDY P A G E | F-1

MAY 1, 2017

We performed a site-specific seismic analysis for Zone 6 of the platform. The key assumptions and 

results are summarized below. 

1 Subsurface Conditions 

The subsurface conditions at Zone 6 consist of fill, underlain by clay, glacial till, and finally bedrock. The 

depth to bedrock varies from 26 to 34 feet east to west. We selected two soil columns (C1 and C2) to 

represent differing soil conditions and the variation in depth to bedrock of the zone. The soil layer

thicknesses and shear wave velocities used for each column are listed in Table F-1. 

The shear wave velocity of the rock is estimated to be about 9,000 feet per second (fps), based on crosshole seismic testing and borehole suspension logging from nearby sites in the same rock formation. 

Table F-1 – Summary of Assumed Soil Layer Thickness and Shear Wave Velocities 

Column 1(C1) - Representative of west side of the zone

Based on G-39, G-51 and SCPT-46 

Layer Average layer 

thickness (feet) 

Range of 

measured/assumed 

shear wave velocities 

(fps) 

Shear wave velocity 

used in model 

(fps) 

Fill 26 440 to 490 440 

Clay/Silt 25 440 to 490 470 

Glacial Till 2 1,470 1,470 

Bedrock N/A 9,000 9,000 

Column 2(C2) - Representative of the east side of the zone

Based on G-52 and SCPT-46 

Layer Average layer 

thickness (feet) 

Range of 

measured/assumed 

shear wave velocities 

(fps) 

Shear wave velocity 

used in model 

(fps) 

Fill 16 440 to 490 440 

Clay 16 440 to 490 470 

Glacial Till 4 1,470 1,470 

Bedrock N/A 9,000 9,000 

2 Site Class 

We calculated weighted-average shear-wave velocities (V about 490 fps. The site was preliminarily 

classified as Site Class E, as per 1613.5.2 of 2014 NYCBC, without consideration of soil liquefaction. 

The site was re-classified as Site class F because of its potential for liquefaction using simplified methods, 

as described below. 

3 Soil Liquefaction 

Figure F-1 shows a plot of the factor of safety with depth using standard penetration test (SPT) and cone 

penetration test (CPT) results according to the Youd et al. (2001) procedure with the following 

parameters: 
HUDSON YARDS 

HYW-PL-LAN-RPT-A-20170501 SITE-SPECIFIC SEISMIC STUDY P A G E | F-2

MAY 1, 2017

• An earthquake magnitude of 5.75 earthquake event, which is more conservative than the 

estimated mean deaggregation magnitude, but consistent with older studies (2008 USGS Seismic 

Hazard Maps and the 2016 NYCDOT Report); 

• A PGA of 0.264 g. (In accordance with ASCE 7-10 section 21.5.3, the PGA was taken as the 

higher value determined from: 1) 80 percent of PGA for Site Class E (i.e. 0.8 * 0.33g); and 2) the 

site-specific PGA (0.16 g) determined from total-stress analyses.); 

• A magnitude scaling factor (MSF) of 2.2, as per the Youd et al. 2001 recommendations. 

The Youd et al. (2001) liquefaction analysis indicated potential liquefaction at depths between 10 and 20 

feet. We then performed DMOD2000 effective-stress nonlinear analyses and estimated maximum excess 

pore water pressure ratios as high as 50 percent at depths around 15 to 20 feet, corresponding to partial 

liquefaction (partial soil strength loss). Partial liquefaction should be considered in the analysis of lateral 

pile capacity, using the estimated excess pore water pressure ratios to reduce the soil strength. The

excess pore water pressure ratios estimated from DMOD2000 analyses are presented in Figure F-2 and 

listed in Table F-2. 

Table F-2 – Summary of Estimated Excess Pore Water Pressure Ratios 

Depth (ft) EPWP ratios Recommended 

Design EPWPR 

6 to 15 0% to 40% 40% 

15 to 25 0% to 50% 50% 

below 25 0% 0% 

We estimated about 0.1 to 0.5 inches of seismic-induced settlement for free-field conditions after the

MCER-level event. 

4 Design Acceleration Response Spectrum 

The design spectrum recommendations based on the SHAKE2000 total-stress analyses are listed in 

Table F-3. The plot of the SHAKE2000 design spectra, and 80 percent of the Site Class E design 

spectrum (minimum allowed per ASCE 7-10) are presented in Figure F-3. The red triangles show our 

recommended design acceleration-response spectrum. 

Table F-3 – Recommended Design Smooth Site-Specific spectrum, SA(g) for 5 percent damping 

Period T 

(seconds) 

Recommended 

Design 

Acceleration (g) 

0.00 0.136 

0.075 0.409 

0.384 0.409 

0.500 0.273 

T>0.5 0.136/T 

The recommended design spectrum satisfies the 2014 NYCBC, 2015 NYSBC and ASCE 7-10 

requirements. A plot of the recommended design response spectrum containing a table with the spectral

ordinates is presented in Figure F-4. The short-period and 1 second period design accelerations 

obtained from the recommended design spectrum are as follows: 

• SDS = 0.409 g at a period of 0.2 seconds 

• SD1 = 0.136 g at a period of 1.0 second 
HUDSON YARDS 

HYW-PL-LAN-RPT-A-20170501 SITE-SPECIFIC SEISMIC STUDY P A G E | F-3

MAY 1, 2017

5 Seismic Design Category 

For Risk Category I, II and III, the recommended design spectral accelerations obtained from our sitespecific analysis result in a Seismic Design Category, regardless of the structure’s fundamental period of 

vibration. The results of the site-specific seismic study are listed in Table F-4. 

Table F-4 – Recommended Seismic Design Parameters – Site-Specific Seismic Study 

Design Parameter Design Value 

Site Class E 

Spectral Acceleration at short periods, SDS 0.409 g 

Spectral Acceleration at 1-sec period, SD1 0.136 g 

Site-Specific MCER-level PGA 0.16 g 

Risk Category I, II and III 

Seismic Design Category, SDC C 
WARNING: IT IS A VIOLATION THE NYS EDUCATION 

LAW ARTICLE 145 FOR ANY PERSON, UNLESS HE IS 

ACTING UNER THE DIRECTION OF A LICENSED 

PROFESSIONAL ENGINEER, TO ALTER THIS ITEM IN 

ANY WAY.

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wlkb=S=

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Date

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Depth (ft)

Factor of Safety

G39

G51

G52

Zone 6  Factor of Safety against Liquefaction 

Simplified Procedure  Youd et al 2001

Minimum 

Recommended Factor 

of Safety 1.0

PGA=0.264 g

M=5.75

MSF=2.2
WARNING: IT IS A VIOLATION THE NYS EDUCATION 

LAW ARTICLE 145 FOR ANY PERSON, UNLESS HE IS 

ACTING UNER THE DIRECTION OF A LICENSED 

PROFESSIONAL ENGINEER, TO ALTER THIS ITEM IN 

ANY WAY.

tbpq=o^fi=v^oa=

mi^qcloj=

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Depth (ft)

EPWPR (%)

DMODC2CHY033N

DMODC2CHY094N

DMODC1CHY094N

Zone 6  Estimated Excess Pore Water Pressure Ratio 
Project

WARNING: IT IS A VIOLATION THE NYS EDUCATION LAW ARTICLE 145 FOR ANY PERSON, UNLESS HE IS ACTING UNER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS ITEM IN ANY WAY.

tbpq=o^fi=v^oa=

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0.000.050.100.150.200.250.300.350.400.450.50

0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 

Spectral Acceleration (g)

Period T (sec)

Zone 6 - Ground Surface Design Acceleration Response Spectra (x=5%

Recommended Smooth 

Site-SpecificAverage 1D- SHAKE Column 2 (26ft depth to rock)(33 time series - 11 time series times 3 different Vs profiles - best estimate, +20%, -20%)

80% Cla

NYCBC2014Class E Spectrum

Site-Specific Average 1D- SHAKE Column 1 (34 ft depth to rock)(33 time series - 11 time series times 3 different Vs profiles - best estimate, +20%, -20%)

NYSBC 2015Class E Spectrum

Notes:1. The layer thicknessewere taken from borin(G-52 for column 2)2. The depth to rock fotaken from boring G-3(G-52 for column 2)3. We used an average distinct soil layer in eaVs for column 1 and cbased on SCPT-46

80% NYSBC 2015Class E Spectrum
Project

WARNING: IT IS A VIOLATION THE NYS EDUCATION LAW ARTICLE 145 FOR ANY PERSON, UNLESS HE IS ACTING UNER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS ITEM IN ANY WAY.

tbpq=o^fi=v^oa=

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Drawing Title

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0.000.050.100.150.200.250.300.350.400.450.50

0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6 

Spectral Acceleration (g)

Period T (sec)

Zone 6 - Recommended Surface Design Acceleration Response Spectrum (

SDS = 0.409 g

SD1 = 0.136 g

T (sec) 

0.000 0.075 0.384 0.500 

T>0.5 
Appendix J2 Geotechnical Report – Terra Firma
HUDSON YARDS

GEOTECHNICAL REPORT

HUDSON YARDS - WRY

TERRA FIRMA

Document No.:

HYW-TF-LAN-RPT-B-20181109 Geotechnical Report

Prepared by:

Langan Engineering, Environmental, Surveying, 

Landscape Architecture, and Geology, D.P.C.

21 Penn Plaza, 360 West 36th Street, 8th Floor

New York, NY 10001

212-479-5400

Issue Date:

November 9, 2018

HUDSON YARDS

HYW-TF-LAN-RPT-B-20181109 GEOTECHNICAL REPORT P A G E | I

NOVEMBER 9, 2018

1 INTRODUCTION................................................................................................................. 1

2 SITE DESCRIPTION........................................................................................................... 1

3 EXISTING STRUCTURES AND UTILITIES....................................................................... 1

3.1 Ancillary Structures ............................................................................................................. 2

3.2 LIRR Emergency Facilities Building.................................................................................... 2

3.3 High Line (City of New York)............................................................................................... 2

3.4 Amtrak Gateway Tunnel...................................................................................................... 2

3.5 Eleventh Avenue Viaduct.................................................................................................... 2

3.6 Twelfth Avenue ................................................................................................................... 2

3.7 MTA No. 7 Line Extension .................................................................................................. 3

3.8 Utilities................................................................................................................................. 3

4 ADJACENT CONSTRUCTION ACTIVITY......................................................................... 3

4.1 East Rail Yard Development............................................................................................... 3

4.2 West Rail Yard Platform...................................................................................................... 3

5 PROPOSED DEVELOPMENT ........................................................................................... 4

5.1 Tower 5 ............................................................................................................................... 4

5.2 Tower 6 ............................................................................................................................... 4

5.3 Terra Firma Platform........................................................................................................... 4

5.4 LIRR Building C................................................................................................................... 4

6 SITE DEVELOPMENT HISTORY....................................................................................... 4

7 LOCAL GEOLOGY............................................................................................................. 5

7.1 Bedrock Geology................................................................................................................. 5

7.2 Surficial Geology ................................................................................................................. 5

8 FEMA FLOOD ZONE ......................................................................................................... 6

9 SUBSURFACE DATA ........................................................................................................ 6

9.1 Test Caisson Borings (2017) .............................................................................................. 6

9.1.1 Borings.....................................................................................................................................6

9.1.2 Laboratory Testing ..................................................................................................................7

9.2 Proposed New York Sports and Convention Center (2004)............................................... 7

9.2.1 Borings.....................................................................................................................................7

9.2.2 Cone Penetration Testing ........................................................................................................8

9.2.3 Laboratory Testing ..................................................................................................................8

9.3 Borings by Others ............................................................................................................... 8

10 SUBSURFACE CONDITIONS ........................................................................................... 9

10.1 Uncontrolled Fill [Class 7] ................................................................................................... 9

10.2 Organic Clay and Clay and Silt [Classes 6, 4c, 5b] ............................................................ 9

10.2.1 Organic Clay ...........................................................................................................................9

10.2.2 Silt and Clay ..........................................................................................................................10

10.3 Sand/Till [Classes 6, 3, 5] ................................................................................................. 10

10.3.1 Sand .......................................................................................................................................10

10.3.2 Glacial Till.............................................................................................................................10

10.4 Bedrock [Classes 1a to 1d] ............................................................................................... 10

10.5 Groundwater ..................................................................................................................... 11

11 INDEX LOAD TESTS ....................................................................................................... 11

12 SEISMIC DESIGN PARAMETERS .................................................................................. 11

12.1 Seismic Evaluation............................................................................................................ 11

12.2 Design and Construction Considerations.......................................................................... 12
HUDSON YARDS

HYW-TF-LAN-RPT-B-20181109 GEOTECHNICAL REPORT P A G E | II

NOVEMBER 9, 2018

12.2.1 Tower 5 and 6 ........................................................................................................................12

12.2.2 LIRR Building C ....................................................................................................................13

13 DESIGN RECOMMENDATIONS...................................................................................... 14

13.1 Drilled Caissons ................................................................................................................ 14

13.1.1 Caisson Load Tests................................................................................................................14

13.1.2 Group Effects.........................................................................................................................15

13.1.3 Caisson and Mini-Caisson Drilling ......................................................................................15

13.1.4 Reinforcing Steel Splices .......................................................................................................15

13.1.5 Centralizers............................................................................................................................16

13.1.6 Concrete Placement...............................................................................................................16

13.1.7 Foundation Settlement ...........................................................................................................16

13.1.8 Minimum Clearances (Amtrak and MTA Tunnels)................................................................16

13.1.9 Plumbness Monitoring...........................................................................................................16

13.1.10 Bond Breaker.........................................................................................................................16

13.2 Floor Slabs ........................................................................................................................ 17

13.3 Below Grade Walls............................................................................................................ 17

13.4 Permanent Groundwater Control ...................................................................................... 17

14 CONSTRUCTION RECOMMENDATIONS ...................................................................... 18

14.1 Excavations....................................................................................................................... 18

14.2 Temporary Excavation Support ........................................................................................ 18

14.3 Temporary Construction Dewatering ................................................................................ 19

14.4 Soil Subgrades.................................................................................................................. 19

14.5 Fill Materials, Placement, and Compaction....................................................................... 20

14.6 Restrictive Declaration Soil Management......................................................................... 20

14.7 Monitoring ......................................................................................................................... 20

14.8 Preconstruction Conditions Documentation...................................................................... 21

14.9 Special Inspections ........................................................................................................... 21

15 CONSTRUCTION DOCUMENTS..................................................................................... 21

16 OWNER AND CONTRACTOR RESPONSIBILITIES ...................................................... 22

17 LIMITATIONS ................................................................................................................... 22

18 REFERENCES.................................................................................................................. 22

LIST OF TABLES

Table 1: Typical Elevation Conversions from NAVD88...........................................................................1

Table 2: Historical Borings by Others.......................................................................................................9

Table 3: Seismic Design Parameters ......................................................................................................12

Table 4: Below Grade Wall Soil Design Parameters (Restrained Walls) .............................................17

Table 5: Soil and Groundwater Design Parameters (SOE) ...................................................................19
HUDSON YARDS

HYW-TF-LAN-RPT-B-20181109 GEOTECHNICAL REPORT P A G E | III

NOVEMBER 9, 2018

LIST OF FIGURES

Figure 1 – Site Location Map

Figure 2 – Existing Conditions Plan

Figure 3 – Historical Site Map (W. Bridges, 1811)

Figure 4 – Historical Site Map (Perris, 1859)

Figure 5 – Historical Site Map (Viele, 1865)

Figure 6 – Historical Site Map (Bromley, 1879)

Figure 7 – Historical Site Map (Robinson, 1885)

Figure 8 – Historical Site Map (Bromley, 1897)

Figure 9 – Bedrock Geology Map

Figure 10 – Engineering Geology Map

Figure 11 – FEMA Preliminary Flood Insurance Rate Map 

Figure 12 – Boring and CPT Location Plan

Figure 13 – Subsurface Profile A 

Figure 14 – Seismic Analysis Plan

Figure 15 – Design Spectral Response

LIST OF APPENDICES

Appendix A – 2004 and 2017 Langan Boring Logs

Appendix B – Cone Penetration Testing Report

Appendix C – Laboratory Testing Results

Appendix D – Historical Boring Data by Others

Appendix E – Axial Load Test Technical Memorandum

Appendix F – Lateral Load Test Technical Memorandum

Appendix G – Site Specific Seismic Study

HUDSON YARDS

HYW-TF-LAN-RPT-B-20181109 GEOTECHNICAL REPORT P A G E | 1

NOVEMBER 9, 2018

1 Introduction

This report presents the results of our geotechnical engineering study and provides recommendations for 

the design and construction of structures within the terra firma area of the West Rail Yard of Hudson 

Yards. All services were performed in general accordance with our 5 May 2017 proposal. Environmental 

conditions at the site will be discussed under separate cover.

Our understanding of the project is based on our review of the project documents, discussions with the 

design team, and our experience throughout Hudson Yards and the surrounding area. Architectural 

information was provided by the project architect (Kohn Pederson Fox Associates, PC – KPF), and 

structural information was provided by the project structural engineer (Mueser Rutledge Consulting 

Engineers – MRCE).

All elevations are referenced to the North American Vertical Datum of 1988 (NAVD88). Typical datum 

conversions are presented in Table 1. The historical drawings and data referenced in this report 

reference multiple datums; caution should be exercised in comparing this information.

Table 1: Typical Elevation Conversions from NAVD88

Datum Conversion

National Geodetic Vertical Datum of 1929 (NGVD29) NAVD88 + 1.076 ft

Borough President of Manhattan Datum (BPMD) NAVD88 - 1.676 ft

Pennsylvania Railroad Tunnel Datum (PENN) NAVD88 + 298.351 ft

New York City Transit Datum (NYCT) NAVD88 + 98.423 ft

2 Site Description

The project is on the Far West Side of Manhattan within the western half of the Metropolitan 

Transportation Authority (MTA) – Long Island Rail Road (LIRR) West Side Yards. The West Rail Yard 

(WRY) site is divided into “terra firma” (Block 676, Lot 1) and “platform” (Block 676, Lot 5) parcels. This 

report focuses solely on the terra firma site. Terra firma measures about 147,000 square feet and is 

bound by the LIRR South Access Road and the new platform parcel on the north, West 30th Street on the 

south, the Eleventh Avenue viaduct on the east, and Twelfth Avenue (New York State Rout 9A/Westside 

Highway) on the west. The site location is shown in Figure 1.

The terra firma site is occupied by several LIRR support facilities at the east end of the site, a laydown 

area for ongoing construction within Hudson Yards near the center of the site, and a Vehicle Processing 

Center (VPC) near the west end of the site. Surface cover predominantly consists of asphalt and 

concrete pavements. Numerous structures are located within and adjacent to the site as discussed 

herein.

Surface grade within the site varies from about el 7 ft at the west to about el 15 ft near the southeast 

corner of the site and generally slopes gently down to the west. Grade on the streets fronting the site 

generally slopes down to the west and south. West 30

th Street slopes down from a high point of about el 

19 ft at the intersection with Eleventh Avenue to about el 6 ft at the intersection with Twelfth Avenue. The 

Eleventh Avenue viaduct ramps up from about el 19 ft to about el 24 ft near the northeast corner of the 

site. Twelfth Avenue is relatively flat, varying from about el 5.5 to 6.5 ft along the site.

3 EXISTING STRUCTURES AND UTILITIES

The following sections briefly describe existing structures in the area of the terra firma site. The 

approximate locations of the existing structures are shown in Figure 2.
HUDSON YARDS

HYW-TF-LAN-RPT-B-20181109 GEOTECHNICAL REPORT P A G E | 2

NOVEMBER 9, 2018

3.1 Ancillary Structures

Several ancillary structures are within the site including temporary buildings, office trailers and metal 

storage containers. The central part of the site is currently used as a staging and storage area for the

ongoing Hudson Yards East Rail Yard construction. There are several guard booths and Conex boxes in 

the VPC at the west end of the site.

3.2 LIRR Emergency Facilities Building

The LIRR Emergency Facilities building is near the northeast corner of the site. This building houses fire 

pumps, emergency generators, and electrical switchgear associated with the rail yard. A water storage 

tank is near the northwest corner of the building. 

3.3 High Line (City of New York)

The High Line Park elevated rail line traverses along the south and west sides of the site. The structure

parallels West 30th Street then arcs north, near the west end of the site. The Highline is a steel-frame 

structure that served as a freight rail line and was recently converted into a public park. The structure is 

supported by concrete piers bearing on rock along the eastern third of the site and timber friction piles 

with reinforced concrete pile caps for the remainder of the site. Historical drawings indicate the top of the 

pier and pile caps are at about el 3.5 to 5 ft.

The Highline slopes down from the east, with the top of deck varying from about 22 to 25 feet above 

grade. The Highline will be incorporated into the proposed redevelopment and must be protected during 

construction. Design and construction near the Highline will be subject to review by the New York State 

Historic Preservation Office (SHPO) and NYC Parks/Friends of the Highline.

3.4 Amtrak Gateway Tunnel

Amtrak has proposed a new multi-track rail tunnel as part of its Gateway project. The new tunnel will

extend from Penn Station to New Jersey. The tunnel’s alignment runs northeast-southwest beneath 

Hudson Yards. The first two segments of the tunnel were constructed beneath the ERY between the 

“Terminal West” area of Penn Station to the west side of Eleventh Avenue. The third segment of the

tunnel is proposed to run from Eleventh Avenue to West 30

th Street, beneath the terra firma site, and will

be constructed using cut-and-cover construction. Segment 3 is expected to be constructed between 

2019 and 2021. Future construction of Segment 4 contemplates mined tunnels running from bulkheads 

at the western end of Segment 3 to a ventilation shaft to be constructed to the southwest. Construction 

within terra firma will require coordination with the anticipated Amtrak construction.

3.5 Eleventh Avenue Viaduct

The Eleventh Avenue viaduct borders the east side of the site. Elevations range from about el 19 ft at 

West 30th Street to about el 24 ft at the northern site boundary, and the viaduct crowns at about el 34 ft 

north of the site. The viaduct generally consists of a steel-frame, a reinforced concrete deck, concrete 

piers supported on piles and an earthen fill abutment (foundations unknown) at the south end. The

viaduct was reconstructed during development of the West Side Yards in the 1980s and the abutment 

was underpinned via jet grouting during construction of Segment 2 of the Gateway tunnel.

The viaduct and abutment will remain and must be protected during construction.

3.6 Twelfth Avenue

Twelfth Avenue (New York State Route 9A/Westside Highway) borders the site on the west at elevations 

similar to the rail yard. In the vicinity of the site, Twelfth Avenue is an eight-lane, divided highway. There 

is a concrete security wall on the site perimeter along Twelfth Avenue.
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3.7 MTA No. 7 Line Extension

The MTA No. 7 Line is below Eleventh Avenue, and consists of two running tunnels (CC1 and CC2) and 

a cross passage (No. 3) next to terra firma.. The tunnels slope down from north to south at an inclination 

of about 0.5 percent. Invert elevations adjacent to the site vary from about el -104.5 to -106 ft and crown 

elevations vary from about el -84.5 to -86 ft. The No. 7 Line is about 17 to 18 feet east of the of terra 

firma, and cross passage No. 3 is about 7 feet south of terra firma.

The running tunnels were bored by a tunnel boring machine (TBM). The MTA No. 7 Line will remain and 

be must protected during construction. Construction within 200 feet of the No. 7 Line requires NYCT

approval to obtain NYC DOB permits.

3.8 Utilities

A large number of documented and undocumented utilities exist within and adjacent to the site. Many of 

the utilities will likely require relocation to accommodate construction of foundations for the terra firma 

structures.

4 Adjacent Construction Activity

4.1 East Rail Yard Development

The East Rail Yard (ERY) redevelopment project is currently under construction. The ERY construction 

includes completion of the platform over the rail yard, landscaped outdoor spaces, several commercial 

and residential towers, a retail podium, and a cultural building referred to as the Culture Shed.

4.2 West Rail Yard Platform 

The proposed WRY redevelopment includes construction of a platform over the WRY (north of terra firma) 

to support five high-rise towers and public space. A brief description of the proposed structures is as 

follows:

 Site 1: Located in the northwest part of the platform, Site 1 includes Tower 1A (59-stories) and 

Tower 1B (67-stories), with a connecting podium. The commercial space will occupy the podium 

level and the towers will be residential. LIRR facilities and parking areas will occupy the platform 

level.

 Site 2: Located in the northeast part of the platform, Site 2 includes Tower 2 (46-stories). The 

commercial space will occupy the lower 18 floors with residential above. Retail space, a 

commercial lobby, a loading dock, parking, and utility areas will the platform level.

 Site 3: Located in the south-central portion of the platform, Site 3 includes Tower 3 (57-stories) 

above a podium. The building will be residential with a retail component at the platform level. 

Parking space will occupy the platform level.

 Site 4: Located in the southeast corner of the platform, Site 4 includes Tower 4 (64-stories) above 

a podium. Retail space will occupy the platform and “lobby” level with residential above.

 Areas outboard of buildings will include a public plaza with landscaped areas and streets. A 

platform level will be located below the plaza and will house parking, utility space, and LIRR 

support facilities; a lawn area will be located on the far west side of the platform level.

The proposed platform is a composite-concrete-deck extending from West 33rd Street to the terra firma 

parcel, and between Eleventh and Twelfth Avenues. The top of the platform will be at about el 28.5 to 

32.5 ft, and will be supported by columns extending to ground level in the service corridors between 

tracks. The WRY platform is expected to be constructed between 2019 and 2021. Construction within 

terra firma will require coordination with the anticipated platform construction.
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5 Proposed Development

Our understanding of the proposed development is based on discussions with the design team and 

review of the preliminary design plans. Loads for the buildings have not been developed as of the time of 

this report.

5.1 Tower 5

Tower 5 will be on the west side of terra firma and will consist of a high-rise residential building spanning 

over the Highline. The tower will be supported by a core northeast of the Highline and two mega columns 

southwest of the Highline. A cellar is limited to the core area northeast of the Highline. Maintenance

space will occupy the ground and platform levels, and a residential lobby will occupy the plaza level. The 

full tower footprint will span over the Highline above the plaza level.

Tower 5 will be designed in accordance with the 2014 New York City Building Code (NYCBC). The 

design team has not been selected.

5.2 Tower 6

Tower 6 will be on the east side of the site between the Highline and LIRR South Access Road and will 

consist of a high-rise building with residential, retail, and school spaces. The building will have a single 

cellar level for use as parking and utility space. Retail space, a school, maintenance facilities, and 

parking will occupy the ground level and extend under the Highline to provide frontage along West 30th

Street. A portion of the school and additional parking will occupy the platform level. Portions of the 

school, retail space, and a residential lobby will occupy the plaza level. The tower will contain residential 

units. 

Tower 6 will be constructed over, and will be partially supported by the Amtrak Gateway tunnel 

Segment 3 (to be constructed).

Tower 6 will be designed in accordance with the NYCBC. The design team has not been selected.

5.3 Terra Firma Platform

The proposed development includes construction of a two-level platform over part of terra firma outside of 

the towers, north of the Highline. Utility, HVAC, maintenance facilities will occupy the platform level.

Public space and a school playground will occupy the upper, plaza level. 

The terra firma platform will be designed in accordance with the NYCBC.

5.4 LIRR Building C

A two-story LIRR support building (“Building C”) will be constructed below the platform and between 

towers 5 and 6. Building C will have a single cellar level.

The LIRR building will be designed in accordance with the 2015 New York State Building Code (NYSBC)

with applicable Uniform Code supplements through 2017.

6 Site Development History

The site lies outboard of the original Manhattan shoreline and has undergone numerous stages of 

development. The area was filled during the mid-nineteenth century and early twentieth century, 

progressively moving the shoreline westward to its current position, west of Twelfth Avenue. The 

shoreline was extended westward in stages, by placing miscellaneous fill into the river, often directly on 

soft river deposits of silt and clay. Numerous piers and bulkheads were present in the site footprint as 
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illustrated in Figures 3 through 8. Remnant bulkhead structures and foundations may be present below 

grade across a large area of the site and should be anticipated during construction. 

The site predominantly served as rail, vehicle and storage yards since the mid-1800s. 

7 LOCAL GEOLOGY

7.1 Bedrock Geology

Bedrock in the vicinity of the site generally consists of granite, schist, and gneiss. Bedrock is overlain by 

glacial and fluvial soil, as well as extensive fill. The original topography of Manhattan typically mimicked 

the contours of the underlying bedrock; although the current topography has been altered by urban 

development.

According to Baskerville (1994), bedrock stratigraphy in the vicinity of the site is part of the Hartland 

Formation, with rock of the Lower Cambrian (about 500 to 520 million years ago) to Middle Ordovician 

(about 461 to 472 million years ago) age and intrusive rock presumably of the Silurian age (about 416 to 

444 million years ago), consisting of granite and megacrystalline pegmatite. The geologic map for the 

site vicinity is included as Figure 9. Generalized descriptions of rocks mapped in the vicinity of the site 

are:

Hartland Formation – Interbedded units of (1) gray, fine-grained quartz-feldspar granulite containing minor 

biotite and garnet; (2) fine-to-coarse grained, gray-to-tan weathering, quartz-feldspar-muscovite-biotitegarnet schist (mica schist); (3) dark greenish-black quartz-biotite-hornblende amphibolite. Intrusions of 

granite and pegmatite are common. Metamorphism has resulted in foliation – a distinct planar alignment 

of mineral grains – within rocks of the Hartland Formation. This grain alignment is commonly referred to 

as schistosity in the more platy schistose rock or compositional banding in gneissic rocks. Foliation is 

typically oriented either northwest or southeast and dips steeply within Manhattan as discussed by 

Baskerville, but may be altered locally as a result of folding.

Granite and Pegmatite – Gray-white-pink medium- to coarse-grained, biotite-muscovite-microcline-quartz 

granite and megacrystalline pegmatite in dikes less than 3 feet thick and sills greater than 3 feet thick. 

Accessory minerals include tourmaline, pyrite, garnet, and epidote. A large sill of intrusive granite is 

mapped north of the site from West 35th Street to West 40th Street; however, historical boring data 

indicates that this granite sill extends farther south than mapped. Boundaries between the intrusive 

granite and Hartland formation rocks are not well-defined as evidenced by intermittent contacts and 

inclusions observed in rock cores throughout the area including in the West Side Yards and Penn Station. 

7.2 Surficial Geology

The Hudson River is west of the site and historically traversed the site prior to historic filling. The Hudson 

River formed mainly during glaciation about 2.5 million to 12,000 years ago. Southward-advancing ice 

sheets scoured the Hudson River Valley, deepening an existing river channel and removing surficial

sediments and weathered rock. As the glaciers melted, till (a mixture of boulders, gravel, sand, silt and 

clay) and outwash sands were deposited on top of the scoured bedrock. A subsequent period of erosion 

removed much of the outwash sands and till from the Hudson River Valley. In the last 10,000 years, 

fluvial deposits of sand, silt and clay have covered the remaining glacial deposits. A gradual rise in sea 

level has resulted in a decrease in the velocity of the Hudson River. Because of this change in velocity, 

the more recent alluvial deposits consist primarily of silt and clay, while the older alluvial deposits consist 

primarily of fine sand and silt. The historical shoreline and surface water drainage pathways are shown in

Figure 10.
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8 FEMA Flood Zone

The Federal Emergency Management Agency (FEMA) Primary Flood Insurance Rate Map (PFIRM), plate 

3604970009G, shows the site is partially within Zone AE and shaded Zone X. The Zone AE designation 

corresponds to “Special Flood Hazard Areas” subject to inundation by 1% annual chance flood (i.e. the 

100-year flood or base flood). The shaded Zone X designation corresponds to areas subject to 

inundation by 0.2% annual chance flood. The FEMA base flood elevation varies from el 11 to 12 ft within 

terra firma. An excerpt of the PFIRM is attached as Figure 11.

Any structures located below the base flood elevation must be floodproofed in accordance with the 

NYCBC, NYSBC, ASCE 24, and all other agencies having jurisdiction. At a minimum, 1 foot of free board 

must be provided above the controlling base flood elevation for NYCBC job filings. Two feet of freeboard 

must be provided for filings made under the NYSBC in accordance with the 2016 Uniform Code 

Supplement (Section 1612.4.1). We understand that Related has elected to use a design flood of el 15 ft

(3+ feet of freeboard).

We understand LIRR is designing a floodwall to protect the West Rail Yard. We recommend that LIRR be 

consulted to determine any special floodproofing requirements for Building C. 

9 Subsurface Data

Subsurface data for the site was derived from numerous investigations performed within and adjacent to 

the site. This information includes borings and cone penetration testing (CPT) data as well as laboratory 

testing of soils and rock. The data includes studies performed by Langan and several other entities. The 

approximate locations of the borings and CPTs are shown in Figure 12. The following sections provide a 

brief overview of the data included in this study.

9.1 Test Caisson Borings (2017)

A geotechnical subsurface investigation was performed within terra firma before caisson load tests. This 

investigation included three geotechnical test borings and laboratory testing of collected samples.

9.1.1 Borings

The test caisson borings (identified as LB-1 through LB-3) were drilled by Craig Geotechnical Drilling Co., 

Inc. from 23 October to 3 November 2017 with a CME 75 truck-mounted drill rig. The borings were 

advanced to about 60 to 170 feet below grade.

Each boring was cleared of utilities using a vacuum truck. The borings were advanced through 

overburden using mud-rotary drilling techniques with tri-cone roller bits and drilling fluid consisting of a 

mixture of bentonite and water. Temporary flush-joint steel casing was installed through the soils, as 

required, to stabilize the boreholes and prevent fluid loss during drilling.

The Standard Penetration Test (SPT)1 was performed in general accordance with ASTM D1586. SPT 

N-values2and visual soil classifications were recorded by Langan’s engineers. Soils were sampled using 

a standard 2-inch outer-diameter split-spoon sampler. Undisturbed soil samples were obtained using 

3-inch outer-diameter Shelby tubes in general accordance with ASTM D1587. Rock coring was 

performed in all borings, in accordance with ASTM D2113, using a double-wall core barrel to assist in 

determining bedrock depth, type, and quality.

 

1

The Standard Penetration Test is a measure of soil density and consistency. The testing involves driving a 2-inch outer-diameter 

split-spoon sampler a distance of 2 feet, using a 140-lb hammer free falling from a height of 30 inches.

2 N-value – The number of blows required to drive a 2-inch diameter split-spoon sampler 12 inches after an initial “seating” 

penetration of 6 inches, using a 140-pound hammer free falling from a height of 30 inches.
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Rock core recovery (REC)1and rock-quality designation (RQD)2for each core run were logged by our 

inspecting engineers. All recovered soil and rock samples were visually classified in the field. Soil and 

rock classifications, SPT N-values, and other field observations were recorded on the boring logs 

included in Appendix A.

9.1.2 Laboratory Testing

A laboratory testing program was performed to evaluate the general engineering index properties of 

select soil samples, as well as strength and properties as part of the test caisson project. The laboratory 

test results are included in Appendix C. The tests included:

 Natural Water Content (21 tests) [ASTM D 2216]

 Liquid and Plastic (Atterberg) limits (21 tests) [ASTM D 4318]

 Organic Content (21 tests) [ASTM D 2974]

 Unconsolidated Undrained (UU) Triaxial Test (12 tests) [ASTM D 2850]

9.2 Proposed New York Sports and Convention Center (2004)

A geotechnical subsurface investigation was performed within the WRY for the proposed New York 

Sports and Convention Center (NYSCC) in 2004. This investigation included 29 geotechnical test borings

and 24 cone penetration tests (CPT) in the WRY, with 14 test borings and five CPTs within terra firma. A 

laboratory test program was also conducted as part of the project.

9.2.1 Borings

The NYSCC borings (identified as G-#) were drilled within and adjacent to the WRY by Warren George 

Inc. from 11 October to 17 December 2004. The borings on the tracks were performed with two Acker 2D 

high-rail, truck-mounted drill rigs. Borings outside of the tracks were performed with an Acker 11 truckmounted drill rig, a CME 55 truck-mounted drill rig, or a DK-50 track-mounted drill rig. The borings were 

advanced to about 53 to 160 feet below grade. 

Each boring was cleared of utilities by hand or using standard drilling techniques with minimal water and 

no down-pressure on the drill string. The borings were advanced through overburden using mud-rotary 

drilling techniques with tri-cone roller bits and drilling fluid consisting of a mixture of polymer additive and 

water. Temporary flush-joint steel casing was installed through the soils, as required, to stabilize the 

boreholes and prevent fluid loss during drilling.

The SPT was performed in general accordance with ASTM D1586. SPT N-values and visual soil 

classifications were recorded by Langan’s engineers. Soils were sampled using a standard 2-inch 

outer-diameter split-spoon sampler. Undisturbed soil samples were obtained using 3-inch outer-diameter 

Shelby tubes in general accordance with ASTM D1587. Rock coring was performed in all borings, in 

accordance with ASTM D2113 using a double-wall core barrel to assist in determining bedrock depth, 

type, and quality.

The REC and RQD values for each core run were logged by our inspecting engineers. All recovered soil 

and rock samples were visually classified in the field. Soil and rock classifications, SPT N-values, and 

other field observations were recorded on the boring logs included in Appendix A.

 

1 Rock core recovery (REC) is defined as the length of all core pieces recovered divided by the total core run length. 

2 Rock Quality Designation (RQD) is defined as the sum of all recovered sound rock core pieces measuring 4 inches or more in

length (for type NX, NQ or PQ cores) divided by the total core run length. RQD is a relative indicator of rock quality.
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9.2.2 Cone Penetration Testing

Cone penetration testing (CPT) within terra firma included five seismic CPTs (identified as SCPT-#). All 

cone-penetration testing was performed in accordance with ASTM D3441, by ConeTec, Inc. from 

11 October to 19 November 2004. All of the test locations were pre-drilled to depths of about 10 feet to 

clear for utilities. Where obstructions were encountered in the fill, the driller returned to the CPT location 

and performed additional pre-drilling through the fill to allow the CPT to proceed. The CPTs were pushed 

to refusal, encountered at from about 40 to 82 feet below grade.

Cone-penetration testing consists of pushing an instrumented stainless steel cone through soil 

overburden using hydraulic pressure while continuously collecting data. The CPT cone measures 

penetration tip resistance, side friction, and pore water pressure at 5 cm (about 2 inch) intervals as well 

as shear-wave velocity; a total of 86 seismic tests were performed at about 1 meter (about 3.3 feet)

intervals. The seismic test involves generating vibrations at the ground surface and recording the shear 

wave’s amplitude and travel time with a geophone mounted in the cone. A copy of the ConeTec field 

report is included in Appendix B.

9.2.3 Laboratory Testing

A laboratory testing program was performed to evaluate the general engineering index properties of 

select soil samples, as well as strength and compressibility properties of cohesive soils and bedrock as 

part of the NYSCC project. The full laboratory test results for the WRY (platform and terra firma) are 

included in Appendix C. The testing included:

 Mechanical Grain Size (9 tests) [ASTM D 1140, D 422]

 Natural Water Content (92 tests) [ASTM D 2216]

 Liquid and Plastic (Atterberg) limits (51 tests) [ASTM D 4318]

 Organic Content (35 tests) [ASTM D 2974]

 Unconsolidated Undrained (UU) Triaxial Test (10 tests) [ASTM D 2850]

 Consolidated Undrained (CU) Triaxial Test (2 tests) [ASTM D 4767]

 Unconfined Compressive Strength of Rock (13 tests) [ASTM D 2938]

 Consolidation Test (4 tests) [ASTM D 2435]

9.3 Borings by Others

Numerous investigations were performed by others within and adjacent to the WRY; these investigations 

are summarized in Table 2. This information was used to supplement our data from NYSCC and the test 

caisson study. In general, the reported subsurface conditions correlate well with our 2017 and 2004 

studies, particularly stratigraphic changes and top of rock elevations. In some instances, the historical 

data lacks engineering data (e.g. N-value, REC, RQD, etc) and only documents subsurface stratigraphy. 

Copies of the historical boring data by others are included in Appendix D.
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Table 2: Historical Borings by Others

Project Company Year

Various Projects NYC Department of Design and Construction (DDC) Various

North River Water Pollution 

Control Project City of New York Department of Public Works 1968

MTA West Side Storage 

Yard

Mueser, Rutledge, Johnston, & DeSimone Consulting 

Engineers 1980-1981

MABSTOA Garage Mueser, Rutledge, Johnston, & DeSimone Woodward 

Clyde Consultants 1982

Westway Project Mueser, Rutledge, Johnston, & DeSimone Woodward 

Clyde Consultants 1980-1986

Amtrak North Access 

Tunnel Parsons Brinckerhoff 1986-1987

Pier 36 Contingency Plan City of New York Department of General Services 1994

No. 7 Subway Parsons Brinckerhoff Quade & Douglas, Inc. 2003-2007

Trans-Hudson Expressway 

(ARC Tunnel) NJ Transit 2008

Amtrak Gateway 

Segment 3 Trans-Hudson Partnership 2017

10 SUBSURFACE CONDITIONS

The general subsurface stratigraphy at terra firma consists of uncontrolled fill, underlain by consecutive 

layers of clay and silt, sand, glacial till, and bedrock. A brief description of each layer is presented below 

in order of increasing depth. A subsurface profile is attached as Figure 13.

10.1 Uncontrolled Fill [Class 7]

1

Fill is present beneath the entire site. The fill generally consists of sand with varying amounts of gravel, 

silt, boulders, brick, wood, and other miscellaneous debris. The thickness of the fill varies from about 13

to 40 feet, generally increasing in depth from east to west. The fill varies significantly with respect to 

content and density from one location to the next. SPT N-values varied from about 1 to more than 100 

blows per foot (bpf); however, in many cases the higher recorded N-values were attributed the presence 

of oversized materials (e.g., cobbles, boulders, timber, and other construction debris) and are generally 

not considered to be a representative indicator of in situ density. Blow counts generally decrease with 

depth as the transition into the softer organic clay was approached.

The fill is categorized as Class 7 (Uncontrolled Fill) in accordance with the NYCBC.

10.2 Organic Clay and Clay and Silt [Classes 6, 4c, 5b] 

A stratum of organic clay and clay and silt underlies the fill throughout the site. This stratum is the 

historical river bottom deposit. The thickness of the silt and clay varied from about 10 to 90 feet, 

increasing from east to west. The top of the clay and silt layer varies from about el -5 to -35 ft.

10.2.1 Organic Clay

The black-gray organic clay has variable concentrations of silt and trace-amounts of fine sand and 

organic matter, and varies from zero to 40 feet thick. The organic clay was observed primarily on the 

west side of the site. The split spoon sampler typically penetrated this stratum under the weight of the 

drill rods and hammer (WOH).

 

1

 Numbers in brackets indicate classification of soil and rock materials in accordance with the New York City Building Code (2014).
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Unified Soil Classification System (USCS) descriptions for the organic clay layer include CH (highly 

plastic clay) and OH (organic clay and silt of high plasticity). The organic clay layer is generally 

categorized as NYCBC Class 6 (Soft Clay). 

10.2.2 Silt and Clay

The organic clay was underlain by gray silt and clay with some shells, trace fine sand, and trace organics. 

The thickness of the silt and clay stratum varied from about 10 to 80 feet, increasing in thickness from 

east to west. N-values in this stratum ranged from WOH to 21 blows per foot. Values in excess of 

10 blows per foot are likely attributed to inclusions of debris near the interface with the fill, or wood or 

sand lenses within the silt-clay layer.

USCS descriptions for the silt and clay include CH (high plasticity clay) CL (low plasticity clay), MH (high

plasticity silt), and ML (low plasticity silt). The silt and clay layer is generally categorized as NYCBC Class 

6 (Soft Clay), Class 4c (Medium Clay) and Class 5b (Medium Silt).

10.3 Sand/Till [Classes 6, 3, 5]

Sand and glacial till was encountered above bedrock at some locations. The thickness of the sand and 

till varied from zero to 35 feet. The top of the sand/till layer varies from about el -24 to -88 ft.

10.3.1 Sand 

Where encountered, the sand was typically comprised of grey fine sand with varying amounts of silt and 

was up to about 30 feet thick. N-values in the sand ranged from WOH to 27 blows per foot.

USCS classifications for the sand include SP (poorly-graded sand) and SM (silty sand). The sand layer is 

generally categorized as NYCBC Class 6 (Loose Sand) to Class 3a (Dense Sand).

10.3.2 Glacial Till

Where encountered, the glacial till was typically comprised of brown, red, and grey silt with variable 

concentrations of coarse to fine sand, gravel, clay with frequent cobbles and boulders. The thickness of 

the till varied from about 2 to 8 feet. N-values in the glacial till varied were more than 100 blows per foot. 

The high SPT N-values were likely caused by the presence of gravel, cobbles, and boulders. The glacial 

till appears to be more prevalent on the west side of the site.

USCS classifications for the glacial till include SM (silty sand), SC (clayey sand), GM (silty sandy gravel), 

and ML (low plasticity silt). The glacial till layer falls within several soil classes per the NYCBC because 

of the constituent variability with respect to location and depth throughout the site, but is generally 

NYCBC Class 3a (Dense Sand) to Class 5a (Dense Silt).

10.4 Bedrock [Classes 1a to 1d]

Bedrock was encountered from about el -22 to -131 ft; the depth to bedrock generally increases from east 

to west. A layer of decomposed rock was encountered at the bedrock surface in some locations. 

Bedrock generally consists of dark gray mica schist, gneissic schist and granulite with intrusions of light 

gray to pink quartz- and feldspar-rich granite and pegmatite. Granite intrusions were observed to vary 

from about 1 to 20 feet thick. Rock core recovery varied from about 33 to 100 percent. Rock quality 

designations (RQD) varied from 17 to 100 percent.

Bedrock within the site is generally categorized as NYCBC Class 1a (Hard Rock) and 1b (Medium Hard 

Rock). Zones containing increased weathering and fracturing were observed sporadically near the 

surface and within the rock mass, and are classified as NYCBC Class 1c (Intermediate Rock). Highly 

weathered, highly fractured zones were reported in several borings at the surface and were also 

observed within the rock mass. Clay gouge was observed in fractures in some of the more highly 
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fractured zones. The highly weathered, highly fractured zones are categorized as NYCBC Class 1d 

(Soft/Decomposed Rock).

10.5 Groundwater

Groundwater levels were determined from monitoring wells installed throughout the site. The measured 

groundwater levels varied from as high as about el 3.9 ft to as low as el -1.5 ft, but are generally expected 

to vary from about el 0 to 2 ft. Groundwater is expected to be tidally influenced along the west side of the 

site because of the proximity to the Hudson River. In addition, groundwater is likely to fluctuate with 

seasonal changes and precipitation events. Zones of perched water may be present at some locations 

given the heterogeneous nature of the fill.

11 Index Load Tests

Design phase axial and lateral load tests were performed in January 2018 on test caissons in the east, 

center and west areas of terra firma. Three axial and three lateral tests were completed (one in each 

zone). The purpose of the tests was to determine caisson design parameters including rock socket 

allowable peripheral side shear and end bearing, and p-y springs for lateral analysis.

Our evaluation of the axial load tests is summarized in our technical memorandum dated 4 April 2018, 

included as Appendix E. The main conclusions from the axial tests were that an allowable peripheral side 

shear of 300 psi in compression is justifiable (higher than the NYCBC presumptive value of 200 psi for 

bedrock) and that end bearing should be ignored because the bottoms of the sockets will likely be difficult 

to clean. 

Our evaluation of the lateral load tests is summarized in our technical memorandum dated 17 July 2018, 

included as Appendix F. The main conclusions from the lateral tests were that the lateral caisson 

response was primarily controlled by the historical fill (thickness and density) and the caissons are not 

sensitive to the underlying clay or depth to bedrock. The results of the load tests were used to calibrate 

software models for caisson design.

12 Seismic Design Parameters 

Seismic design parameters presented herein are in accordance with the 2014 New York City Building 

Code (NYCBC) and 2015 New York State Building Code (NYSBC).

12.1 Seismic Evaluation

The site was initially evaluated using the general procedures outlined in the 2014 NYCBC and the 2015 

NYSBC. Based on the general procedures the site was initially classified as Site Class E, but was 

assigned to Site Class F because of the potential for liquefaction. The Site Class F designation requires 

a site-specific seismic study. A site-specific seismic study was subsequently performed to: 1) further 

evaluate the potential for liquefaction; 2) evaluate the potential excess pore pressure development during 

seismic events; and 3) to develop appropriate response spectra and determine the corresponding seismic 

design category for the site. The study is presented as Appendix G.

Site-specific total and effective stress analyses were performed using the pertinent boring and CPT data 

for towers 5 and 6 shown in Figure 14. These analyses indicate the site’s design spectrum falls below the 

80 percent of Site Class E envelope (minimum spectrum permitted by code) for both zones.

We understand the proposed structures at terra firma are classified as NYCBC Structural Occupancy/Risk 

Category III. As such, the recommended design spectral accelerations obtained from our response 

spectra result in Seismic Design Category C in both zones. Seismic design parameters are presented in 

Table 3. The recommended design response spectra are presented in Figure 15.
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Although a site-specific study was not performed for Building C, the results at towers 5 and 6 both yielded

the code minimum design response spectrum; therefore, we also recommend the same spectrum for 

Building C.

Effective stress analyses suggest that excess pore pressure development is not likely to trigger full 

liquefaction; however, significant softening may occur in fill soils located below the groundwater table. 

The recommended excess pore pressures for design range from 40 percent at Tower 6 to 65 percent at 

Tower 5, as discussed in the site-specific seismic study (Appendix G). As such, we recommend that the 

foundations be designed to accommodate reduced bearing and lateral resistance by corresponding 

reductions in shear strength.

Table 3: Seismic Design Parameters

Parameter Design Value

Site Class E

Spectral Acceleration at short periods, SDS 0.359 g

Spectral Acceleration at 1-sec period, SD1 0.136 g

Risk Category III

Seismic Design Category, SDC C

12.2 Design and Construction Considerations

12.2.1 Tower 5 and 6

The following bullets briefly summarize significant design and construction considerations for towers 5

and 6.

 The design and construction of towers 5 and 6 is subject to the requirements of the NYCBC. 

 In addition to LIRR, the tower design and construction will be subject to review and approval of 

Amtrak (Gateway Tunnel), MTACC/NYCT (No. 7 Line subway), NYCDOT (Eleventh Avenue 

viaducts), and Friends of the Highline (Highline).

 The site is within the mapped FEMA flood hazard area. The FEMA base flood elevation varies 

from el 11 to 12 ft. Areas of Tower 5 and 6 below design flood level (project chosen el 15 ft) must

be floodproofed in accordance with the NYCBC and ASCE 24. 

 Groundwater generally varies from about el -1.5 to 2 ft. Temporary dewatering will be necessary

for construction of the cellars and installation of utilities, pile caps, tie-beams, etc.

 The subsurface conditions within the site are relatively poor and necessitate a deep foundation 

system for much of the proposed structure. Drilled caissons will generally be required to support 

the towers given the anticipated high axial and lateral loads. Lightly loaded retail structures 

below the Highline at Tower 6 may be supported by drilled mini-caissons.

 Segment 3 of the Amtrak Gateway tunnel will pass below Tower 6 and portions of Tower 6 are 

expected to bear directly atop the Gateway tunnel. The overbuild loads on the tunnel roof must 

not exceed the established allowable bearing pressures dictated by Amtrak. We understand that 

the tunnel will not accommodate lateral loads from Tower 6. Foundations outboard of the tunnel 

will be subject to Amtrak’s project-specific requirements with respect transfer of loads, influence 

lines, and construction means and methods.

 Pre-production axial load tests indicate that an allowable peripheral side shear of 300 psi can be

used for design of the caissons. 

 The potential for excess pore pressure development during seismic events will reduce the lateral 

capacity of caissons at the site, with greater softening potential at Tower 5 (refer to Appendix G).
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 Tie-beams between adjacent caissons are required because the site classifies as Seismic Design 

Category C. Excavations for tie-beams may require utility relocations, and support and protection 

of adjacent structures such as the Highline and the Eleventh Avenue viaduct abutment.

 Excavation will extend below groundwater and temporary construction dewatering will be 

required. Support of excavation systems should consider the need to mitigate groundwater 

pumping and reduce the potential for affecting groundwater and stress conditions in areas outside 

of the excavation. Therefore, we recommend a continuous wall system such as interlocking 

sheet piling, secant walls, or soil-mix walls, etc. to provide groundwater cutoff.

 Protection of adjacent structures will be necessary during construction, particularly the Highline, 

Gateway Tunnel and the Eleventh Avenue abutment. A detailed monitoring program is 

necessary to evaluate the performance of the SOE, adjacent structures, the ground, and existing 

tunnels during tower construction. The monitoring program will be subject to review and approval 

of Amtrak, MTACC/NYCT, LIRR, NYCDOT, and Friends of the Highline.

 Means and methods to construct caissons must mitigate potential for soil loss and disturbance. 

 The rail yard north of the site will remain active during tower construction and will require close 

coordination with LIRR.

 Floor slabs and walls of permanent structures below the design flood elevation must be designed 

to resist hydrostatic pressures.

 Ground anchors may be required where sufficient dead load is not present to accommodate 

hydrostatic forces from either static groundwater or design flood conditions.

12.2.2 LIRR Building C

The following bullets briefly summarize significant design and construction considerations for the LIRR 

Building C.

 Design of LIRR Building C is subject to the requirements of the NYSBC with all applicable 

Uniform Code supplements.

 Drilled caissons, mini-caissons or driven piles are considered feasible for support the LIRR 

support buildings; however, we understand that a combination of caissons and mini-caissons are 

anticipated. Shallow foundations are not considered suitable given the poor soils and potential 

for seismically induced settlement.

 The design flood elevation for the LIRR support buildings should be as dictated by LIRR. We 

recommend that LIRR be consulted early in the design process to determine appropriate design 

flood elevations. Structures located below design flood level will need to be floodproofed in 

accordance with the NYSBC and ASCE 24.

 Excavation will extend below the groundwater table and temporary construction dewatering will 

be required. The support of excavation system should consider the need to mitigate groundwater 

pumping and reduce the potential for affecting groundwater and stress conditions in areas outside 

of the excavation. Therefore, we recommend a continuous wall system such as interlocking 

sheet piling, secant walls, or soil-mix walls, etc to provide groundwater cutoff.

 Floor slabs and walls of permanent structures below the design flood elevation must be designed 

to resist hydrostatic pressures.

 Ground anchors may be required where sufficient dead load is not present to accommodate 

hydrostatic forces from either static groundwater or design flood conditions.
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13 Design Recommendations

13.1 Drilled Caissons

We recommend that Tower 5, Tower 6, and Building C be supported by drilled caissons. Lightly loaded 

parts of Tower 6 (under the Highline) and Building C can be supported by smaller diameter mini-caissons. 

Note that NYSBC terminology varies from the NYCBC and that the NYSBC describes caissons as 

“socketed drilled shafts” and mini-caissons as “micropiles”. We will use the NYCBC nomenclature of 

“caissons” and “mini-caissons” herein.

Caissons consist of a permanent steel casing drilled through soil to bedrock, with an uncased socket 

extending into bedrock. The casing and rock socket are filled with steel reinforcing and concrete. Steel 

reinforcing may consist of rolled steel sections, built-up plate steel shapes, and/or rebar cages; however, 

we expect that use of rebar cages will be preferable because of the difficulty splicing core beams (time 

and space requirements). Caissons develop axial load capacity through a combination of peripheral 

shear resistance between the concrete and rock, and end-bearing on the rock. We recommend that the 

caisson rock sockets be proportioned assuming an allowable peripheral bond stress of 300 pounds per 

square inch (psi) for compression and 100 psi for uplift. We recommend that end bearing be ignored 

because obtaining a suitably clean bottom will be difficult at the anticipated depths (as observed in the 

test caissons). The recommended design values assume rock meeting NYCBC Class 1c or better for 

rock socket sidewalls. All rock sockets must be inspected to verify the quality of the bedrock before 

installing reinforcing steel and concreting. We recommend that verification be performed through video 

inspection with a down-the-hole camera or by drilling large diameter cores (minimum 85 mm) at the 

center axis of the caisson in conjunction with borehole geophysical logging (acoustic and/or optical 

televiewer).

Preliminary plans by MRCE indicate caissons and mini-caissons varying from 9-5/8 to 24-inch in 

diameter, with service loads up to about 980 kips, will support LIRR Building C. Caisson service loads 

and diameters for towers 5 and 6 have not been developed.

Caissons should be designed to accommodate the combined effects from axial loading and bending. 

Short caissons may be prone to develop a plastic hinge at the soil-rock interface. The shear capacity of 

such elements should be evaluated and where required, additional shear reinforcing should be provided 

or the casing should be seated deeper into rock. The effects of excess pore water pressure during 

seismic loading should be considered when evaluating the lateral capacity of the caissons by 

corresponding reductions in shear strength.

13.1.1 Caisson Load Tests

13.1.1.1 Axial Load Tests

As discussed prior, three pre-production axial load tests were performed to evaluate the potential for 

increasing the peripheral side shear in excess of the presumptive values identified in the NYCBC. 

Additional axial load tests will be required to meet the requirements of the NYCBC and substantiate the 

recommended 300-psi peripheral shear. We estimate that at least three additional tests will be required 

assuming that caissons can land within about 76,000 square feet of the site area. We recommend that 

the tests be distributed such that at least one test be performed within the footprint of each tower. 

13.1.1.2 Lateral Load Tests

Although pre-production lateral load tests were perform as part of the design additional lateral load tests 

will be required for production caissons per the NYCBC. At least two lateral load tests are required for 

each caisson diameter and to satisfy NYCBC requirements. Given the variable subsurface conditions, 

load tests should be performed in areas containing the “poorest” conditions unless additional load tests 

are performed to evaluate each area of differing subsurface conditions throughout the site. Where 

caissons of the same diameter contain differing quantities of reinforcement or have differing concrete 
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strength, the test caissons should use the least amount of reinforcement and lowest compressive strength 

of concrete to provide a lower bound envelope of the lateral capacity unless additional load tests are 

performed for each caisson material configuration. Lateral load tests must be performed in accordance 

with ASTM D3966.

13.1.2 Group Effects

The caissons should have a minimum center-to-center spacing of at least 2.5 diameters to prevent axial 

group effects. If the minimum center-to-center spacing of caissons is less than 2.5 diameters, analysis 

must be performed to determine if the axial capacity is governed by the caisson group or individual 

caissons.

Lateral group effects should be considered where caisson center to center spacing is less than six 

diameters.

13.1.3 Caisson and Mini-Caisson Drilling

Caisson installation methods must prevent loss of ground and minimize vibrations. Drilling of the 

caissons through soil can be performed using rotary or auger drilling techniques. Given the potential for 

borehole collapse within loose silty soils and bottom heave in soft clays, we recommend that temporary 

casing and a positive head of drilling fluid be maintained during drilling. Where required a mineral or 

polymer slurry should be provided to improve stability. In addition, we recommend the drill stem be kept a 

minimum of 1 foot inside the casing while drilling through overburden soils to minimize the potential for 

bottom heave or running-sand conditions. A concrete plug may be necessary to seal the casing to rock in 

areas with steeply sloping or fractured rock. 

A down-the-hole hammer will be required to efficiently drill the rock socket. Caissons should be flushed 

using water or compressed air (or other approved methods) after completing rock socket drilling to 

remove all debris from the bottom of the rock socket. Thorough cleaning of the bottom of the rock socket 

is critical for caissons designed with end-bearing. As discussed above, because of the difficulty in 

achieving a clean bottom at the anticipated socket depths over 100 feet we recommend neglecting end 

bearing in the design.

Obstructions, such as remnant foundations or bulkheads, and debris in the historical fill, should be 

anticipated throughout the site. The Contractor must consider the need for penetrating or bypassing such 

obstructions. Means to bypass the obstructions may include pre-drilling using oversized cased boreholes 

and then backfilling. We recommend that careful drilling techniques be employed to avoid disturbance of 

these materials. Pre-drilling activities to clear potential obstructions must be evaluated relative to 

possible loss of lateral resistance. We recommend that the contractor be precluded from performing predrilling in open holes below the groundwater. All pre-drilling areas should be backfilled and compacted 

with an approved material satisfactory to the geotechnical engineer. Where possible, pre-drilling should 

be performed by advancing oversized casing with the hole cleaned out and backfilled with Controlled Low 

Strength Material (CLSM) prior to withdrawal of the casing. 

13.1.4 Reinforcing Steel Splices

Deformed bar and threaded bar cages can be spliced using staggered mechanical couplers or 

conventional lap splices. We recommend that only mechanical couplers capable of developing full 

capacity of the bars be used for tension elements.

The splice connection between core beams must be capable of achieving the necessary stress and 

moment transfer at the splice depth. Splices should be milled to bear and should utilize either complete 

joint penetration (CJP) or partial joint penetration (PJP) welds as necessary. Bolted connections may 

also be considered, but such mechanical connections could inhibit constructability because the splice can 

require significant area within the caisson section, thus potentially limiting concrete flow or installation of 

concrete tremie tubes. 
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13.1.5 Centralizers

All reinforcing steel must be centered within the caisson or mini-caisson. Where rebar cages are 

implemented, centralizers should be spaced no more than 10 feet on center. Steel core beams should be 

provided with at least one centralizer at the base. The tops of core beams should be aligned at the top of 

the casing using either a template or by manual wedges.

13.1.6 Concrete Placement

Concrete should be placed as soon as possible following cleaning, and within 72 hours of inspecting the 

rock socket. If placement is delayed the socket must be reinspected. Concrete must be placed using 

tremie methods, and must be performed in a continuous operation. Concrete must consist of a flowable 

mixture and must remain workable throughout the duration of the pour. We recommend selfconsolidating concretes.

13.1.7 Foundation Settlement

Caissons and mini-caisson settlement will generally be about equal to elastic shortening.

13.1.8 Minimum Clearances (Amtrak and MTA Tunnels)

Coordination with Amtrak and the MTA will be required to determine the minimum allowable clear 

distances (lateral and vertical) between caissons or mini-caissons and tunnels. Lateral clearances to the 

No. 7 Line subway are not expected to govern as the tunnels are greater than 10 feet beyond the east 

property line.

Finite element method (FEM) analyses will be necessary to demonstrate that the caissons do not 

negatively impact the tunnels and justify the vertical location of rock socket bond zones relative to the 

existing tunnels.

The bond zones for caissons adjacent to the Gateway tunnel must be located below a theoretic influence 

line starting at the tunnel invert and projecting outward 10 feet, upward vertically 10 feet, and then upward 

at an inclination of 1V:1H. Caissons adjacent to the No. 7 Line should be assumed to have bond zones 

starting at a minimum depth of 3 feet below the top of rock.

The locations and extents of the existing tunnels must be verified in the field by the contractor’s licensed 

surveyor before drilling.

13.1.9 Plumbness Monitoring

We recommend that all caissons and mini-caissons located less than 25 feet from existing tunnels be 

monitored during construction to ensure the caissons are installed plumb. Standard construction 

tolerances dictate that the caissons deviate no more than 2 percent from vertical alignment. Where 

required, casings should be survey monitored prior to initial penetration to ensure proper vertical 

alignment. Thereafter, plumbness of the caissons should be measured incrementally during the drilling 

process using borehole geophysical methods suitable for determining azimuth and inclination (e.g. 

gyroscopic methods).

13.1.10 Bond Breaker

Bond breakers may be necessary to prevent shedding loads onto the Gateway tunnel. The specific 

requirements for bond breakers should be determined by Amtrak, and should be evaluated based on the 

actual caisson layout and loading. Bond breakers may not be necessary in areas where caissons bear 

well above tunnels founded in rock (e.g. No. 7 Line). Justification for eliminating such bond breakers is 

generally demonstrated through a finite element method analysis.
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While several methods are available to provide a bond breaker, we recommend that the specific means 

and methods be proposed by the Contractor. Conceptually, a bond breaker can be provided by: 1) 

drilling a temporarily cased oversized borehole to the intended top of rock socket; 2) installing a smaller 

bituminous coated permanent casing inside the temporary casing; 3) grouting the annulus, and removal 

of the temporary casing, and; 4) drilling the final rock socket from within the remaining permanent casing. 

Alternatively, bond breakers can be accomplished by hanging a bituminous coated pipe (isolation casing) 

within a portion of the rock socket. Often the isolation casing is supported from the reinforcing cage or 

core beam.

13.2 Floor Slabs

Floor slabs and sump pits should be designed as structural pressure slabs assuming hydrostatic uplift 

corresponding to the design flood elevation. Where possible, pressure slabs should be keyed into walls 

and should be cast with integral water-stops at all joints (PVC “dumbbells” and post-construction grouting 

tubes). Pressure slabs should be waterproofed as per the recommendations presented herein and those 

of the project waterproofing consultant.

13.3 Below Grade Walls

Any permanent below grade walls will be subjected to lateral pressures from soil, groundwater 

(hydrostatic), and surcharge loads. Restrained walls (walls that are braced against moving/rotating, such 

as basement walls) should be designed for at-rest earth pressure. The soil parameters shown in Table 4

should be used for the design of lateral earth pressure loads on restrained below grade walls.

Table 4: Below Grade Wall Soil Design Parameters (Restrained Walls)

Parameter Recommended Value

Wall Backfill: Fill

Typical Soil Unit Weight: 120 pcf

Friction Angle: 30 Degrees

Coefficient of At-Rest Earth Pressure: 0.50

Design Water Level Towers 5 and 6: Project Design Elevation, el 15 ft

Building C: As directed by LIRR 

13.4 Permanent Groundwater Control

We recommend that all walls and slabs of the towers below the design flood elevation be completely 

encapsulated using a membrane type waterproofing system, such as those manufactured by Grace 

Construction Products (GCP) Applied Technologies, Inc., Carlisle Coatings and Waterproofing, Inc., Sika 

Corporation, or Laurenco Systems, Inc. The use of bentonite waterproofing or negative-side crystalline 

waterproofing is not recommended as a means of primary waterproofing.

Horizontal waterproofing membranes should be installed on a minimum 2-inch-thick lean concrete mud 

slab placed over an approved subgrade to provide a smooth and uniform application surface. Vertically 

applied waterproofing membranes should extend up to the design flood elevation. Substrate preparation 

should be per the manufacturer’s recommendation.

Quality control is critical to a successful waterproofing project. The waterproofing installation should be 

inspected daily, especially during placement of reinforcement for the floor slabs and perimeter walls. Any 

holes or tears should be repaired in accordance with the manufacturer’s recommendations and utility 

penetrations should be carefully sealed. All seams, including separations between wall and slab 

membranes should be checked for tightness. We recommend that the waterproofing manufacturer 

inspect the waterproofing operations during construction and approve all work before placing concrete.
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14 Construction Recommendations

14.1 Excavations

Excavations will extend to about 15 to 20 feet below existing site grades for construction of the proposed 

cellars, with localized deeper pits. Additionally, we anticipate that excavation through soil will be required 

for utility relocations, and construction of pile caps and grade beams. Excavations in soil can be 

accomplished with conventional earthmoving equipment (i.e., track-hoes, etc). Obstructions such as 

remnant foundations, timber cribbing/bulkheads, abandoned and live utilities, rubble, and boulders should 

be anticipated when excavating or installing deep foundations through soils. Larger equipment may be 

required to remove obstructions. Means and methods for the removal of obstructions must be coordinated 

against the design to mitigate the potential for reducing axial or lateral capacity of foundation elements.

Temporary excavation support should be installed as per the recommendations presented herein. 

Smaller excavations (e.g. utilities, etc.) may be benched or sloped in accordance with applicable OSHA 

standards where appropriate, or use trench boxes or other temporary excavation support. 

Care must be exercised if pre-excavating to clear potential obstructions at caisson locations to avoid 

disturbance that can reduce lateral resistance of soils and ultimately reduce caisson lateral capacity. We 

recommend that the contractor be precluded from performing pre-excavation in open holes below 

groundwater. All areas of pre-excavation should be backfilled and compacted with an approved material 

satisfactory to the geotechnical engineer. Where possible, pre-excavation should be performed by 

advancing oversized casing with the hole cleaned out and backfilled with CLSM.

14.2 Temporary Excavation Support

Temporary excavation support will be required for the excavation of the core at Tower 5 and the cellars at 

Tower 6 and Building C. The excavation will extend below the groundwater table and the excavation 

support should be designed as an interlocking system extending into the clay to provide groundwater cutoff, and reduce groundwater pumping and draw down outside of the excavation limits. 

We anticipate that the excavation support system will be a combination of interlocking steel sheet piling 

with internal bracing at Building C and Tower 5 and a secant pile wall tied into the Gateway Tunnel 

excavation support system at Tower 6.

Temporary excavation support may be needed for utility relocations and construction of pile caps and tiebeams. The contractor or responsible subcontractor should design temporary construction support of 

excavation in accordance with all OSHA, local, state and federal safety regulations. 

We recommend that support of excavation be designed assuming the soil parameters provided in 

Table 5and the following minimum loading conditions:

 Braced Excavations - Free draining or dewatered walls should be designed using a uniform 

pressure distribution of 28H psf, where H is the total height of the wall. Walls that are not free 

draining or are not dewatered should also be designed using a uniform pressure of 28H psf, 

where H is the total height of the wall plus a triangular hydrostatic pressure of 62.4 psf per foot 

below the groundwater table (el 2 ft). 

 Lateral pressures from surface loads should assume vehicular loading. Surface surcharges 

should be added as an inverted triangle having a maximum pressure at the ground surface equal 

to one-half of the vertical surface load (minimum 600 psf for construction equipment). Lateral 

surcharge pressure can be reduced to zero at a depth of 15 feet below ground surface.

 Lateral pressures from adjacent structures should be determined using elastic methods and 

should be added to the above loads.
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 Temporary construction loads such as cranes and other equipment are not considered herein and 

must be assessed on a case-by-case basis.

Table 5: Soil and Groundwater Design Parameters (SOE)

Material Parameter Recommended Value

Groundwater Elevation el 2.0 ft

Fill

Moist Unit Weight 120 pcf

Friction Angle: 30 degrees

Cohesion: 0 psf

Silty Clay

Moist Unit Weight 105 pcf

Friction Angle: 0 degrees

Cohesion: 500 psf

Sand/Till

Moist Unit Weight 125 pcf

Friction Angle: 36 degrees

Cohesion: 0 psf

14.3 Temporary Construction Dewatering

The basement excavations will extend below groundwater, which was generally observed between el 2 to

-1 ft; therefore, temporary construction dewatering will be required in all excavations below el 2 ft. We 

anticipate that dewatering can be accomplished with a well-point dewatering system or a deep well 

system. The use of sumps and trench drains may be possible in localized areas provided that necessary 

draw-down is limited to less than about 4 feet.

Given the porous nature of the existing fill soils and underlying native sand soils and proximity to the 

Hudson River, significant flow rates should be expected. The contractor’s dewatering system should be 

adequate for maintaining a dry subgrade during normal operating conditions. The sheet pile excavation 

support system should be driven into the clay to help reduce lateral water flow beneath and into the base 

of the excavation. Joint sealer should be applied to the joints during driving to reduce the potential for 

water flow through the joints.

Localized excavations for utility relocation and tie-beams may be below the static groundwater level; 

therefore, temporary construction dewatering may be required. Controlling the groundwater will be critical 

in order to allow for subgrade preparation. We expect that groundwater should be controllable with sump 

pumps during foundation work.

All groundwater discharged from the site into NYC sewers will require temporary dewatering permits from 

the NYCDEP. Treatment may be required where the discharge does not meet water quality standards 

dictated by the regulatory agencies having jurisdiction.

14.4 Soil Subgrades

Floor slab, pile cap, and grade beam subgrades should be level and clear of debris, standing or frozen 

water, and other deleterious materials. Soils should be excavated with care to avoid disturbance that 

may reduce axial or lateral resistance. We recommend that the final 12 inches of excavation be 

performed with flat bladed buckets in open areas and by hand in confined areas. Subgrades should be 

protected from the effects of frost, precipitation, groundwater and surface water run-off and construction 

until concrete is cast. As such, we recommend that the Contractor limit the area of exposed subgrade to 
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prevent deterioration of the bearing conditions; however, excavations should be made large enough to 

allow passage of a compactor.

Areas disturbed by excavation and other areas found to be unacceptable should be re-compacted, or

stabilized as necessary, using geogrid or geotextiles in conjunction with compacted structural fill or

gravel. CLSM or lean concrete may also be used. The subgrade following placement of fill and 

compaction should be firm and unyielding under the weight of heavy equipment without evidence of 

rutting, pumping, or heaving. Vibratory compaction shall not be performed on soils that are not within 

2 percent of optimum moisture content. Compaction should be discontinued in the event that soils are 

observed to “pump or heave” because of wet conditions.

After compaction, subgrades should be capped with crushed stone fill. This material will help protect the 

subgrade from degradation and can be used to assist in conveyance of water during dewatering activities. 

A mud slab may also be cast to provide protection and may be required to provide a suitable substrate for 

waterproofing in building areas.

14.5 Fill Materials, Placement, and Compaction

Structural fill is expected under slabs and around foundation walls, tie-beams and pile caps. Additional fill 

should be limited to utility trenches, minor earthwork, or roadway reconstruction. Structural fill should 

consist of a well-graded durable granular material having a maximum particle size of 4 inches in any 

dimension, and no more than 10 percent fines passing the No. 200 sieve. All fill should be free of trash, 

debris, roots, vegetation, peat, or other deleterious materials and should be approved by the geotechnical 

engineer before placement. Lean concrete or controlled low-strength material (CLSM) may be 

substituted for structural fill.

Fill should be placed in uniform loose lifts not exceeding 12 inches in open areas that can be compacted 

using heavy compaction equipment, and 6 inches in confined areas where hand operated equipment is 

required. All fill should be compacted to at least 95 percent of the soil’s maximum dry density as 

determined by ASTM D1557. The water content at the time of compaction should be within a 2 percent of 

the optimum value determined by ASTM D1557. Areas which cannot be densified by compaction and 

areas containing appreciable amounts of deleterious debris (i.e. wood, organics, etc.) should be removed 

as directed by the inspecting Geotechnical Engineer and replaced with structural fill, CLSM, or lean 

concrete. All fill placement and compaction work must be performed in the presence of the inspecting 

Geotechnical Engineer.

Fill should not be placed on subgrades not inspected and approved by the geotechnical engineer. All fill 

must meet the requirements of the approved Remedial Action Work Plan (see below).

14.6 Restrictive Declaration Soil Management

The site is being developed under the oversight of the New York City Office of Environmental 

Remediation (NYCOER) pursuant to a restrictive declaration (RD). The restrictive declaration includes 

requirements for hazardous materials testing, air emissions control, and noise attenuation. Soil 

management (excavation, staging, transport, disposal and importing) must follow all requirements of the 

NYCOER-approved Remedial Action Work Plan (RAWP).

14.7 Monitoring

We recommend that a detailed monitoring program be developed and incorporated into the Contract 

Documents. Monitoring should include means to measure both structural movement and vibrations. The 

type and locations of specific monitoring equipment, threshold values, and durations should be developed 

based on review of the anticipated construction means and methods in conjunction with proximity to 

existing structures and utilities. The purpose of performing monitoring is to provide reasonable feedback 

to the contractor and engineer as to performance of the contractor with respect to protecting existing 

structures and utilities, and to assess any necessary changes to means and methods of construction.
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Specific requirements for monitoring are likely to be imposed by governing agencies including NYCDOT, 

MTACC/NYCT, Amtrak, Friends of the Highline. Critical structures which are likely to require monitoring 

include:

1. the Highline, 

2. the Eleventh Avenue viaduct,

3. the Gateway Tunnel, and

4. the MTA No. 7 Line subway.

We recommend that a dialog be established with all governing agencies before construction to determine 

specific monitoring requirements. 

The monitoring program would likely include optical surveying, seismographs (vibration monitoring), and 

crack gauges. We recommend that a plan be developed after discussion with the governing agencies 

and further development of design drawings. Given the expected duration for foundation construction, 

remote sensors capable of relaying data in real-time via wireless communications should be used. The 

monitoring plan should address means and methods for measuring ground and structural deformation, 

and vibration levels. We recommend that all monitoring be performed by a third-party consultant 

independent of the contractor; however, the contractor should reserve the right to perform additional 

monitoring. Monitoring should be performed throughout drilling, excavation and construction.

14.8 Preconstruction Conditions Documentation

We recommend that preconstruction conditions documentation be performed on any structures to remain, 

about one month prior to the start of construction. Each agency will likely require documentation of their 

facilities. This would most likely include Highline, Eleventh Avenue viaduct, Amtrak Gateway tunnel, and 

MTA No. 7 Line Extension structures. The purpose of these observations is to provide photographic and 

video documentation representative of general existing conditions and identify obvious visual deficiencies. 

The preconditions observations should also identify areas requiring specific monitoring during 

construction. Structural integrity is not addressed in such documentation. This baseline information is 

often critical in the event of future damage claims resulting from construction activities.

14.9 Special Inspections

Excavation and foundation work are subject to various Special Inspections as per the requirements 

outlined in Chapter 17 of the NYCBC and the Rules of the City of New York and any requirements of the 

LIRR. Construction activities that require geotechnical quality control inspections include installation of 

the caisson foundations, driven piles, mini-caissons, excavation, subgrades, and excavation support 

systems, backfilling, and compaction. This work must be performed under the inspection of a qualified 

geotechnical engineer. The inspecting engineer should be familiar with the subsurface conditions, as well 

as the proposed and existing construction onsite. We recommend that all inspectors meet the minimum 

requisite qualifications outlined in 1RCNY 101-06.

15 Construction Documents

Technical specifications and design drawings should incorporate the recommendations contained herein 

to ensure that subsurface conditions and other geotechnical issues at the site are adequately addressed 

in the construction documents.

We recommend that the language in foundation and earthwork specifications emphasize the potential for 

encountering buried obstructions during excavation and groundwater control with the intent of mitigating 

change-of-conditions claims arising during construction. All excavation should be assumed to be 

unclassified such that the contractor is responsible for providing the necessary performance of the 

foundation system regardless of conditions encountered.
HUDSON YARDS

HYW-TF-LAN-RPT-B-20181109 GEOTECHNICAL REPORT P A G E | 22

NOVEMBER 9, 2018

16 Owner and Contractor Responsibilities 

The Contractor is responsible for construction quality control, which includes satisfactorily constructing the 

foundation system and any associated temporary works to achieve the design intent while not adversely 

impacting or causing loss of support to neighboring property, structures, utilities, roadways, etc. 

Construction activities that can alter the existing ground conditions such as excavation, fill placement, 

foundation construction, ground improvement, pile driving/drilling, dewatering, etc. can also induce 

stresses, vibrations, and movements in nearby structures and utilities, and disturb occupants. 

Contractors are solely responsible to ensure that their activities will not adversely affect the structures and 

utilities, and will not disturb occupants. Contractors must also take all necessary measures to protect the 

existing structures, utilities, etc during construction. By using this report, the Owner agrees that Langan 

will not be held responsible for any damage to adjacent structures, utilities, etc.

The preparation and use of this report is based on the condition that the project construction contract 

between the Owner and their Contractor(s) will include: 1) Langan being added to the Project Wrap 

and/or Contractor’s General Liability insurance as an additional insured, and 2) language specifically 

stating the Foundation Contractor will defend, indemnify, and hold harmless the Owner and Langan 

against all claims related to disturbance or damage to adjacent structures, utilities, etc or properties.

17 LIMITATIONS

The conclusions and recommendations provided in this report are based on subsurface conditions 

inferred from a limited number of borings and in situ testing performed within and adjacent to the 

proposed expansion, and historic records and information provided by others.

Information on subsurface strata and groundwater levels shown on the logs represents conditions 

encountered only at the locations indicated and at the time of investigation. If different conditions are 

encountered, they should immediately be brought to our attention for evaluation as they may affect our 

recommendations.

This report has been prepared to assist the Owner in developing the site. The information in this report 

cannot be relied upon by engineers or contractors without specific permission or for adjacent properties 

that are beyond the limits of that which is the specific subject of this report.

Environmental issues (such as potentially contaminated soil and groundwater) are outside the scope of 

this study.

18 References

Baskerville, C.A. (1994) “Bedrock and Engineering Geology Maps of New York County, and parts of 

Kings and Queens Counties, New York, and parts of Bergen and Hudson Counties, New Jersey”. I-MAP 

2306, Sheets 1&2, USGS.

Bridges, W. & Maverick, P. (1811) “This map of the city of New York and island of Manhattan, as laid out 

by the commissioners appointed by the legislature, April 3d, 1807 is respectfully dedicated to the mayor, 

aldermen and commonalty thereof.” [New York: s.n] [Map] Retrieved from the Library of Congress.

Bromley, G. W. & Robinson, E. (1879) “Outline and Index Map of New York City, New York” From actual 

surveys and official records by G.W. Bromley & Co., civil engineers. Published by Geo. W. Bromley & E. 

Robinson. 82 & 84 Nassau St., New York. 1879. Entered 1879, by G.W. Bromley & Co., Washington. 

Engraved by A.H. Mueller, Walnut St., Philadelphia. Printed by F. Bourquin, S. Sixth St., Philadelphia

Perris, William (1865) “Map of the City of New York” Lionel Pincus and Princess Firyal Map Division, The 

New York Public Library. (1857 - 1862). Volume 6 Index Map 
HUDSON YARDS

HYW-TF-LAN-RPT-B-20181109 GEOTECHNICAL REPORT P A G E | 23

NOVEMBER 9, 2018

Robinson, E. (1885), Lionel Pincus and Princess Firyal Map Division, The New York Public Library.

“Outline & Index Map of New York City. Index I”

Bromley, G.W. & Bromley, W.S. (1897), Lionel Pincus and Princess Firyal Map Division, The New York 

Public Library. “Outline and Index Map of Atlas of New York City : Manhattan Island”

Viele (1865) “Sanitary & Topographical Map of the City and Island of New York” Prepared for the Council 

of Hygiene and Public Health of the Citizens Association. Under the direction of Egbert L. Viele, 

Topographical Engineer. Entered 1865 by Egbert L. Viele New York. Ferd. Mayer & Co. Lithographers, 

96 Fulton St. N.Y.

\\langan.com\data\NY\data1\170444101\Office Data\Reports\Geotechnical\Geotechnical Engineering Study\Terra Firma\HYW-TFLAN-RPT-B-20181109-Geotechnical_Report.docx

 
HUDSON YARDS

HYW-TF-LAN-RPT-B-20181109 GEOTECHNICAL REPORT P A G E | 24

NOVEMBER 9, 2018

End of Report
HUDSON YARDS

HYW-TF-LAN-RPT-B-20181109 GEOTECHNICAL REPORT

NOVEMBER 9, 2018

FIGURES
A

B

C

D

1 2 3 4

Project Drawing Title

MANHATTAN NEW YORK

WEST RAIL YARD

TERRA FIRMA

Path: \\langan.com\data\NY\data1\170444101\ArcGIS\ArcMap_Documents\Updated ArcMap Documents 170444101\Figure 1 - Site_Location_Map_Update.mxd

© 2017 Langan

Project No.

Date

Scale

Drawn By

Submission Date

Sheet 1 of 15

Drawing

170444101

7/3/2018

TKS

11/9/2018

SITE

East Yard

West Yard

.

1"=2000'

2,000 0 2,000

SCALE IN FEET

21 Penn Plaza, 360 West 31st Street, 8th Floor

New York, NY 10001-2727

T: 212.479.5400 F: 212.479.5444 www.langan.com

Langan Engineering & Environmental Services, Inc.

Langan International LLC

Collectively known as Langan

SITE LOCATION

MAP

NOTES:

BASEMAP PROVIDED BY UNITED STATES GEOLOGICAL SURVEY, 2016

HUDSON YARDS

1

Langan Engineering, Environmental, Surveying,

Landscape Architecture, and Geology, D.P.C.
WARNING:

IT IS A VIOLATION OF THE NYS EDUCATION LAW

ARTICLE 145 FOR ANY PERSON, UNLESS HE IS ACTING

UNDER THE DIRECTION OF A LICENSED

PROFESSIONAL ENGINEER, TO ALTER THIS ITEM IN

ANY WAY.

21 Penn Plaza, 360 West 31st Street, 8th Floor

New York, NY 10001

T: 212.479.5400 F: 212.479.5444 www.langan.com

© 2018 Langan

Langan Engineering, Environmental, Surveying,

Landscape Architecture and Geology, D.P.C.

Filename: \\langan.com\data\NY\data1\170444101\Cadd Data - 170444101\SheetFiles\Geotechnical Report\Dwg 2. Existing Conditions Plan.dwg Date: 11/9/2018 Time: 09:09 User: jquintana Style Table: Langan.stb Layout: ANSID-SL
A

B

C

D

1 2 3 4

Project Dra wing T itle

M ANHAT T AN NEW Y ORK

Pa th:\\la nga n.com\da ta \NY \da ta 1\170444101\ArcGIS \ArcM a p_ Documents\U pda ted ArcM a pDocuments170444101\Figure 3-Historic BridgesM a p_ U pda te.mxd

© 2017La nga n

ProjectNo.

Da te

S ca le

Dra wnBy

S ubmissionDa te

S heet3of15

Dra wing

170444101

7/3/2018

T K S

11/9/2018

SITE

East Yard

West Yard

.

1"=1000'

3

1,000 0 1,000

S CALEINFEET

21PennPla za ,360West31stS treet,8th Floor

New Y ork,NY 10001-2727

T:212.479.5400 F:212.479.5444 www.la nga n.com

La nga nEngineering &Environmenta l S ervices,Inc.

La nga nInterna tiona l LLC

Collectively knowna sLa nga n

HISTORICAL

SITE MAP

(W. BRIDGES, 1811)

NOT ES :

BAS EM APS OU RCE:BRIDGES ,W.ANDM AVERICK ,P.(1811)“M APOFT HECIT Y OF

NEW Y ORK ANDIS LANDOFM ANHAT T ANAS LAIDOU T BY T HECOM M IS S IONERS

APPOINT EDBY T HELEGIS LAT U RE,APRIL3RD,1807”.PU BLIS HEDINNEW Y ORK ,1811.

WEST RAIL YARD

TERRA FIRMA

HU DS ONY ARDS La nga nEngineering,Environmenta l,S urveying,

La ndsca pe Architecture,a nd Geology,D.P.C.
A

B

C

D

1 2 3 4

Project Drawing Title

MANHATTAN NEW YORK

Path: \\langan.com\data\NY\data1\170444101\ArcGIS\ArcMap_Documents\Updated ArcMap Documents 170444101\Figure 4 - 1859 W Perris_Update.mxd

© 2017 Langan

Project No.

Date

Scale

Drawn By

Submission Date

Sheet 4 of 15

Drawing

170444101

7/3/2018

TKS

11/9/2018

SITE

East Yard

West Yard

.

1"=300'

4

300 0 300

SCALE IN FEET

21 Penn Plaza, 360 West 31st Street, 8th Floor

New York, NY 10001-2727

T: 212.479.5400 F: 212.479.5444 www.langan.com

Langan Engineering & Environmental Services, Inc.

Langan International LLC

Collectively known as Langan

NOTES:

1. BASEMAP SOURCE: "PLATE 90: MAP BOUNDED BY WEST 32ND STREET, TENTH AVENUE,

WEST 27TH STREET, HUDSON RIVER" AND "PLATE 93: MAP BOUNDED BY WEST 37TH STREET,

TENTH AVENUE, WEST 32ND STREET, HUDSON RIVER", W. PERRIS 1859

WEST RAIL YARD

TERRA FIRMA

HUDSON YARDS

HISTORICAL

SITE MAP

(Perris, 1859) Langan Engineering, Environmental, Surveying,

Landscape Architecture, and Geology, D.P.C.
A

B

C

D

1 2 3 4

Project Drawing T itle

M ANHAT T AN NEW Y ORK

Path:\\langan.com\data\NY \data1\170444101\ArcGIS \ArcM ap_ Documents\U pdated ArcM apDocuments170444101\Figure 5-Viele M ap_ U pdate.mxd

© 2017Langan

ProjectNo.

Date

S cale

Drawn By

S ubmission Date

S heet5of16

Drawing

170444101

7/3/2018

T K S

11/9/2018

SITE

East Yard

West Yard

.

1"=1000'

5

1,000 0 1,000

S CALEINFEET

21Penn Plaza,360West31stS treet,8th Floor

New Y ork ,NY 10001-2727

T:212.479.5400 F:212.479.5444 www.langan.com

Langan Engineering &EnvironmentalS ervices,Inc.

Langan InternationalLLC

Collectivelyk nown as Langan

NOT ES :

BAS EM APS OU RCE:VIELE(1865)“S ANIT ARY ANDT OPOGRAPHICALM APOFT HE

CIT Y ANDIS LANDOFNEW Y ORK ”PREPAREDFOR T HECOU NCILOFHY GIENEAND

PU BLICHEALT HOFT HECIT IZ ENS AS S OCIAT ION.U NDER T HEDIRECT IONOF

EGBERT L.VIELE,T OPOGRAPHICALENGINEER.ENT ERED1865BY EGBERT L.

VIELENEW Y ORK .FERD.M AY ER ANDCO.LIT HOGRAPHERS ,96FU LT ONS T .N.Y .

HISTORICAL

SITE MAP

(VIELE, 1865)

WEST RAIL YARD

TERRA FIRMA

HU DS ONY ARDS Langan Engineering,Environmental,S urveying,

Landscape Architecture,and Geology,D.P.C.
A

B

C

D

1 2 3 4

Project Drawing Title

MANHATTAN NEW YORK

Path: \\langan.com\data\NY\data1\170444101\ArcGIS\ArcMap_Documents\Updated ArcMap Documents 170444101\Figure 6 - 1879 Bromley_Update.mxd

© 2017 Langan

Project No.

Date

Scale

Drawn By

Submission Date

Sheet 6 of 15

Drawing

170444101

7/3/2018

TKS

11/9/2018

SITE

East Yard

West Yard

.

1"=300' 6

300 0 300

SCALE IN FEET

21 Penn Plaza, 360 West 31st Street, 8th Floor

New York, NY 10001-2727

T: 212.479.5400 F: 212.479.5444 www.langan.com

Langan Engineering & Environmental Services, Inc.

Langan International LLC

Collectively known as Langan

NOTES:

1. BASEMAP SOURCE: "PLATE 14, PART OF WARD 20", G.W. BROMLEY, 1879.

WEST RAIL YARD

TERRA FIRMA

HUDSON YARDS

HISTORICAL

SITE MAP

(BROMLEY, 1879) Langan Engineering, Environmental, Surveying,

Landscape Architecture, and Geology, D.P.C.
A

B

C

D

1 2 3 4

Project Drawing Title

MANHATTAN NEW YORK

Path: \\langan.com\data\NY\data1\170444101\ArcGIS\ArcMap_Documents\Updated ArcMap Documents 170444101\Figure 7 - 1885 Robinson_Update.mxd

© 2017 Langan

Project No.

Date

Scale

Drawn By

Submission Date

Sheet 7 of 15

Drawing

170444101

7/3/2018

TKS

11/9/2018

SITE

East Yard

West Yard

.

1"=300'

7

300 0 300

SCALE IN FEET

21 Penn Plaza, 360 West 31st Street, 8th Floor

New York, NY 10001-2727

T: 212.479.5400 F: 212.479.5444 www.langan.com

Langan Engineering & Environmental Services, Inc.

Langan International LLC

Collectively known as Langan

NOTES:

1. BASEMAP SOURCE: "PLATE 14: BOUNDED BY W. 40TH STREET, SIXTH AVENUE,

W. 27TH STREET AND TWELFTH AVENUE." E. ROBINSON, 1885

WEST RAIL YARD

TERRA FIRMA

HUDSON YARDS

HISTORICAL

SITE MAP

(ROBINSON, 1885) Langan Engineering, Environmental, Surveying,

Landscape Architecture, and Geology, D.P.C.
A

B

C

D

1 2 3 4

Project Drawing Title

MANHATTAN NEW YORK

Path: \\langan.com\data\NY\data1\170444101\ArcGIS\ArcMap_Documents\Updated ArcMap Documents 170444101\Figure 8 - 1897 Current Shoreline_Update.mxd

© 2017 Langan

Project No.

Date

Scale

Drawn By

Submission Date

Sheet 8 of 15

Drawing

170444101

7/3/2018

TKS

11/9/2018

SITE

East Yard

West Yard

.

1"=300'

8

300 0 300

SCALE IN FEET

21 Penn Plaza, 360 West 31st Street, 8th Floor

New York, NY 10001-2727

T: 212.479.5400 F: 212.479.5444 www.langan.com

Langan Engineering & Environmental Services, Inc.

Langan International LLC

Collectively known as Langan

NOTES:

1. BASEMAP SOURCE: "PLATE 18: BOUNDED BY W. 36TH STREET, EIGHTH AVENUE,

W. 25TH STREET, (HUDSON RIVER, PIERS 55-66) THIRTEENTH AVENUE AND TWELFTH

AVENUE.", G.W. BROMLEY, 1897.

WEST RAIL YARD

TERRA FIRMA

HUDSON YARDS

HISTORICAL

SITE MAP

(BROMLEY, 1897) Langan Engineering, Environmental, Surveying,

Landscape Architecture, and Geology, D.P.C.
A

B

C

D

1 2 3 4

Project Drawing Title

MANHATTAN NEW YORK

Path: \\langan.com\data\NY\data1\170444101\ArcGIS\ArcMap_Documents\Updated ArcMap Documents 170444101\Figure 9 - Bedrock Geology Map_Update.mxd

© 2017 Langan

Project No.

Date

Scale

Drawn By

Submission Date

Sheet 9 of 15

Drawing

170444101

7/3/2018

TKS

11/9/2018

SITE

East Yard West Yard

1"=2000'

9

2,000 0 2,000

SCALE IN FEET

21 Penn Plaza, 360 West 31st Street, 8th Floor

New York, NY 10001-2727

T: 212.479.5400 F: 212.479.5444 www.langan.com

Langan Engineering & Environmental Services, Inc.

Langan International LLC

Collectively known as Langan

BEDROCK

GEOLOGY

MAP

NOTES:

BASEMAP SOURCE: "BEDROCK AND ENGINEERING GEOLOGIC MAPS OF NEW YORK COUNTY

AND PARTS OF KINGS AND QUEENS COUNTIES, NEW YORK, AND PARTS OF BERGEN AND

HUDSON COUNTIES, NEW JERSEY", BASKERVILLE, 1994

WEST RAIL YARD

TERRA FIRMA

HUDSON YARDS

.

Langan Engineering, Environmental, Surveying,

Landscape Architecture, and Geology, D.P.C.
A

B

C

D

1 2 3 4

Project Drawing Title

MANHATTAN NEW YORK

Path: \\langan.com\data\NY\data1\170444101\ArcGIS\ArcMap_Documents\Updated ArcMap Documents 170444101\Figure 10 - Bedrock Geology Map_Update.mxd

© 2017 Langan

Project No.

Date

Scale

Drawn By

Submission Date

Sheet 10 of 15

Drawing

170444101

7/3/2018

TKS

11/9/2018

SITE

East Yard

West Yard

1"=2000'

10

2,000 0 2,000

SCALE IN FEET

21 Penn Plaza, 360 West 31st Street, 8th Floor

New York, NY 10001-2727

T: 212.479.5400 F: 212.479.5444 www.langan.com

Langan Engineering & Environmental Services, Inc.

Langan International LLC

Collectively known as Langan

NOTES:

BASEMAP SOURCE: UNITED STATES GEOLOGICAL SURVEY (USGS, 1994). "BEDROCK

AND ENGINEERING GEOLOGIC MAPS OF NEW YORK COUNTY AND PARTS OF KINGS AND

QUEENS COUNTIES, NEW YORK, AND PARTS OF BERGEN AND HUDSON COUNTIES,

NEW JERSEY"

ENGINEERING

GEOLOGY

MAP

WEST RAIL YARD

TERRA FIRMA

HUDSON YARDS

.

Langan Engineering, Environmental, Surveying,

Landscape Architecture, and Geology, D.P.C.
A

B

C

D

1 2 3 4

Project Drawing Title

MANHATTAN NEW YORK

Path: \\langan.com\data\NY\data1\170444101\ArcGIS\ArcMap_Documents\Updated ArcMap Documents 170444101\Figure 11 - FEMA Map_Update.mxd

© 2017 Langan

Project No.

Date

Scale

Drawn By

Submission Date

Sheet 11 of 15

Drawing

170444101

7/3/2018

TKS

11/9/2018

SITE

East Yard

West Yard

1"=500'

11

500 0 500

SCALE IN FEET

21 Penn Plaza, 360 West 31st Street, 8th Floor

New York, NY 10001-2727

T: 212.479.5400 F: 212.479.5444 www.langan.com

Langan Engineering & Environmental Services, Inc.

Langan International LLC

Collectively known as Langan

NOTES:

BASEMAP SOURCE: FEMA FLOOD INSURANCE RATE MAP (FIRM) PANEL # 3604970069G

DATED DECEMBER 5, 2013

FEMA

PRELIMINARY

FLOOD INSURANCE

RATE MAP

WEST RAIL YARD

TERRA FIRMA

HUDSON YARDS

.

Langan Engineering, Environmental, Surveying,

Landscape Architecture, and Geology, D.P.C.
21 Penn Plaza, 360 West 31st Street, 8th Floor

New York, NY 10001

T: 212.479.5400 F: 212.479.5444 www.langan.com

© 2018 Langan

Langan Engineering, Environmental, Surveying,

Landscape Architecture and Geology, D.P.C.

Filename: \\langan.com\data\NY\data1\170444101\Cadd Data - 170444101\SheetFiles\Geotechnical Report\Dwg 12. Boring Location Plan.dwg Date: 11/9/2018 Time: 09:08 User: jquintana Style Table: Langan.stb Layout: ANSID-SL
21 Penn Plaza, 360 West 31st Street, 8th Floor

New York, NY 10001 T: 212.479.5400 F: 212.479.5444 www.langan.com © 2018 Langan

Langan Engineering, Environmental, Surveying,

Landscape Architecture and Geology, D.P.C. VERTICAL SCALE: 1"=20'. HORIZONTAL SCALE: 1"=40' SUBSURFACE PROFILE AT 105' FROM SOUTH PROPERTY LINE A ················· Filename: \\langan.com\data\NYC\data1\170444101\Cadd Data - 170444101\2D-DesignFiles\Geotechnical\WRY Report\1700444101-B-PF0102.dwg Date: 11/9/2018 Time: 09:23 User: jquintana Style Table: Langan.stb Layout: Section TF-A
Filename: \\langan.com\data\NY\data1\170444101\Cadd Data - 170444101\SheetFiles\Geotechnical Report\Dwg 14.Seismic.dwg Date: 11/9/2018 Time: 09:06 User: jquintana Style Table: Langan.stb Layout: Fig 14 - 11x17

WARNING: IT IS A VIOLATION OF THE NYS

EDUCATION LAW ARTICLE 145 FOR ANY PERSON,

UNLESS HE IS ACTING UNDER THE DIRECTION OF A

LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS

ITEM IN ANY WAY.

21 Penn Plaza, 360 West 31st Street, 8th Floor

New York, NY 10001

T: 212.479.5400 F: 212.479.5444 www.langan.com © 2018 Langan

Langan Engineering, Environmental, Surveying, Landscape Architecture and Geology, D.P.C.
Project

WARNING: IT IS A VIOLATION THE NYS EDUCATION 

LAW ARTICLE 145 FOR ANY PERSON, UNLESS HE IS 

ACTING UNER THE DIRECTION OF A LICENSED 

PROFESSIONAL ENGINEER, TO ALTER THIS ITEM IN 

ANY WAY.

MANHATTAN NEW YORK

Drawing Title Project No.

Date

Scale

Drawn By

Submission Date

Drawing No.

Sheet 15 of 15

170444103

11/9/2018

NTS

LY

11/9/2018

HUDSON YARDS

0.00

0.05

0.10

0.15

0.20

0.25

0.30

0.35

0.40

0.45

0.50

0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6 1.8 2.0

Spectral Acceleration (g)

Period T (sec)

Recommended Surface Design Acceleration Response Spectrum (x=5%)

SDS = 0.359 g

SD1 = 0.136g

T(Sec) Sa(g)

0.000 0.136

0.075 0.359

0.384 0.359

0.500 0.273

T>0.5 0.136/T
HUDSON YARDS

HYW-TF-LAN-RPT-B-20181109 GEOTECHNICAL REPORT

NOVEMBER 9, 2018

APPENDIX A

2004 and 2017 Langan Boring Logs
62

11

12 11

S-1 S-2

6" Concrete

Dark brown, SAND, some gravel, brick (Fill)

[NYCBC Class 7]

S-1: Brown, coarse to fine SAND, some silt, some

coarse to fine gravel, concrete fragments (Fill)

[NYCBC Class 7]

S-2: Dark brown, coarse to fine SAND, some silt,

concrete, trace medium to fine gravel (Fill)

[NYCBC Class 7]

SS SS

54

19

48

16

8

20

+6.4 Boring located in southwest

corner of NYDS gas station,

about 41' north of 30th Street

fence and about 27' east of

12th Avenue fence

qu (tsf) estimated from Pocket

Penetrometer

Hand auger to 5'

Plastic grid pieces at 4'

Dill to 10' using rollerbit and

water with no down pressure

Spin 4" casing to 10'

Rollerbit to 20'

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

0

Water Level (ft.)

5

Completion

Sampler Hammer

Date Finished

Undisturbed

140

Donut Drilling Foreman

11/15/04

Date Started

Casing Diameter (in)

Acker-11 Truck Rig

24 HR.

Automatic

Core

30

Weight (lbs)

Drilling Company

3 7/8" Tri-Cone Rollerbit

Casing Depth (ft)

Corry Tirro

130 ft

First

Disturbed

2" O.D. Split Spoon / 3" Shelby Tube

Warren George, Inc.

300 30

Drilling Equipment Rock Depth

Casing Hammer

128

24

Nipam Shah

Completion Depth

Number of Samples

Drop (in)

11/3/04

2

150 ft

Field Engineer

Size and Type of Bit

Drop (in)

Sampler

Weight (lbs)

3"/4" Flush Joint Steel

Elevation and Datum

20

of 7

MATERIAL

SYMBOL

Sample Description Depth

Scale

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

Project

N-Value

(Blows/ft)

10 20 30 40

G-1

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 6.9 NAVD88

Sheet 1 \\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:18:30 PM ... Report: Log - LANGAN Coring (min)

Elev.

(ft) +6.9

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

102

35

Sample Data
2

11

3

3

12 13 5 22

S-3 S-4 S-5 S-6

S-3: Brown-dark brown, coarse to fine SAND, some silt,

trace coarse to fine gravel, concrete, brick, root

fragments (Fill)

[NYCBC Class 7]

S-4: Dark brown-black, fine to medium SAND, some silt,

some fine gravel, trace shell fragments (Fill)

[NYCBC Class 7]

S-5: Dark brown-black, medium to fine SAND, some fine

gravel, trace clay, trace silt (Fill)

[NYCBC Class 7]

S-6: Dark grey, CLAY (CH), trace silt, trace shell

fragments

[NYCBC Class 4c]

SS SS SS SS

4

5

4

3

4

5

4

2

4

3

6

3

-33.1

Drilling mud additive (revert)

mixed with water

Roller bit to 25'

Spin 4" casing to 30'

Casing breaks inside hole

Missed sample 30 ft to 32 ft

due to casing problem (break

and retrieval)

Rollerbit to 35'

Rollerbit to 40'

qu=0.5 tsf

Rollerbit to 45'

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

20

Elevation and Datum

45

of 7

MATERIAL

SYMBOL

Sample Description Depth

Scale

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

Project

N-Value

(Blows/ft)

10 20 30 40

G-1

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 6.9 NAVD88

Sheet 2

\\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:18:30 PM ... Report: Log - LANGAN

Coring (min)

Elev.

(ft)

-13.1

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

8

10

8

5

Sample Data
3

3

2

3

3

11 8 13 24 19 14 11

S-7 U-1 S-8 S-9 U-2 S-10 S-11

S-7: Dark grey, CLAY (CH), trace silt, trace shell

fragments

[NYCBC Class 4c]

S-8: Dark grey, CLAY (CH), some silt, trace fine gravel,

trace shell fragments

[NYCBC Class 4c]

S-9: Dark grey, CLAY (CH), trace silt, trace shell

fragments

[NYCBC Class 4c]

S-10: Dark grey, CLAY (CH), some shell fragments

[NYCBC Class 4c]

S-11: Dark grey, CLAY (CL), some shell fragments, trace

silt

[NYCBC Class 4c]

SS UNDIST SS SS UNDIST SS SS

2

2

2

2

2

2

3

2

2

3

3

2

2

1

2

qu=0.5 tsf

Shelby tube sample attempted

45' to 47' (No recovery)

Take split spoon sample at

same depth

2nd attempt for shelby tube 47'

to 49'

qu=0.25 tsf

Rollerbit to 55'

qu=0.25 tsf

qu=0.4 tsf

Rollerbit to 70'

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

45

Elevation and Datum

70

of 7

MATERIAL

SYMBOL

Sample Description Depth

Scale

46

47

48

49

50

51

52

53

54

55

56

57

58

59

60

61

62

63

64

65

66

67

68

69

Project

N-Value

(Blows/ft)

10 20 30 40

G-1

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 6.9 NAVD88

Sheet 3

\\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:18:31 PM ... Report: Log - LANGAN

Coring (min)

Elev.

(ft)

-38.1

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

4

5

4

4

5

Sample Data
3

2

1

1

6

23 12 24 24 24

S-12 S-13 S-14 S-15 S-16

S-12: Dark grey, CLAY (CL), trace shell fragments

[NYCBC Class 4c]

S-13: Dark grey, silty CLAY (CL), trace shell fragments

[NYCBC Class 4c]

S-14: Dark grey, silty CLAY (CL), trace shell fragments

[NYCBC Class 4c]

S-15: Dark grey, silty CLAY (CL), trace fine sand, trace

shell fragments

[NYCBC Class 6]

S-16: Grey, clayey SILT (ML), some fine sand, trace shell

fragments

[NYCBC Class 5b]

SS SS SS SS SS

3

2

2

WOR

3

3

3

2

1

8

2

WOR

1

WOR

2

-83.1

-88.1

qu=0.15 tsf

Rollerbit to 75'

qu=0.25 tsf

Rollerbit to 80'

Rollerbit to 85'

Rollerbit to 90'

Rollerbit to 95'

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

70

Elevation and Datum

95

of 7

MATERIAL

SYMBOL

Sample Description Depth

Scale

71

72

73

74

75

76

77

78

79

80

81

82

83

84

85

86

87

88

89

90

91

92

93

94

Project

N-Value

(Blows/ft)

10 20 30 40

G-1

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 6.9 NAVD88

Sheet 4

\\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:18:31 PM ... Report: Log - LANGAN

Coring (min)

Elev.

(ft)

-63.1

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

6

5

4

11

Sample Data
13

14

7

WOR

15

20 24 10 0 1

S-17 S-18 S-19 S-20 S-21

S-17: Grey, fine SAND (SM), some silt, trace shell

fragments

[NYCBC Class 3b]

S-18: Gray fine SAND (SM), some silt, trace shell

fragments

[NYCBC Class 3b]

S-19: Grey, fine SAND (SM), some silt, trace fine gravel,

trace shell fragments

[NYCBC Class 6]

S-20:NO RECOVERY.

GRAVEL IN SPOON TIP.

S-21: Grey, fine SAND (SM), some silt, trace rock

fragments

[NYCBC Class 3b]

SS SS SS SS SS

3

6

3

WOR

8

10

12

4

WOR

9

3

5

3

WOR

6

Rollerbit to 100'

Spin 3" casing to 100'

Rollerbit to 105'

Rollerbit to 110'

Rollerbit to 115'

Rollerbit to 120'

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

95

Elevation and Datum

120

of 7

MATERIAL

SYMBOL

Sample Description Depth

Scale

96

97

98

99

100

101

102

103

104

105

106

107

108

109

110

111

112

113

114

115

116

117

118

119

Project

N-Value

(Blows/ft)

10 20 30 40

G-1

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 6.9 NAVD88

Sheet 5

\\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:18:31 PM ... Report: Log - LANGAN

Coring (min)

Elev.

(ft)

-88.1

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

13

18

7

17

Sample Data
12

12 8 REC=60''/60'' =100% REC=60''/60'' =100% REC=60''/60'' =100%

S-22 S-24 C-1 C-2 C-3

S-22: Dark grey-grey, fine SAND (SM), some silt, trace

wood fragments, trace fine gravel

[NYCBC Class 3b]

S-24: Grey-brown, medium to fine SAND (SM), some silt,

some fine gravel, trace rock fragments (Glacial Till)

[NYCBC Class 3a]

C-1: Grey-black, mica SCHIST, rough, moderately

weathered to highly weathered, moderately to highly

fractured, fine to medium grained, strong rock, very

closely to widely spaced fractures.

[NYCBC Class 1b]

Clay coated fracture 134' to 135'

C-2: Grey, mica SCHIST, rough, moderately weathered to

highly weathered, moderately to highly fractured, fine to

medium grained, strong rock, very closely fractured.

[NYCBC Class 1b]

137' to 138.9' white granitic pegmatite zone with highly

fractured joints

C-3: Grey-black, mica SCHIST, rough, moderately

weathered to highly weathered, moderately to highly

fractured, fine to medium grained, strong rock, very

closely to widely spaced fractures.

[NYCBC Class 1b]

SS SS NX CORE BARREL NX CORE BARREL NX CORE BARREL

7

22

10

100/1"

6

6

RQD=44''/60'' =73% RQD=36''/60'' =60% RQD=35''/60'' =58%

S-23 SS 0 100/0"

8

7

6

6

6

8

8

7

7

7

8

8

8

7

-117.1

-123.1

-127.1

-128.1

Rollerbit to 125'

Rig chattering and hard drilling

124' to 125' (Boulder)

Spin 3" casing to 125'

Drill through boulder and spin

casing to 128'

Top of rock at 130'

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

120

Elevation and Datum

145

of 7

MATERIAL

SYMBOL

Sample Description Depth

Scale

121

122

123

124

125

126

127

128

129

130

131

132

133

134

135

136

137

138

139

140

141

142

143

144

Project

N-Value

(Blows/ft)

10 20 30 40

G-1

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 6.9 NAVD88

Sheet 6

\\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:18:32 PM ... Report: Log - LANGAN

Coring (min)

Elev.

(ft)

-113.1

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

17

100/0"

100/1"

Sample Data
REC=42''/48'' =88%

C-3 C-4

C-4: Grey-white, mica SCHIST, rough moderately to

highly fractured, fine to medium grained, strong rock,

closely to widely spaced fractures.

[NYCBC Class 1b]

End of boring at 150'

NX CORE BARREL

RQD=24''/48'' =50%

7

8

8

7

8

-143.1 Borehole backfilled with

cuttings and surface patched

upon completion

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

145

Elevation and Datum

170

of 7

MATERIAL

SYMBOL

Sample Description Depth

Scale

146

147

148

149

150

151

152

153

154

155

156

157

158

159

160

161

162

163

164

165

166

167

168

169

Project

N-Value

(Blows/ft)

10 20 30 40

G-1

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 6.9 NAVD88

Sheet 7

\\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:18:32 PM ... Report: Log - LANGAN

Coring (min)

Elev.

(ft)

-138.1

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

Sample Data
36

4

6

12 3 6

S-1 S-2 S-3

3" Concrete Slab

S-1: Dark brown, medium to fine SAND, some fine gravel,

trace brick (Fill)

[NYCBC Class 7]

S-2: Brick fragments, some silty sand (Fill)

[NYCBC Class 7]

S-3: Brown, medium to fine SAND, some silt, trace rock

fragments (Fill)

[NYCBC Class 7]

SS SS SS

23

5

8

27

6

5

15

4

10

+22.0 Boring located on 11th Avenue

sidewalk, about 67' north of

30th Street

Drill to 6' with rollerbit and

water with no down pressure

qu (tsf) estimated from Pocket

Penetrometer

Install 4" casing to 4'

Rollerbit to 10'

Install 4" casing to 9'

Clean to 10'

Mix revert

Rollerbit to 15'

Rollerbit to 20'

Install 4" casing to 14'

Clean to 20'

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

0

Water Level (ft.)

4

Completion

Sampler Hammer

Date Finished

Undisturbed

140

Donut Drilling Foreman

10/25/04

Date Started

Casing Diameter (in)

DK-50 Track Rig

24 HR.

Donut

Core

30

Weight (lbs)

Drilling Company

3 7/8" Tri-Cone Rollerbit

Casing Depth (ft)

Robert Ware

41 ft

First

Disturbed

2" O.D. Split Spoon

Warren George, Inc.

300 30

Drilling Equipment Rock Depth

Casing Hammer

41

8

Juan Pinzon

Completion Depth

Number of Samples

Drop (in)

10/22/04

0

61 ft

Field Engineer

Size and Type of Bit

Drop (in)

Sampler

Weight (lbs)

3"/4" Flush Joint Steel

Elevation and Datum

20

of 3

MATERIAL

SYMBOL

Sample Description Depth

Scale

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

Project

N-Value

(Blows/ft)

10 20 30 40

G-15

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 22.2 NAVD88

Sheet 1 \\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:18:38 PM ... Report: Log - LANGAN Coring (min)

Elev.

(ft) +22.2

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

50

11

13

Sample Data
1

9

3

5

16 5 6 24 11 REC=55''/60'' =92%

S-4 S-5 S-6 S-7 S-8 C-1

S-4: Brown-grey, medium to fine silty SAND, trace fine

gravel, trace brick fragments (Fill)

[NYCBC Class 7]

S-5: Grey, medium to fine SAND, some silt, some fine

gravel, trace brick (Fill)

[NYCBC Class 7]

S-6: Dark grey, silty CLAY (CH), trace fine sand, trace

shell fragments

[NYCBC Class 4c]

S-7: Dark grey, silty CLAY (CH), trace fine sand, trace

shell fragments

[NYCBC Class 4c]

S-8: Very dense, brown, medium to fine silty SAND (SM),

some clay, some fine gravel

[NYCBC Class 3a]

C-1: Grey, fractured mica SCHIST, Hard, slightly

weathered joints, some iron stained joints, foliation dip:

40-60 degrees

[NYCBC Class 1b]

SS SS SS SS SS NX CORE BARREL

1

5

4

4

12

2

6

3

4

100/0"

WOH

6

5

4

9

RQD=42''/60'' =70%

2.5

5

4

4

-7.8

-16.8

-18.8

Push 4" casing to 19'

Rollerbit to 25'

Rollerbit to 30'

Rollerbit to 35'

qu=0.5 tsf

WC=59.1 , LL=64 , PL=26

Organic Content = 4.4%

(burnoff)

Rollerbit to 40'

Spoon refusal/bouncing at 41'

Push 3" casing to 29', spin to

40'

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

20

Elevation and Datum

45

of 3

MATERIAL

SYMBOL

Sample Description Depth

Scale

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

Project

N-Value

(Blows/ft)

10 20 30 40

G-15

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 22.2 NAVD88

Sheet 2

\\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:18:38 PM ... Report: Log - LANGAN

Coring (min)

Elev.

(ft) +2.2

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

3

11

7

8

100/0"

Sample Data
REC=60''/60'' =100% REC=60''/60'' =100% REC=58''/60'' =97%

C-1 C-2 C-3 C-4

Granitic PEGMATITE from 45' to 46'

C-2: Grey, fractured mica SCHIST, hard, slightly

weathered joints

[NYCBC Class 1b]

PEGMATITE from 46' to 46.3' and 49' to 49.8'

C-3: Grey, slightly fractured mica SCHIST, hard, slightly

weathered joints, foliation dip: 30-60 degrees

[NYCBC Class 1a]

C-4: Grey, sound mica SCHIST, hard, mechanical

fractures along foliation, foliation dip: 50-60 degrees

[NYCBC Class 1a]

End of boring at 61'

NX CORE BARREL NX CORE BARREL NX CORE BARREL

RQD=38''/60'' =63% RQD=60''/60'' =100% RQD=58''/60'' =97%

3.5

5

4

5.5

5.5

4.5

5

5

5.5

5

5.5

5

5.5

5.5

5

5

-38.8 Borehole backfilled with

cuttings and surface patched

upon completion

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

45

Elevation and Datum

70

of 3

MATERIAL

SYMBOL

Sample Description Depth

Scale

46

47

48

49

50

51

52

53

54

55

56

57

58

59

60

61

62

63

64

65

66

67

68

69

Project

N-Value

(Blows/ft)

10 20 30 40

G-15

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 22.2 NAVD88

Sheet 3

\\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:18:39 PM ... Report: Log - LANGAN

Coring (min)

Elev.

(ft)

-22.8

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

Sample Data
5

8

6 6

S-1 S-2

9" Concrete

Black, fine to coarse SAND and GRAVEL, some cobbles,

trace brick, dry (Fill)

[NYCBC Class 7]

S-1: Black, medium to fine silty SAND, some rock

fragments (Fill)

[NYCBC Class 7]

S-2: Black, GRAVEL, brick fragments, some medium to

fine sand (Fill)

[NYCBC Class 7]

SS SS

4

3

5

4

4

5

+6.4

Boring located in northeast

corner of NYDS gas station,

about 95' east of 12th Avenue

and 130' north of 30th Street

qu (tsf) estimated from Pocket

Penetrometer

Rollerbit to 6' with water and

no down pressure

Drive 4" casing to 10'

Rollerbit to 10'

Rollerbit to 15'

Drive 4" casing to 15'

Rollerbit to 20'

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

0

Water Level (ft.)

4

Completion

Sampler Hammer

Date Finished

Undisturbed

140

Donut Drilling Foreman

11/2/04

Date Started

Casing Diameter (in)

Acker-11 Truck Rig

24 HR.

Donut

Core

30

Weight (lbs)

Drilling Company

3 7/8" Tri-Cone Rollerbit

Casing Depth (ft)

Corry Tirro

123 ft

First

Disturbed

2" O.D. Split Spoon / 3" Shelby Tube

Warren George, Inc.

300 30

Drilling Equipment Rock Depth

Casing Hammer

123

23

S. Daripally / Nipam Shah

Completion Depth

Number of Samples

Drop (in)

10/27/04

3

143 ft

Field Engineer

Size and Type of Bit

Drop (in)

Sampler

Weight (lbs)

3"/4" Flush Joint Steel

Elevation and Datum

20

of 6

MATERIAL

SYMBOL

Sample Description Depth

Scale

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

Project

N-Value

(Blows/ft)

10 20 30 40

G-17

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 7.1 NAVD88

Sheet 1 \\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:18:43 PM ... Report: Log - LANGAN Coring (min)

Elev.

(ft) +7.1

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

9

7

Sample Data
15

8

7

4

8 5 8 0 24

S-3 S-4 S-5 S-6 S-7

S-3: Black GRAVEL, some coarse to fine sand, trace

wood, trace brick (Fill)

[NYCBC Class 7]

S-4: Black GRAVEL, some coarse to fine sand, some silt,

trace fine gravel (Fill)

[NYCBC Class 7]

S-5: Black medium to fine SAND, some silt, rock

fragments, trace wood (Fill)

[NYCBC Class 7]

S-6: No recovery

S-7: Black-grey, organic silty CLAY (OH), trace fine sand,

trace wood

[NYCBC Class 4c]

SS SS SS SS SS

8

5

11

2

19

9

11

4

100/2"

14

8

15

44

2

-29.9

Drive 4" casing to 20'

Rollerbit to 25'

Drive 4" casing to 25'

Rollerbit to 30'

Rig chatter at 29'

Drive 4" casing to 30'

Rollerbit to 35'

Hard drilling - (1.5' boulder)

Drive 4" casing to 40'

Rollerbit to 45'

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

20

Elevation and Datum

45

of 6

MATERIAL

SYMBOL

Sample Description Depth

Scale

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

Project

N-Value

(Blows/ft)

10 20 30 40

G-17

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 7.1 NAVD88

Sheet 2

\\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:18:44 PM ... Report: Log - LANGAN

Coring (min)

Elev.

(ft)

-12.9

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

27

14

22

100/2"

6

Sample Data
3

3

5

3

3

4

6 24 24 24 0 24 6 24

S-8 S-9 U-1 S-10 U-2 S-11 S-12 S-13

S-8: Dark grey, organic silty CLAY (OH), some shell

fragments

[NYCBC Class 4c]

S-9: Dark grey, organic silty CLAY (OH), some shell

fragments

[NYCBC Class 4c]

S-10: Dark grey, CLAY (CL), some shell fragments, trace

silt

[NYCBC Class 4c]

S-11: Dark grey, silty CLAY (CL), trace fine sand, trace

shell fragments

[NYCBC Class 4c]

S-12: Dark grey, organic silty CLAY (CL), trace fine sand,

trace shell fragments

[NYCBC Class 4c]

S-13: Dark grey, silty CLAY (CH), trace shell fragments

[NYCBC Class 6]

SS SS UNDIST SS UNDIST SS SS SS

2

1

3

3

3

1

4

3

4

3

2

2

3

2

3

3

2

2

-46.9

qu=0.5 tsf

Add revert to wash

Rollerbit to 50'

qu=0.4 tsf

Rollerbit to 52'

qu=0.75 tsf

Rollerbit to 56'

qu=0.5 tsf

Shelby tube attempted at 60',

no recovery

Take spoon instead

Rollerbit to 65'

qu=1 tsf

Rollerbit to 70'

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

45

Elevation and Datum

70

of 6

MATERIAL

SYMBOL

Sample Description Depth

Scale

46

47

48

49

50

51

52

53

54

55

56

57

58

59

60

61

62

63

64

65

66

67

68

69

Project

N-Value

(Blows/ft)

10 20 30 40

G-17

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 7.1 NAVD88

Sheet 3

\\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:18:44 PM ... Report: Log - LANGAN

Coring (min)

Elev.

(ft)

-37.9

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

6

4

7

6

5

3

Sample Data
4

3

3

16

11

15 24 24 18 24 24

S-14 S-15 S-16 U-3 S-17 S-18

S-14: Dark grey, silty CLAY (CL), some shell fragments

[NYCBC Class 4c]

S-15: Dark grey, silty CLAY (CL), some shell fragments

[NYCBC Class 4c]

S-16: Dark grey, silty CLAY (CH), some f sand, trace shell

fragements

[NYCBC Class 6]

S-17: Dark grey, silty CLAY (CL), some fine sand, trace

shell fragments

[NYCBC Class 4b]

S-18: Dark grey, silty CLAY (CL), some fine sand, trace

shell fragments

[NYCBC Class 4c]

SS SS SS UNDIST SS SS

3

3

WOH

5

3

4

2

2

9

5

3

WOH

WOH

4

2

qu=1.25 tsf

Rollerbit to 75'

qu=0.75 tsf

Rollerbit to 80'

WC=27.1 , LL=27 , PL=14

qu=0.25 tsf

Rollerbit to 90'

qu=0.25 tsf

Rollerbit to 95'

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

70

Elevation and Datum

95

of 6

MATERIAL

SYMBOL

Sample Description Depth

Scale

71

72

73

74

75

76

77

78

79

80

81

82

83

84

85

86

87

88

89

90

91

92

93

94

Project

N-Value

(Blows/ft)

10 20 30 40

G-17

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 7.1 NAVD88

Sheet 4

\\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:18:45 PM ... Report: Log - LANGAN

Coring (min)

Elev.

(ft)

-62.9

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

7

5

14

8

Sample Data
9

16

6

10

8

24 2 24 24 24

S-19 S-20 S-21 S-22 S-23

S-19: Dark grey, silty CLAY (CL), some fine sand, trace

shell fragments

[NYCBC Class 4c]

S-20: Dark grey, silty CLAY (CL), some fine sand, trace

shell fragements

[NYCBC Class 4b]

S-21: Dark grey, silty CLAY (CL), some fine sand, trace

shell fragments

[NYCBC Class 4c]

S-22: Dark grey, clayey SILT (ML), trace fine sand, wood

fragments

[NYCBC Class 5b]

S-23: Dark grey, clayey SILT (ML), some fine sand, wood

fragments

[NYCBC Class 6]

SS SS SS SS SS

3

8

WOR

5

3

4

13

6

8

6

1

5

WOR

6

5

-102.9

-111.9

qu=0.25 tsf

Rollerbit to 100'

Rollerbit to 105'

qu=0.6 tsf

Rollerbit to 110

Rollerbit to 115'

Rig chatter at 119'

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

95

Elevation and Datum

120

of 6

MATERIAL

SYMBOL

Sample Description Depth

Scale

96

97

98

99

100

101

102

103

104

105

106

107

108

109

110

111

112

113

114

115

116

117

118

119

Project

N-Value

(Blows/ft)

10 20 30 40

G-17

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 7.1 NAVD88

Sheet 5

\\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:18:45 PM ... Report: Log - LANGAN

Coring (min)

Elev.

(ft)

-87.9

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

7

21

13

9

Sample Data
REC=60''/60'' =100% REC=60''/60'' =100% REC=60''/60'' =100% REC=59''/60'' =98%

C-1 C-2 C-3 C-4

C-1: Greyish black, mica SCHIST, pegmatite from

123'-124', slightly weathered, slightly fractured, close to

wide fracture spacing, strong rock, medium to fine grained

[NYCBC Class 1a]

C-2: Grey, granitic PEGMATITE, slightly weathered,

slightly fractured, very wide fracture spacing, very strong

rock, fine to medium grained, iron-oxide straining at 129'

[NYCBC Class 1a]

C-3: Grey, granitic PEGMATITE, slightly weathered

except lightly weathered at 135'-137', slightly fractured

except highly fractured 135'-137', close to very close

fracture spacing, strong rock, fine to medium grained,

chloride staining at 134'-137'

[NYCBC Class 1b]

C-4: Grey, granitic PEGMATITE, moderately weathered

except highly weathered at 137'-138', moderately

fractured, close to wide fracture spacing, very strong rock,

fine grained, chloride staining at 138' and 142'

[NYCBC Class 1b]

End of boring at 143'

NX2 CORE BARREL NX2 CORE BARREL NX2 CORE BARREL NX2 CORE BARREL

RQD=54''/60'' =90% RQD=60''/60'' =100% RQD=37''/60'' =62% RQD=47''/60'' =78%

7

6

5

7

8

8

9

8

3

9

8

9

10

10

10

12

12

15

14

-115.9

-135.9

Spin 3" casing to 123'

Core barrel jammed at 132.25'

Core barrel jammed at 141.75'

Borehole backfilled with

cuttings and surface patched

upon completion

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

120

Elevation and Datum

145

of 6

MATERIAL

SYMBOL

Sample Description Depth

Scale

121

122

123

124

125

126

127

128

129

130

131

132

133

134

135

136

137

138

139

140

141

142

143

144

Project

N-Value

(Blows/ft)

10 20 30 40

G-17

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 7.1 NAVD88

Sheet 6

\\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:18:45 PM ... Report: Log - LANGAN

Coring (min)

Elev.

(ft)

-112.9

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

Sample Data
6

2

1

5 9 3

S-1 S-2 S-3

5" Asphalt

S-1: Dark brown, fine to coarse GRAVEL, some wood

fragments, trace ceramics (Fill)

[NYCBC Class 7]

S-2: Grey-brown, clayey SILT, some fine gravel, trace

brick fragments (Fill)

[NYCBC Class 7]

S-3: Dark brown, sandy SILT, some clay, trace gravel

(Fill)

[NYCBC Class 7]

SS SS SS

7

2

1

13

2

WOH

4

1

4

+6.8 Boring located in Greyhound,

about 14' east of operations

building and 12' south of

trench drain

"Use rollerbit with water and

no down pressure to drill to 2'

Hard material at 2', hand auger

to 2.5'"

Cobble obstruction at 2.5',

rollerbit through

Hand auger to concrete

obstruction at 4.5'

Rollerbit through obstruction,

use no pressure to 6'

Rollerbit to 10'

Rollerbit to 15'

Rollerbit to 20'

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

0

Water Level (ft.)

4

Completion

Sampler Hammer

Date Finished

Undisturbed

140

Donut Drilling Foreman

11/10/04

Date Started

Casing Diameter (in)

CME 55 Truck Rig

24 HR.

Donut

Core

30

Weight (lbs)

Drilling Company

3 7/8" Tri-Cone Rollerbit

Casing Depth (ft)

Robert Ware

92 ft

First

Disturbed

2" O.D. Split Spoon / 3" Shelby Tube

Warren George, Inc.

300 30

Drilling Equipment Rock Depth

Casing Hammer

90

16

Stuart Knoop

Completion Depth

Number of Samples

Drop (in)

11/8/04

2

112 ft

Field Engineer

Size and Type of Bit

Drop (in)

Sampler

Weight (lbs)

3"/4" Flush Joint Steel

Elevation and Datum

20

of 5

MATERIAL

SYMBOL

Sample Description Depth

Scale

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

Project

N-Value

(Blows/ft)

10 20 30 40

G-19

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 7.2 NAVD88

Sheet 1 \\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:18:50 PM ... Report: Log - LANGAN Coring (min)

Elev.

(ft) +7.2

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

20

4

Sample Data
20

21

3

2

6 2 2 22 24

S-4 S-5 S-6 S-7 S-8

S-4: Dark grey, silty CLAY, trace fine gravel (Fill)

[NYCBC Class 7]

S-5: No recovery

S-6: Grey-brown, fine to coarse SAND, some fine gravel,

some mica, rock fragements (Fill)

[NYCBC Class 7]

S-7: Dark grey, CLAY (OH), some organics, trace silt,

trace shell fragments

[NYCBC Class 4c]

S-8: Dark grey, CLAY (CH), trace silt, trace shell

fragments

[NYCBC Class 4b]

SS SS SS SS SS

WOH

82

2

3

WOH

11

2

4

100/0"

1

11

31

WOH

3

-26.8

-32.8

Rollerbit to 25'

Cobble at 25.5'

Rollerbit through cobble

Spin 4" casing to 30'

Rollerbit to 30'

Rollerbit to 35'

Hard drilling 30-34'

Spin 4" casing to 35'

WC=57.7 , LL=77 , PL=28

Organic Content = 5.9.%

(burnoff)

Spin 4" casing to 40'

Rollerbit to 40'

Rollerbit to 45'

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

20

Elevation and Datum

45

of 5

MATERIAL

SYMBOL

Sample Description Depth

Scale

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

Project

N-Value

(Blows/ft)

10 20 30 40

G-19

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 7.2 NAVD88

Sheet 2

\\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:18:50 PM ... Report: Log - LANGAN

Coring (min)

Elev.

(ft)

-12.8

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

100/0"

93

4

7

Sample Data
1

1

2

24 21 24 24 24

S-9 U-1 S-10 U-2 S-11

S-9: Dark grey, organic CLAY (CH), trace silt, trace shell

fragments

[NYCBC Class 6]

S-10: Dark grey, organic CLAY (CH), trace silt, trace shell

fragments

[NYCBC Class 6]

S-11: Dark grey, organic clayey SILT (ML) with clay

lenses, trace shell fragments

[NYCBC Class 6]

SS UNDIST SS UNDIST SS

1

1

2

2

2

1

WOH

WOH

2

Rollerbit to 50'

Rollerbit to 55'

Rollerbit to 60'

WC=43.3 , LL=43 , PL=19

Rollerbit to 65'

Rollerbit to 70'

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

45

Elevation and Datum

70

of 5

MATERIAL

SYMBOL

Sample Description Depth

Scale

46

47

48

49

50

51

52

53

54

55

56

57

58

59

60

61

62

63

64

65

66

67

68

69

Project

N-Value

(Blows/ft)

10 20 30 40

G-19

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 7.2 NAVD88

Sheet 3

\\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:18:51 PM ... Report: Log - LANGAN

Coring (min)

Elev.

(ft)

-37.8

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

3

3

3

Sample Data
WOH

4

9

18

19 24 24 22 23 REC=42''/60'' =70%

S-12 S-13 S-14 S-15 S-16 C-1

S-12: Dark grey, organic CLAY (CL), some silt, trace shell

fragments

[NYCBC Class 6]

S-13: Dark grey, silty fine SAND (SM), trace clay, shell

fragments, wood, silty clay lenses

[NYCBC Class 6]

S-14: Dark grey, silty fine SAND (SM), trace clay, trace

shell fragments

[NYCBC Class 6]

S-15: Dark grey, clayey SILT (ML), trace fine sand, wood

fragments, shell fragments

[NYCBC Class 5b]

S-16: Dark grey, silty CLAY (CH), trace fine sand, trace

wood and shell fragments

[NYCBC Class 4c]

C-1: Grey-white, quartz-muscovite-feldspar SCHIST with

~5" layers (apophasies) of brown-black

biotite-chlorite-garnet schist (~20%), qtz schist is hard,

biotite schist is medium hard - foliation at 60 degrees,

fractures are generally fresh, with oxide

[NYCBC Class 1c]

SS SS SS SS SS NX CORE BARREL

WOR

WOH

2

10

3

WOH

7

2

11

4

100/5"

WOR

WOH

5

7

WOHRQD=26''/60'' =43%

5

5

5

-67.8

-76.8

-84.8

Rollerbit to 75'

Rollerbit to 80'

Rollerbit to 85'

Rollerbit to 90'

Push 3" casing to 90'WC=42.1

, LL=52 , PL=20

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

70

Elevation and Datum

95

of 5

MATERIAL

SYMBOL

Sample Description Depth

Scale

71

72

73

74

75

76

77

78

79

80

81

82

83

84

85

86

87

88

89

90

91

92

93

94

Project

N-Value

(Blows/ft)

10 20 30 40

G-19

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 7.2 NAVD88

Sheet 4

\\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:18:51 PM ... Report: Log - LANGAN

Coring (min)

Elev.

(ft)

-62.8

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

4

21

7

Sample Data
REC=53''/60'' =88% REC=60''/60'' =100% REC=58''/60'' =97%

C-1 C-2 C-3 C-4

C-2: Green-black biotite-chlorite-garnet SCHIST, medium

hard

[NYCBC Class 1b]

99'-100' Grey-white quartz-muscovite-feldspar SCHIST

(as above)

Green-black biotite-chlorite-garnet SCHIST, foliation at

~60 degrees, parallel foliation

C-3: Green-black biotite-chlorite-garnet SCHIST, with 2"

grey-white schist lenses (as above)

[NYCBC Class 1a]

C-4: Green-black biotite-chlorite-garnet SCHIST

[NYCBC Class 1a]

Grey-white quarts-muscovite-feldspar SCHIST seam from

108-109'

End of boring at 112'

NX CORE BARREL NX CORE BARREL NX CORE BARREL

RQD=50''/60'' =83% RQD=60''/60'' =100% RQD=58''/60'' =97%

5

4

5

5

5

6

4

5

6

4

4

6

3

3

3

3

4

-104.8

Diffuse granitic texture

97'-97.5'

Borehole backfilled with

cuttings and surface patched

upon completion

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

95

Elevation and Datum

120

of 5

MATERIAL

SYMBOL

Sample Description Depth

Scale

96

97

98

99

100

101

102

103

104

105

106

107

108

109

110

111

112

113

114

115

116

117

118

119

Project

N-Value

(Blows/ft)

10 20 30 40

G-19

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 7.2 NAVD88

Sheet 5

\\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:18:51 PM ... Report: Log - LANGAN

Coring (min)

Elev.

(ft)

-87.8

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

Sample Data
31

12

5

3 6 3

S-1 S-2 S-3

8" Asphalt

S-1: Brown-grey, medium to fine SAND, some coarse

gravel, trace concrete fragments (Fill)

[NYCBC Class 7]

S-2: Grey-black, medium to fine SAND, trace coarse

gravel, trace brick fragments - stained, petroleum odor

(Fill)

[NYCBC Class 7]

S-3: Grey-black, clayey SILT, trace fine gravel, trace

wood, trace brick fragments (Fill)

[NYCBC Class 7]

SS SS SS

36

25

16

30

17

7

22

22

3

+7.2

-10.6

Boring located in Greyhound

parking, about 115' north of

30th Street and 450' east of

12th Avenue

qu (tsf) estimated from Pocket

Penetrometer

Use rollerbit and water with no

down pressure to 6'

Spin 4" casing to 10'

Rollerbit to 10'

Petroleum odor

Spin/push 4" casing to 15'

Rollerbit to 15'

Rollerbit to 20'

Wash change to dark grey

~18'

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

0

Water Level (ft.)

4

Completion

Sampler Hammer

Date Finished

Undisturbed

140

Donut Drilling Foreman

11/16/04

Date Started

Casing Diameter (in)

CME 55 Truck Rig

24 HR.

Donut

Core

30

Weight (lbs)

Drilling Company

3 7/8" Tri-Cone Rollerbit

Casing Depth (ft)

Robert Ware

51 ft

First

Disturbed

2" O.D. Split Spoon / 3" Shelby Tube

Warren George, Inc.

300 30

Drilling Equipment Rock Depth

Casing Hammer

51

8

Stuart Knoop

Completion Depth

Number of Samples

Drop (in)

11/15/04

2

71 ft

Field Engineer

Size and Type of Bit

Drop (in)

Sampler

Weight (lbs)

3"/4" Flush Joint Steel

Elevation and Datum

20

of 4

MATERIAL

SYMBOL

Sample Description Depth

Scale

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

Project

N-Value

(Blows/ft)

10 20 30 40

G-20

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 7.9 NAVD88

Sheet 1 \\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:18:55 PM ... Report: Log - LANGAN Coring (min)

Elev.

(ft) +7.9

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

66

42

23

Sample Data
1

WOH

2

18 21 22 24 24

S-4 U-1 S-5 U-2 S-6

S-4: Dark grey, organic CLAY (OH)

[NYCBC Class 6]

S-5: Dark grey, organic silty CLAY (OH), some shell

fragments

[NYCBC Class 6]

S-6: Dark grey, organic silty CLAY (OH), trace shell

fragments - strong organic odor

[NYCBC Class 6]

SS UNDIST SS UNDIST SS

WOH

WOH

1

WOH

WOH

1

WOH

WOH

WOH

qu=0.25 tsf

Push 4" casing to 20'

Rollerbit to 25'

Rollerbit to 30'

Rollerbit to 35'

Push 4" casing to 40'

Rollerbit to 40'

qu=0.25 tsf

Rollerbit to 45'

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

20

Elevation and Datum

45

of 4

MATERIAL

SYMBOL

Sample Description Depth

Scale

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

Project

N-Value

(Blows/ft)

10 20 30 40

G-20

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 7.9 NAVD88

Sheet 2

\\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:18:56 PM ... Report: Log - LANGAN

Coring (min)

Elev.

(ft)

-12.1

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

2

Sample Data
3

24 REC=54''/60'' =90% REC=58''/60'' =97% REC=56''/60'' =93% REC=57''/60'' =95%

S-7 C-1 C-2 C-3 C-4

S-7A: Dark grey, organic silty CLAY (OH), trace shell

fragments

[NYCBC Class 6]

S-7B: Dark grey, medium to fine SAND (SM), some silt,

trace shell fragments

[NYCBC Class 6]

S-8: Weathered rock (mica schist)

[NYCBC Class 3a]

C-1: Grey-black biotite SCHIST, moderately hard to hard,

very slightly weathered, m grained, close fractures dipping

~70 degrees sub-parallel to foliation

[NYCBC Class 1b]

Bluish grey muscovite-quartz SCHIST (meta-granite),

hard, m grained, close fractures dip ~10 degrees, foliation

~60 degrees

Dark grey biotite-muscovite-quartz SCHIST, hard to very

hard, very slightly weathered, transitional between biotite

schist and harder meta-granite, 1" quartz veins

(leucosomes), foliation is 0-70 degrees and folded around

harder lenses

C-2: Green chlorite SCHIST, soft to moderately hard, very

slightly weathered, fractures parallel, foliation at ~70

degrees

[NYCBC Class 1b]

Dark grey biotite-quartz-muscovite SCHIST (as above),

hard

C-3: Bluish grey quartz-muscovite SCHIST (as above),

very hard

[NYCBC Class 1b]

C-4: Dark grey biotite-muscovite-quartz SCHIST, hard,

interlayered with cm-scale grey black biotite SCHIST,

moderately hard and 2" very hard quartz rich layers

[NYCBC Class 1b]

SS NX CORE BARREL NX CORE BARREL NX CORE BARREL NX CORE BARREL

1

3

1 RQD=34''/60'' =57% RQD=47''/60'' =78% RQD=45''/60'' =75% RQD=42''/60'' =70%

S-8 SS 6 100/6"

6

3

6

6

6

6

7

10

6

6

4

7

7

6

8

8

5

7

6

-38.1

-42.1

-43.1

qu=0.5 tsf

Organic Content = 1.6.%

(burnoff)

Rollerbit to 50'

Spin 3" casing to 51'

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

45

Elevation and Datum

70

of 4

MATERIAL

SYMBOL

Sample Description Depth

Scale

46

47

48

49

50

51

52

53

54

55

56

57

58

59

60

61

62

63

64

65

66

67

68

69

Project

N-Value

(Blows/ft)

10 20 30 40

G-20

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 7.9 NAVD88

Sheet 3

\\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:18:56 PM ... Report: Log - LANGAN

Coring (min)

Elev.

(ft)

-37.1

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

4

100/6"

Sample Data
C-4

End of boring at 71'

5

-63.1 Borehole backfilled with

cuttings and surface patched

upon completion

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

70

Elevation and Datum

95

of 4

MATERIAL

SYMBOL

Sample Description Depth

Scale

71

72

73

74

75

76

77

78

79

80

81

82

83

84

85

86

87

88

89

90

91

92

93

94

Project

N-Value

(Blows/ft)

10 20 30 40

G-20

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 7.9 NAVD88

Sheet 4

\\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:18:57 PM ... Report: Log - LANGAN

Coring (min)

Elev.

(ft)

-62.1

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

Sample Data
7

8

8

10 7 0

S-1 S-2 S-3

S-1: Dark grey, coarse to fine SAND, some coarse

gravel, trace brick fragments (Fill)

[NYCBC Class 7]

S-2: Brown, sandy SILT, trace coarse gravel, trace brick

fragments (Fill)

[NYCBC Class 7]

S-3: No recovery

SS SS SS

8

4

7

12

8

8

8

4

7

Boring located in Greyhound,

about 89' west of NYCT fence

and 117' north of 30th Street

Use rollerbit and water with no

down pressure to drill to 6'

Drive 4" casing to 10'

Rollerbit to 10'

Drive 4" casing to 15'

Rollerbit to 15'

Push 4" casing to 20'

Rollerbit to 20'

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

0

Water Level (ft.)

5

Completion

Sampler Hammer

Date Finished

Undisturbed

140

Donut Drilling Foreman

11/15/04

Date Started

Casing Diameter (in)

CME 55 Truck Rig

24 HR.

Donut

Core

30

Weight (lbs)

Drilling Company

3 7/8" Tri-Cone Rollerbit

Casing Depth (ft)

Robert Ware

42 ft

First

Disturbed

2" O.D. Split Spoon

Warren George, Inc.

300 30

Drilling Equipment Rock Depth

Casing Hammer

42

7

Stuart Knoop

Completion Depth

Number of Samples

Drop (in)

11/11/04

0

63 ft

Field Engineer

Size and Type of Bit

Drop (in)

Sampler

Weight (lbs)

3"/4" Flush Joint Steel

Elevation and Datum

20

of 3

MATERIAL

SYMBOL

Sample Description Depth

Scale

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

Project

N-Value

(Blows/ft)

10 20 30 40

G-21

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 8.7 NAVD88

Sheet 1 \\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:19:00 PM ... Report: Log - LANGAN Coring (min)

Elev.

(ft) +8.7

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

20

12

15

Sample Data
8

3

4

4 20 24 4 REC=24''/48'' =50%

S-4 S-5 S-6 S-7 C-1 C-2

S-4: Tan-grey, mottled brown and orange, silty fine SAND,

trace fine gravel (Fill)

[NYCBC Class 7]

S-5: Dark grey, organic silty CLAY (CH-OH), trace shell

fragments

[NYCBC Class 4c]

S-6: Dark grey, organic silty CLAY (CH-OH), trace shell

fragments

[NYCBC Class 4c]

S-7: Dark grey, fine SAND (SM), some silt, trace rock

fragments

[NYCBC Class 3b]

Weathered Rock

C-1: No recovery - some dark gray medium to fine sand in

core barrel

[NYCBC Class 1d]

SS SS SS SS NX CORE BARREL

5

2

3

4

6

3

4

8

100/3"

9

3

2

WOHRQD=17''/48'' =35%

2

3

5

4

4

-14.8

-24.3

-28.3

-31.3

-35.3

Push 4" casing to 25'

Rollerbit to 25'

Dark grey wash at ~23'

Rollerbit to 27'

WC=53 , LL=57 , PL=22

"Organic Content = 4.6.%

(burnoff)

LL = 41 after burnoff (change

of ~28%)"

Rollerbit to 35'

Rollerbit to 40'

Hard drilling to 40' (very slow)

No recovery from 40' to 42'

Core barrel clogged at 44'

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

20

Elevation and Datum

45

of 3

MATERIAL

SYMBOL

Sample Description Depth

Scale

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

Project

N-Value

(Blows/ft)

10 20 30 40

G-21

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 8.7 NAVD88

Sheet 2

\\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:19:01 PM ... Report: Log - LANGAN

Coring (min)

Elev.

(ft)

-11.3

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

11

5

7

12

Sample Data
REC=45''/48'' =94% REC=60''/60'' =100% REC=56''/60'' =93% REC=60''/60'' =100%

C-2 C-3 C-4 C-5

C-2: Grey-black, biotite-quartz-garnet SCHIST,

moderately weathered, hard, 40-60 degree foliation,

fractures parallel foliation, fresh fracture surfaces

[NYCBC Class 1a]

3" quartz vein at 46.5'

C-3: Grey-black, biotite-quartz-garnet SCHIST, hard,

foliation at ~60 degrees, fractures parallel to foliation,

fresh fractures

[NYCBC Class 1b]

Quartz vein from 53.4' to 54.8', very hard

C-4: Grey-black, biotite-quartz-garnet SCHIST (as above)

[NYCBC Class 1a]

C-5: Grey-black, biotite-quartz-garnet SCHIST (as above)

[NYCBC Class 1a]

End of boring at 63'

NX CORE BARREL NX CORE BARREL NX CORE BARREL NX CORE BARREL

RQD=41''/48'' =85% RQD=50''/60'' =83% RQD=53''/60'' =88% RQD=60''/60'' =100%

3

5

3

3

4

3

4

4

5

4

5

5

5

4

4

4

4

3

-54.3 Borehole backfilled with

cuttings and surface patched

upon completion

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

45

Elevation and Datum

70

of 3

MATERIAL

SYMBOL

Sample Description Depth

Scale

46

47

48

49

50

51

52

53

54

55

56

57

58

59

60

61

62

63

64

65

66

67

68

69

Project

N-Value

(Blows/ft)

10 20 30 40

G-21

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 8.7 NAVD88

Sheet 3

\\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:19:01 PM ... Report: Log - LANGAN

Coring (min)

Elev.

(ft)

-36.3

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

Sample Data
12

19

4

11 11 11

S-1 S-2 S-3

8" Concrete slab

S-1: Grey-brown-black, silty fine SAND, some fine to

coarse gravel, trace clay, wood fragments, (Fill)

[NYCBC Class 7]

S-2: Grey-brown-black, silty fine SAND, medium sand

lense (~5"), trace fine to coarse gravel, brick, glass

fragments (Fill)

[NYCBC Class 7]

S-3: Grey-brown-black, fine SAND, some silt, trace

coarse gravel, (Fill)

[NYCBC Class 7]

SS SS SS

5

5

2

6

14

3

4

2

5

+6.3 Boring located on 12th Avenue

sidewalk about 187' north of

30th Street

qu (tsf) estimated from Pocket

Penetrometer

Use 4 7/8" rollerbit to drill

concrete slab

Use rollerbit with water and no

down pressure to drill to 6'

Push 4" casing to 10'

Rollerbit to 10'

Rollerbit to 15'

Rollerbit to 17'

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

0

Water Level (ft.)

4

Completion

Sampler Hammer

Date Finished

Undisturbed

140

Donut Drilling Foreman

6

11/5/04

Date Started

Casing Diameter (in)

CME 55 Truck Rig

24 HR.

Donut

Core

30

Weight (lbs)

Drilling Company

3 7/8" Tri-Cone Rollerbit

Casing Depth (ft)

Robert Ware

142 ft

First

Disturbed

2" O.D. Split Spoon / 3" Shelby Tube

Warren George, Inc.

300 30

Drilling Equipment Rock Depth

Casing Hammer

140

25

Stuart Knoop

Completion Depth

Number of Samples

Drop (in)

11/2/04

2

160 ft

Field Engineer

Size and Type of Bit

Drop (in)

Sampler

Weight (lbs)

3"/4" Flush Joint Steel

Elevation and Datum

20

of 7

MATERIAL

SYMBOL

Sample Description Depth

Scale

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

Project

N-Value

(Blows/ft)

10 20 30 40

G-27

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 7 NAVD88

Sheet 1 \\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:19:07 PM ... Report: Log - LANGAN Coring (min)

Elev.

(ft) +7.0

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

11

19

5

Sample Data
2

15

24

6

2

7 6 14 2 24

S-4 S-5 S-6 S-7 S-8

S-4: Grey-brown-black, fine SAND, some silt, trace

coarse gravel, (Fill)

[NYCBC Class 7]

S-5: Brown-grey, fine to medium SAND, some fine to

coarse gravel, trace silt, trace brick (Fill)

[NYCBC Class 7]

S-6: Grey-brown, mottled pink, fine to medium SAND,

some fine gravel, trace brick (Fill)

[NYCBC Class 7]

S-7: Dense, grey-brown, gravelly fine to medium SAND,

trace brick (Fill)

[NYCBC Class 7]

S-8: Dark grey, CLAY (CL), trace silt, trace fine sand

[NYCBC Class 6]

SS SS SS SS SS

2

8

10

28

WOH

3

14

15

9

1

2

10

20

27

2

-31.5

Rollerbit to 25'

Rollerbit to 30'

Organic Content = 1.2%

(burnoff)

Rollerbit to 35'

Push 4" casing to 20'

Rollerbit to 40'

qu=0.6 tsf

"Rollerbit to 45'

Very soft drilling"

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

20

Elevation and Datum

45

of 7

MATERIAL

SYMBOL

Sample Description Depth

Scale

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

Project

N-Value

(Blows/ft)

10 20 30 40

G-27

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 7 NAVD88

Sheet 2

\\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:19:08 PM ... Report: Log - LANGAN

Coring (min)

Elev.

(ft)

-13.0

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

5

22

25

37

Sample Data
1

1

3

20 24 13 24 24

U-1 S-9 U-2 S-10 S-11

S-9: Dark grey, CLAY (CL), trace silt, trace fine sand

[NYCBC Class 6]

S-10: Dark grey, CLAY (CL), trace silt, trace fine sand

[NYCBC Class 6]

S-11: Dark grey, CLAY (CL), trace silt, trace fine sand

[NYCBC Class 4c]

UNDIST SS UNDIST SS SS

WOH

WOH

2

WOH

WOH

2

1

1

WOH

WC=42.3 , LL=49 , PL=22

Organic Content = 4.2%

(burnoff)

Rollerbit to 50'

qu=0.75 tsf

Rollerbit to 55'

qu=0.5 tsf

WC=50 , LL=21 , PL=29

Organic Content = 4.1%

(burnoff)

Rollerbit to 60'

qu=0.5 tsf

WC=41.9 , LL=49 , PL=23

Rollerbit to 65'

qu=0.75 tsf

Rollerbit to 70'

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

45

Elevation and Datum

70

of 7

MATERIAL

SYMBOL

Sample Description Depth

Scale

46

47

48

49

50

51

52

53

54

55

56

57

58

59

60

61

62

63

64

65

66

67

68

69

Project

N-Value

(Blows/ft)

10 20 30 40

G-27

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 7 NAVD88

Sheet 3

\\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:19:08 PM ... Report: Log - LANGAN

Coring (min)

Elev.

(ft)

-38.0

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

4

Sample Data
3

WOH

WOH

4

15

24 24 24 24 24

S-12 S-13 S-14 S-15 S-16

S-12: Dark grey, CLAY (CH), trace silt, trace fine sand,

trace shell fragments

[NYCBC Class 6]

S-13: Dark grey, CLAY (CH), trace silt, trace fine sand,

trace shell fragments

[NYCBC Class 6]

S-14: Dark grey, CLAY (CH), trace silt, trace fine sand,

trace shell fragments

[NYCBC Class 6]

S-15: Dark grey, CLAY (CL), some silt, trace fine sand,

trace wood, trace shell fragments

[NYCBC Class 6]

S-16: Dark grey, sandy SILT (ML), some clay, trace shell

fragments

[NYCBC Class 5b]

SS SS SS SS SS

1

WOH

WOH

WOH

3

2

WOH

WOH

WOH

10

2

1

1

2

5

-81.5

-88.0

qu=0.75 tsf

WC=46.9 , LL=57 , PL=24

Rollerbit to 75'

qu=0.5 tsf

Rollerbit to 80'

qu=0.5 tsf

Rollerbit to 85'

qu=0.25 tsf

WC=36.3 , LL=37 , PL=18

Organic Content = 2.9%

(burnoff)

Rollerbit to 90'

Rollerbit to 95'

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

70

Elevation and Datum

95

of 7

MATERIAL

SYMBOL

Sample Description Depth

Scale

71

72

73

74

75

76

77

78

79

80

81

82

83

84

85

86

87

88

89

90

91

92

93

94

Project

N-Value

(Blows/ft)

10 20 30 40

G-27

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 7 NAVD88

Sheet 4

\\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:19:09 PM ... Report: Log - LANGAN

Coring (min)

Elev.

(ft)

-63.0

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

3

13

Sample Data
7

3

16

19

8

24 24 24 24 18

S-17 S-18 S-19 S-20 S-21

S-17: Dark grey, silty fine SAND (SM), trace clay, trace

shell fragments

[NYCBC Class 3b]

S-18: Dark grey, sandy SILT (ML), some clay, clay lenses,

trace shell fragments

[NYCBC Class 6]

S-19: Dark grey, sandy SILT (ML), trace clay, trace rock

fragments (schist), trace shell fragments

[NYCBC Class 3b]

S-20: Dark grey, silty fine SAND (SM)

[NYCBC Class 3b]

S-21: Dark grey, SILT (ML), some fine sand, trace clay

[NYCBC Class 5b]

SS SS SS SS SS

0

5

11

12

6

7

3

15

15

8

2

WOH

WOH

10

6

-91.0

-102.0

-106.0

Rollerbit to 100'

Rollerbit to 105'

Rollerbit to 110'

Rollerbit to 115'

Rollerbit to 120'

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

95

Elevation and Datum

120

of 7

MATERIAL

SYMBOL

Sample Description Depth

Scale

96

97

98

99

100

101

102

103

104

105

106

107

108

109

110

111

112

113

114

115

116

117

118

119

Project

N-Value

(Blows/ft)

10 20 30 40

G-27

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 7 NAVD88

Sheet 5

\\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:19:09 PM ... Report: Log - LANGAN

Coring (min)

Elev.

(ft)

-88.0

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

7

8

26

27

14

Sample Data
11

13

15 24 10 REC=36''/60'' =60%

S-22 S-23 S-24 C-1

S-22: Dark grey, clayey SILT (ML), trace fine sand, trace

coarse gravel

[NYCBC Class 5b]

S-23: Dark grey, silty CLAY (CH), trace fine sand, trace

wood

[NYCBC Class 4b]

S-24: Dark orange, fine to medium SAND (SM), some silt,

trace fine gravel, trace rock fragments (Glacial Till)

[NYCBC Class 3a]

S-25: Red-orange, mottled grey, fine SAND (SM), some

silt, some mica, trace fine gravel (Glacial Till)

[NYCBC Class 3a]

C-1: White-grey, quartz-muscovite SCHIST, fresh, hard,

foliation dipping at ~60 degrees, orange staining on

fracture surfaces

[NYCBC Class 1c]

SS SS SS NQ CORE BARREL

8

10

73

8

12

100/1"

6

10

17 RQD=26''/60'' =43%

S-25SS 4 100/4"

1

6

4

4

4

-122.0

-133.0

Rollerbit to 125'

WC=43.6 , LL=64 , PL=27

Organic Content = 9.1%

(burnoff)

Rollerbit to 130'

Spin 3" casing to 132'

Softer material encountered

Spin 3" casing to 135'

"Rollerbit to 140'

Very slow drilling"

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

120

Elevation and Datum

145

of 7

MATERIAL

SYMBOL

Sample Description Depth

Scale

121

122

123

124

125

126

127

128

129

130

131

132

133

134

135

136

137

138

139

140

141

142

143

144

Project

N-Value

(Blows/ft)

10 20 30 40

G-27

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 7 NAVD88

Sheet 6

\\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:19:10 PM ... Report: Log - LANGAN

Coring (min)

Elev.

(ft)

-113.0

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

16

22

100/1"

100/4"

Sample Data
REC=54''/60'' =90% REC=49''/60'' =82% REC=58''/60'' =97%

C-2 C-3 C-4

White-grey, quartz muscovite SCHIST (as above)

C-2: Black-grey, biotite-muscovite SCHIST, accessory

garnet, fresh, moderately hard, fresh fracture surfaces,

fractures parallel foliation at ~60 degrees, interlayed with

quartz-muscovite schist

[NYCBC Class 1c]

C-3: White-grey, quartz-muscovite SCHIST, accessory

biotite and garnet, interlayed with 2" biotite-muscovite

schist, fresh, hard, foliation at ~60 degrees, fractures are

fresh, occur within biotite schist and are parallel to

foliation

[NYCBC Class 1c]

C-4: White-grey, quartz-muscovite SCHIST, accessory

biotite and garnet, interlayed with 2" biotite-muscovite

schist, fresh, hard, foliation at ~60 degrees, fractures are

fresh, occur within biotite schist and are parallel to

foliation

[NYCBC Class 1a]

End of boring at 160'

NQ CORE BARREL NQ CORE BARREL NQ CORE BARREL

RQD=29''/60'' =48% RQD=27''/60'' =45% RQD=58''/60'' =97%

8

7

2

3

2

2

7

5

17

7

5

3

6

8

6

-153.0 Borehole backfilled with

cuttings and surface patched

upon completion

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

145

Elevation and Datum

170

of 7

MATERIAL

SYMBOL

Sample Description Depth

Scale

146

147

148

149

150

151

152

153

154

155

156

157

158

159

160

161

162

163

164

165

166

167

168

169

Project

N-Value

(Blows/ft)

10 20 30 40

G-27

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 7 NAVD88

Sheet 7

\\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:19:10 PM ... Report: Log - LANGAN

Coring (min)

Elev.

(ft)

-138.0

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

Sample Data
7

1

8 10

S-1 S-2

6" Concrete

S-1: Dark brown, fine to coarse SAND and GRAVEL,

some cobbles, some brick, dry (Fill)

[NYCBC Class 7]

S-2: Dark brown, coarse to fine SAND, some coarse to

fine gravel, some silt, trace brick fragments, wood (Fill)

[NYCBC Class 7]

SS SS

4

3

5

1

6

2

+6.6

-12.9

Boring located in southeast

corner of NYDS gas station,

about 30' north of 30th Street

and 12' west of wash building

qu (tsf) estimated from Pocket

Penetrometer

Hand auger to a depth of 5'

Slowly drill to 10' without

pressure using water

Hand augering was very hard

between 4' and 6'

Drive 4" casing to a depth of

10'

Drive 4" casing to a depth of

15'

Strong organic odor.

Rollerbit to 15'

Drilling mud additive mixed

with water

Rollerbit to 20'

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

0

Water Level (ft.)

4

Completion

Sampler Hammer

Date Finished

Undisturbed

140

Donut Drilling Foreman

11/18/04

Date Started

Casing Diameter (in)

Acker-11 Truck Rig

24 HR.

Automatic

Core

30

Weight (lbs)

Drilling Company

3 7/8" Tri-Cone Rollerbit

Casing Depth (ft)

Corry Tirro

110 ft

First

Disturbed

2" O.D. Split Spoon / 3" Shelby Tube

Warren George, Inc.

300 30

Drilling Equipment Rock Depth

Casing Hammer

25

18

Nipam Shah

Completion Depth

Number of Samples

Drop (in)

11/15/04

2

132 ft

Field Engineer

Size and Type of Bit

Drop (in)

Sampler

Weight (lbs)

3"/4" Flush Joint Steel

Elevation and Datum

20

of 6

MATERIAL

SYMBOL

Sample Description Depth

Scale

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

Project

N-Value

(Blows/ft)

10 20 30 40

G-3

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 7.1 NAVD88

Sheet 1 \\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:19:17 PM ... Report: Log - LANGAN Coring (min)

Elev.

(ft) +7.1

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

9

4

Sample Data
3

2

2

PUSH PUSH

5 18 24 18 24

S-3 S-4 U-1 U-2 S-5

S-3: Dark brown-black, medium to fine SAND, some rock

fragments, some silt, strong organic odor (Fill)

[NYCBC Class 7]

S-4: Black, organic clayey SILT (OH), some fine sand,

trace fine gravel, trace coal fragments

[NYCBC Class 6]

S-5: Black, organic silty CLAY (OH), some shell

fragments, trace fine sand, trace coal fragments

[NYCBC Class 6]

SS SS UNDIST UNDIST SS

1

1

2

2

1

1

2

WOH

WOH

-32.9

Rollerbit to 25'

Drive 4" casing to a depth of

25'

Rollerbit to 30'

Rollerbit to 35'

Rollerbit to 40'

qu=0.35 tsf

Rollerbit to 45'

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

20

Elevation and Datum

45

of 6

MATERIAL

SYMBOL

Sample Description Depth

Scale

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

Project

N-Value

(Blows/ft)

10 20 30 40

G-3

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 7.1 NAVD88

Sheet 2

\\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:19:17 PM ... Report: Log - LANGAN

Coring (min)

Elev.

(ft)

-12.9

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

3

2

3

Sample Data
1

2

WOR

2

WOR

24 24 20 24 22

S-6 S-7 S-8 S-9 S-10

S-6: Dark grey, CLAY (CH), some shell fragments, trace

silt

[NYCBC Class 6]

S-7: Dark grey, CLAY (CH), trace silt, shell fragments

[NYCBC Class 4c]

S-8: Dark grey, silty CLAY (CH), some shell fragments,

trace rock fragments

[NYCBC Class 6]

S-9: Dark grey, silty CLAY (CH), some shell fragments

[NYCBC Class 6]

S-10: Dark grey, CLAY (CH), trace silt, trace shell

fragments

[NYCBC Class 6]

SS SS SS SS SS

2

2

WOR

1

WOR

2

2

WOR

1

WOR

WOH

1

WOR

1

WOR

qu=0.2 tsf

Rollerbit to 50'

qu=0.25 tsf

Rollerbit to 55'

qu=0.25 tsf

Rollerbit to 60'

qu=0.3 tsf

Rollerbit to 65'

qu=0.45 tsf

Rollerbit to 70'

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

45

Elevation and Datum

70

of 6

MATERIAL

SYMBOL

Sample Description Depth

Scale

46

47

48

49

50

51

52

53

54

55

56

57

58

59

60

61

62

63

64

65

66

67

68

69

Project

N-Value

(Blows/ft)

10 20 30 40

G-3

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 7.1 NAVD88

Sheet 3

\\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:19:17 PM ... Report: Log - LANGAN

Coring (min)

Elev.

(ft)

-37.9

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

4

4

2

Sample Data
2

WOR

WOR

10

5

24 24 24 7 10

S-11 S-12 S-13 S-14 S-15

S-11: Dark grey, CLAY (CH), trace silt, trace shell

fragments, trace rock fragments

[NYCBC Class 6]

S-12: Dark grey, CLAY (CH), trace silt, trace shell

fragments

[NYCBC Class 6]

S-13: Dark grey, CLAY & SILT (CH-MH), trace sand,

trace shell fragments

[NYCBC Class 6]

S-14: Dark grey, clayey SILT (MH), some fine sand, some

shells, trace fine gravel

[NYCBC Class 6]

S-15: Dark grey, clayey SILT (MH), trace fine sand, trace

shell fragments

[NYCBC Class 6]

SS SS SS SS SS

1

WOR

WOR

WOR

WOR

2

WOR

WOR

5

4

WOH

WOR

WOR

WOR

WOR

-77.9

qu=0.19 tsf

Rollerbit to 75'

qu=0.2 tsf

Rollerbit to 80'

qu=0.27 tsf

Rollerbit to 85'

Rollerbit to 90'

qu=0.28 tsf

Rollerbit to 95'

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

70

Elevation and Datum

95

of 6

MATERIAL

SYMBOL

Sample Description Depth

Scale

71

72

73

74

75

76

77

78

79

80

81

82

83

84

85

86

87

88

89

90

91

92

93

94

Project

N-Value

(Blows/ft)

10 20 30 40

G-3

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 7.1 NAVD88

Sheet 4

\\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:19:18 PM ... Report: Log - LANGAN

Coring (min)

Elev.

(ft)

-62.9

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

3

Sample Data
WOR

18

7

24 24 24 REC=39''/60'' =65% REC=53''/60'' =88%

S-16 S-17 S-18 C-1 C-2

S-16: Dark gray, clayey SILT (MH), trace shell fragments

[NYCBC Class 6]

S-17: Dark grey, clayey SILT (MH), some fine sand, trace

shell fragments

[NYCBC Class 5b]

S-18: Dark grey, clayey SILT (MH), some fine sand, some

wood chips with organic matter

[NYCBC Class 6]

C-1: Gray-black-green, mica SCHIST, highly weathered,

highly fractured strong rock, fine to medium grained, close

to wide fracture spacing.

[NYCBC Class 1d]

Fracture zone:114' to 115'

Pegmatic content on entire run

C-2: Gray-black-green, mica SCHIST, highly weathered,

highly fractured strong rock, fine to medium grained, close

to wide fracture spacing.

[NYCBC Class 1c]

Fracture zone:118.3' to 119'

Pegmatic content on entire run

SS SS SS NX CORE BARREL NX CORE BARREL

WOR

6

2

WOR

14

6

WOR

WOH

WORRQD=20''/60'' =33% RQD=29''/60'' =48%

8

8

7

7

8

8

8

8

-102.9

qu=0.25 tsf

Rollerbit to 100'

qu=0.5 tsf

Rollerbit to 105'

Rollerbit to 110'

Rig chatter between 109' and

110'

Top of bedrock at 110'

Spin 3" casing to a depth of

110'

Rollerbit to 112'

Core barrel blocked between

115' and 117'

Loss of recovery possibly due

to drilling out bottom 2' run.

(Highly weathered/

decomposed rock)

Core barrel blocked between

115' and 117'

Loss of recovery possibly due

to drilling out bottom 2'. (Highly

weathered/ decomposed rock)

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

95

Elevation and Datum

120

of 6

MATERIAL

SYMBOL

Sample Description Depth

Scale

96

97

98

99

100

101

102

103

104

105

106

107

108

109

110

111

112

113

114

115

116

117

118

119

Project

N-Value

(Blows/ft)

10 20 30 40

G-3

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 7.1 NAVD88

Sheet 5

\\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:19:18 PM ... Report: Log - LANGAN

Coring (min)

Elev.

(ft)

-87.9

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

20

8

Sample Data
REC=53''/60'' =88% REC=54''/60'' =90%

C-2 C-3 C-4

C-3: Gray-black-green, mica SCHIST, highly weathered,

highly fractured strong rock, fine to medium grained, close

to wide fracture spacing.

[NYCBC Class 1b]

Fracture zone:124' to 125'

Pegmatic content on entire run

C-4: Gray-black-green, mica SCHIST, highly weathered,

highly fractured strong rock, fine to medium grained, close

to wide fracture spacing.

[NYCBC Class 1b]

End of boring at 132'

NX CORE BARREL NX CORE BARREL

RQD=36''/60'' =60% RQD=48''/60'' =80%

7

7

9

9

10

9

8

9

9

8

8

8

-124.9

Core barrel jammed at 125'

Drive 3" casing to a depth of

125'

Borehole backfilled with

cuttings and surface patched

upon completion

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

120

Elevation and Datum

145

of 6

MATERIAL

SYMBOL

Sample Description Depth

Scale

121

122

123

124

125

126

127

128

129

130

131

132

133

134

135

136

137

138

139

140

141

142

143

144

Project

N-Value

(Blows/ft)

10 20 30 40

G-3

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 7.1 NAVD88

Sheet 6

\\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:19:19 PM ... Report: Log - LANGAN

Coring (min)

Elev.

(ft)

-112.9

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

Sample Data
8

1

4 6 2

S-1 S-2 S-3

Asphalt Pavement

S-1: Black, medium SAND, some rock fragments and

gravel, trace brick fragments (Fill)

[NYCBC Class 7]

S-2: Black, medium to fine SAND, some clay, trace gravel

and brick fragmets (Fill)

[NYCBC Class 7]

S-3: Black, medium to fine SAND and rock fragments,

trace brick fragments (Fill)

[NYCBC Class 7]

SS SS SS

8

1

12

1

100/2"

1

2

25

+7.4 Boring located in Greyhound,

about 500' east of 12th

Avenue and 170' north of 30th

Street

qu (tsf) estimated from Pocket

Penetrometer

Rollerbit with water and no

pressure to 6'

Install casing to 9'

Install casing to 14'

Rollerbit to 15'

Hard drilling 14' to 14.5'

Rollerbit to 20'

Hard drilling 16' to 17', lost

water

Install casing to 19'

Casing bent (cannot advance

rollerbit), pull out casing

Rock frag inside casing's tip

Spin casing to 19'

Clean to 20'

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

0

Water Level (ft.)

4

Completion

Sampler Hammer

Date Finished

Undisturbed

140

Donut Drilling Foreman

10/29/04

Date Started

Casing Diameter (in)

CME 55 Truck Rig

24 HR.

Donut

Core

30

Weight (lbs)

Drilling Company

3 7/8" Tri-Cone Rollerbit

Casing Depth (ft)

Robert Ware

52.5 ft

First

Disturbed

2" O.D. Split Spoon / 3" Shelby Tube

Warren George, Inc.

300 30

Drilling Equipment Rock Depth

Casing Hammer

34

8

Juan Pinzon

Completion Depth

Number of Samples

Drop (in)

10/28/04

2

72.5 ft

Field Engineer

Size and Type of Bit

Drop (in)

Sampler

Weight (lbs)

3"/4" Flush Joint Steel

Elevation and Datum

20

of 4

MATERIAL

SYMBOL

Sample Description Depth

Scale

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

Project

N-Value

(Blows/ft)

10 20 30 40

G-30

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 7.9 NAVD88

Sheet 1 \\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:19:22 PM ... Report: Log - LANGAN Coring (min)

Elev.

(ft) +7.9

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

20

2

100/2"

Sample Data
23

14

2

5 4 24 13

S-5 S-6 S-7 U-1

S-4: No Recovery

S-5: Gravel, trace brick fragments (Fill)

[NYCBC Class 7]

S-6: Gravel, some brown, medium sand, trace clay (Fill)

[NYCBC Class 7]

S-7: Grey, silty CLAY (CL), some shell frag

[NYCBC Class 4c]

Grey, silty CLAY (CH)

SS SS SS UNDIST

33

19

2

10

17

3

9

6

3

S-4 SS 0 100/0"

-25.6

Rollerbit to 25'

Hard drilling 20' to 21' and 24'

to 24.5'

Spin casing to 24'

Clean to 25'

Rollerbit to 30'

Hard drilling 27' to 29'

Spin casing to 29'

Clean to 30'

Rollerbit to 35'

Wash water color change ~33'

qu=0.5 tsf

Spin casing to 34'

Rollerbit to 40'

WC=51.5 , LL=52 , PL=19

Rollerbit to 45'

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

20

Elevation and Datum

45

of 4

MATERIAL

SYMBOL

Sample Description Depth

Scale

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

Project

N-Value

(Blows/ft)

10 20 30 40

G-30

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 7.9 NAVD88

Sheet 2

\\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:19:22 PM ... Report: Log - LANGAN

Coring (min)

Elev.

(ft)

-12.1

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

100/0"

43

36

5

Sample Data
1 24 10 REC=50''/60'' =83% REC=52''/60'' =87% REC=53''/60'' =88% REC=51''/60'' =85%

S-8 U-2 C-1 C-2 C-3 C-4

S-8: Grey, silty CLAY (CL), some shell frag

[NYCBC Class 6]

Grey, silty CLAY (CL-ML)

C-1A: Light grey, QUARTZITE

C-1B: Grey, sound, mica SCHIST, hard, weathered at

transition between quartzite and schist, Foliation dip:

50-60 degrees

[NYCBC Class 1b]

C-2: Grey, slightly fractured, mica SCHIST, hard,

weathered from 57.5' to 58.5', Foliation dip: 60 degrees

[NYCBC Class 1b]

No recovery zone from 61.5' to 63.5', possible weathered

zone

C-3: Grey, sound, mica SCHIST, hard

[NYCBC Class 1a]

C-4: Grey, slightly fractured, mica SCHIST, hard,

weathered from 71.5' to 72.5', Foliation dip: 40-60

degrees

[NYCBC Class 1b]

SS UNDIST NX CORE BARREL NX CORE BARREL NX CORE BARREL NX CORE BARREL

1

1

3

RQD=50''/60'' =83% RQD=45''/60'' =75% RQD=53''/60'' =88% RQD=44''/60'' =73%

4

2

2

1.5

1

1

1.5

1.5

1

1

1

1.5

1.5

1.5

1

1.5

1.5

-44.6

-54.6

qu=0.75 tsf

Rollerbit to 50'

Rollerbit to 55'

Rollerbit refusal @ 52.5'

Spin 3in casing to 52'

Clean to 52.5'WC=23.7 ,

LL=22 , PL=16

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

45

Elevation and Datum

70

of 4

MATERIAL

SYMBOL

Sample Description Depth

Scale

46

47

48

49

50

51

52

53

54

55

56

57

58

59

60

61

62

63

64

65

66

67

68

69

Project

N-Value

(Blows/ft)

10 20 30 40

G-30

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 7.9 NAVD88

Sheet 3

\\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:19:23 PM ... Report: Log - LANGAN

Coring (min)

Elev.

(ft)

-37.1

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

2

Sample Data
C-4

(see above)

End of boring at 72.5'

NX CORE BARREL

1

1.5

2

-64.6 Borehole backfilled with

cuttings and surface patched

upon completion

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

70

Elevation and Datum

95

of 4

MATERIAL

SYMBOL

Sample Description Depth

Scale

71

72

73

74

75

76

77

78

79

80

81

82

83

84

85

86

87

88

89

90

91

92

93

94

Project

N-Value

(Blows/ft)

10 20 30 40

G-30

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 7.9 NAVD88

Sheet 4

\\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:19:23 PM ... Report: Log - LANGAN

Coring (min)

Elev.

(ft)

-62.1

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

Sample Data
4

3

4

4 4 11

S-1 S-2 S-3

8" Concrete Slab

S-1: Brown, coarse to medium SAND, some fine gravel

and brick fragments (Fill)

[NYCBC Class 7]

S-2: Gravel, some brown medium to fine sand, trace brick

fragments (Fill)

[NYCBC Class 7]

S-3: Black, silty CLAY (CH-OH), some organics, wood

[NYCBC Class 4c]

SS SS SS

2

19

1

1

5

4

2

9

6

+8.3

-4.5

Boring located in Greyhound,

about 140' west of 11th

Avenue and 170' north of 30th

Street

qu (tsf) estimated from Pocket

Penetrometer

Drill through concrete slab

Rollerbit to 6' with water and

no pressure

Install casing to 9'

Rollerbit to 10'

Mix Revert

Rollerbit to 15ft

qu=0.25 tsf

Install casing to 19ft

Rollerbit to 20ft

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

0

Water Level (ft.)

4

Completion

Sampler Hammer

Date Finished

Undisturbed

140

Donut Drilling Foreman

10/27/04

Date Started

Casing Diameter (in)

DK-50 Track Rig

24 HR.

Donut

Core

30

Weight (lbs)

Drilling Company

3 7/8" Tri-Cone Rollerbit

Casing Depth (ft)

Robert Ware

33 ft

First

Disturbed

2" O.D. Split Spoon / 3" Shelby Tube

Warren George, Inc.

300 30

Drilling Equipment Rock Depth

Casing Hammer

31

4

Juan Pinzon

Completion Depth

Number of Samples

Drop (in)

10/26/04

2

53 ft

Field Engineer

Size and Type of Bit

Drop (in)

Sampler

Weight (lbs)

3"/4" Flush Joint Steel

Elevation and Datum

20

of 3

MATERIAL

SYMBOL

Sample Description Depth

Scale

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

Project

N-Value

(Blows/ft)

10 20 30 40

G-31

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 9 NAVD88

Sheet 1 \\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:19:26 PM ... Report: Log - LANGAN Coring (min)

Elev.

(ft) +9.0

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

3

24

5

Sample Data
2

24 24 0 REC=55''/60'' =92% REC=58''/60'' =97%

U-1 S-4 U-2 C-1 C-2 C-3

Dark grey-black, silty CLAY (CH-OH), some organics

[NYCBC Class 4c]

S-4: Grey, silty CLAY (CL), some shell frag

[NYCBC Class 6]

No Recovery

C-1: Grey, slightly fractured MICA SCHIST, hard, slightly

weathered, iron stained joints

Foliation dip: 50 - 70 degrees.

[NYCBC Class 1a]

C-2: Grey, slightly fractured MICA SCHIST, hard, slightly

weathered, iron stained joints, some quartz from 40' to 41'

and from 42.5' to 43'

Foliation dip: 40-60 degrees

[NYCBC Class 1a]

C-3: Grey slightly fractured MICA SCHIST, hard, slightly

weathered, iron stained joint

[NYCBC Class 1a]

UNDIST SS UNDIST NX CORE BARREL NX CORE BARREL

1

1

2

RQD=51''/60'' =85% RQD=51''/60'' =85%

4.5

5.5

5.5

5

5.5

2.5

1.5

2.5

3

3

4

3

-14.0

-24.0

Rollerbit to 25 ftWC=66.2 ,

LL=83 , PL=30

Organic Content = 5.7%

(burnoff)

qu=0.5 tsf

Rollerbit to 30ft

No recovery

Tube's tip bent

Rollerbit to 35ft

Rollerbit refusal @ 33ft

Install casing to 31ft

Clean to 33ft

Rock Coring

Run #1 (33ft-38ft)

Run #2 (38ft-43ft)

Increase RPM (from previous

Run)

Run #3 (43ft-48ft)

Barrel stopped moving @

43.5ft (Drilled for 50 min @

43.5ft, change bit and continue

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

20

Elevation and Datum

45

of 3

MATERIAL

SYMBOL

Sample Description Depth

Scale

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

Project

N-Value

(Blows/ft)

10 20 30 40

G-31

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 9 NAVD88

Sheet 2

\\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:19:26 PM ... Report: Log - LANGAN

Coring (min)

Elev.

(ft)

-11.0

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

2

Sample Data
REC=60''/60'' =100% REC=56''/60'' =93%

C-3 C-4

C-4: Grey, slightly fractured MICA SCHIST, hard, slightly

weathered, iron stained joints

Foliation dip: 50-60 degrees.

[NYCBC Class 1a]

End of boring at 53'

NX CORE BARREL NX CORE BARREL

RQD=60''/60'' =100% RQD=52''/60'' =87%

3

2.5

3.5

2.5

3

3

2

2

-44.0

coring @ 43.5ft)

Run #4 (48ft-53ft)

Borehole backfilled with

cuttings and surface patched

upon completion

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

45

Elevation and Datum

70

of 3

MATERIAL

SYMBOL

Sample Description Depth

Scale

46

47

48

49

50

51

52

53

54

55

56

57

58

59

60

61

62

63

64

65

66

67

68

69

Project

N-Value

(Blows/ft)

10 20 30 40

G-31

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 9 NAVD88

Sheet 3

\\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:19:27 PM ... Report: Log - LANGAN

Coring (min)

Elev.

(ft)

-36.0

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

Sample Data
3

2

5

5 5 3

S-1 S-2 S-3

6" Asphalt

S-1: Brown-black, GRAVEL and SILT (Fill)

[NYCBC Class 7]

S-2: Brown-black, GRAVEL and SILT (Fill)

[NYCBC Class 7]

S-3: Brown-black, GRAVEL and SILT, some brick

fragments (Fill)

[NYCBC Class 7]

SS SS SS

3

4

4

2

3

3

5

4

6

+7.4 Boring located in NYDS

parking area, about 300' east

of 12th Avenue and 27' north

of 30th Street

qu (tsf) estimated from Pocket

Penetrometer

Drill to 6' using rollerbit and

water with no down pressure

Push and drive 4" casing to 9'

Rollerbit to 10'

Drive 4" casing to 14'

Rollerbit to 15'

Install 4" casing to 19'

Rollerbit to 20'

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

0

Water Level (ft.)

4

Completion

Sampler Hammer

Date Finished

Undisturbed

140

Donut Drilling Foreman

10/21/04

Date Started

Casing Diameter (in)

CME 75 Truck Rig

24 HR.

Automatic

Core

30

Weight (lbs)

Drilling Company

3 7/8" Tri-Cone Rollerbit

Casing Depth (ft)

Corry Tirro

80 ft

First

Disturbed

2" O.D. Split Spoon / 3" Shelby Tube

Warren George, Inc.

300 30

Drilling Equipment Rock Depth

Casing Hammer

75

15

Stephen Morse / Nipam Shah

Completion Depth

Number of Samples

Drop (in)

10/14/04

2

100 ft

Field Engineer

Size and Type of Bit

Drop (in)

Sampler

Weight (lbs)

3"/4" Flush Joint Steel

Elevation and Datum

20

of 5

MATERIAL

SYMBOL

Sample Description Depth

Scale

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

Project

N-Value

(Blows/ft)

10 20 30 40

G-5

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 7.9 NAVD88

Sheet 1 \\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:20:14 PM ... Report: Log - LANGAN Coring (min)

Elev.

(ft) +7.9

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

5

7

7

Sample Data
5

4

5

7

2

5 4 6 12 0

S-4 S-5 S-6 S-7 S-8

S-4: Brown-black, GRAVEL and SILT, some cobbles (Fill)

[NYCBC Class 7]

S-5: Brown-grey, GRAVEL and SILT, some rock

fragments (FILL)

[NYCBC Class 7]

S-6: Brown, coarse to fine SAND, some silt, some fine

gravel (Fill)

[NYCBC Class 7]

S-7: Brown, coarse to fine SAND, some silt, some fine

gravel (Fill)

[NYCBC Class 7]

S-8: No recovery

SS SS SS SS SS

8

4

4

6

3

7

4

8

4

3

6

5

4

7

4

-35.1

Install 4" casing to 24'

Rollerbit to 25'

Spin 4" casing to 30'

Rollerbit to 30'

Add revert to drilling fluid

Rollerbit to 35'

Rollerbit to 40'

Reddish brown wash

Rollerbit to 45'

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

20

Elevation and Datum

45

of 5

MATERIAL

SYMBOL

Sample Description Depth

Scale

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

Project

N-Value

(Blows/ft)

10 20 30 40

G-5

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 7.9 NAVD88

Sheet 2

\\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:20:15 PM ... Report: Log - LANGAN

Coring (min)

Elev.

(ft)

-12.1

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

15

8

12

10

6

Sample Data
4

3

2

5

1 15 15 8 0 0 24 4 20

S-9 U-1 S-10 U-2 U-3 S-11 S-12 S-13

S-9: Grey, organic CLAY (OH), some silt, some shell

fragments, trace fine gravel

[NYCBC Class 4c]

Grey, organic silty CLAY (OH), trace fine sand

S-10: Grey, organic silty CLAY (OH), some shell

fragments, trace fine sand

[NYCBC Class 6]

No recovery

No recovery

S-11: Grey, organic silty CLAY (OH), some fine sand,

some shell fragments, roots

[NYCBC Class 6]

S-12: Grey, clayey SILT (ML), some fine sand, some shell

fragments, trace fine gravel

[NYCBC Class 5b]

S-13: Grey, silty CLAY (CL), some fine sand, trace fine

gravel, trace shell fragments

[NYCBC Class 4c]

SS UNDIST SS UNDIST UNDIST SS SS SS

2

1

1

6

5

3

2

1

5

1

3

2

2

6

6

-52.1

qu=0.05 tsf

Rollerbit to 47'

qu=0.1 tsf

Rollerbit to 51'

Rollerbit to 55'

qu=0.17 tsf

Rollerbit to 60'

Rollerbit to 65'

qu=0.14 tsf

No recovery for Shelby tube

taken at 65', drive spoon

Rollerbit to 70'

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

45

Elevation and Datum

70

of 5

MATERIAL

SYMBOL

Sample Description Depth

Scale

46

47

48

49

50

51

52

53

54

55

56

57

58

59

60

61

62

63

64

65

66

67

68

69

Project

N-Value

(Blows/ft)

10 20 30 40

G-5

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 7.9 NAVD88

Sheet 3

\\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:20:16 PM ... Report: Log - LANGAN

Coring (min)

Elev.

(ft)

-37.1

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

5

3

2

11

6

Sample Data
3

7

24 6 REC=54''/60'' =90% REC=56''/60'' =93% REC=60''/60'' =100%

S-14 S-15 C-1 C-2 C-3

S-14: Dark grey, clayey SILT (ML), some fine sand, trace

fine gravel, trace shell fragments

[NYCBC Class 6]

S-15: Dark grey, clayey SILT (ML), some fine sand, trace

fine gravel, trace shell fragments

[NYCBC Class 6]

C-1: Grey, mica SCHIST, moderately weathered, sound,

wide fracture spacing, strong rock, medium grained,

slightly to moderately weathered

[NYCBC Class 1b]

highly weathered PEGMATITE between 83'-84'

C-2: Grey, mica SCHIST, slightly weathered, sound, wide

fracture spacing, strong rock, fine grained, slightly

weathered foliation, moderately weathered at 87.8'

[NYCBC Class 1a]

C-3: Grey, mica SCHIST, highly weathered, moderately

fractured, close to wide fracture spacing, strong rock,

medium grained, iron-oide staining 92.5'-94'

[NYCBC Class 1b]

SS SS NX CORE BARREL NX CORE BARREL NX CORE BARREL

1

4

2

5

WOH

5

RQD=45''/60'' =75% RQD=55''/60'' =92% RQD=50''/60'' =83%

5

5

5

4

4

3

5

5

5

5

5

4

3

5

5

-72.1

qu=0.13 tsf

Rollerbit to 75'

Hole caved in

Spin 3" casing to 75'

Rollerbit to 80'

Rock encountered at 80'

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

70

Elevation and Datum

95

of 5

MATERIAL

SYMBOL

Sample Description Depth

Scale

71

72

73

74

75

76

77

78

79

80

81

82

83

84

85

86

87

88

89

90

91

92

93

94

Project

N-Value

(Blows/ft)

10 20 30 40

G-5

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 7.9 NAVD88

Sheet 4

\\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:20:17 PM ... Report: Log - LANGAN

Coring (min)

Elev.

(ft)

-62.1

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

3

9

Sample Data
REC=60''/60'' =100%

C-4

C-4: Grey, mica SCHIST, moderately weathered, slightly

fractured, close to wide fracture spacing, strong, medium

grained, iron-oxide staining at 96'-99'

[NYCBC Class 1a]

End of boring at 100'

NX CORE BARREL

RQD=60''/60'' =100%

5

5

5

5

4

-92.1 Borehole backfilled with

cuttings and surface patched

upon completion

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

95

Elevation and Datum

120

of 5

MATERIAL

SYMBOL

Sample Description Depth

Scale

96

97

98

99

100

101

102

103

104

105

106

107

108

109

110

111

112

113

114

115

116

117

118

119

Project

N-Value

(Blows/ft)

10 20 30 40

G-5

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 7.9 NAVD88

Sheet 5

\\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:20:17 PM ... Report: Log - LANGAN

Coring (min)

Elev.

(ft)

-87.1

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

Sample Data
5

1

2

7 8 4

S-1 S-2 S-3

8" Asphalt

S-1: Fine GRAVEL, brick fragments, some medium sand

(Fill)

[NYCBC Class 7]

S-2: Brown, medium silty SAND, trace gravel (Fill)

[NYCBC Class 7]

S-3: Brown, medium silty SAND, trace fine gravel, rock

fragments (Fill)

[NYCBC Class 7]

SS SS SS

10

1

3

7

2

1

6

2

6

+8.7 Boring located in NYDS

parking area, about 280' west

of 11th Avenue and 25' north

of 30th Street

qu (tsf) estimated from Pocket

Penetrometer

Rollerbit with no pressure to 6'

Push casing to 4'

Clean to 6'

Hammer 4" casing to 9'

Rollerbit to 10'

Add Revert

Rollerbit to 15'

Rig chatter

Hole caves in when trying to

take sample, hammer 4"

casing to 14'

Redrill to 15'

Rollerbit to 20'

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

0

Water Level (ft.)

4

Completion

Sampler Hammer

Date Finished

Undisturbed

140

Donut Drilling Foreman

10/13/04

Date Started

Casing Diameter (in)

Acker-11 Truck Rig

24 HR.

Donut

Core

30

Weight (lbs)

Drilling Company

3 7/8" Tri-Cone Rollerbit

Casing Depth (ft)

Corey Tirro

50 ft

First

Disturbed

2" O.D. Split Spoon / 3" Shelby Tube

Warren George, Inc.

300 30

Drilling Equipment Rock Depth

Casing Hammer

50

9

Juan Pinzon / Clay Patterson

Completion Depth

Number of Samples

Drop (in)

10/12/04

1

70 ft

Field Engineer

Size and Type of Bit

Drop (in)

Sampler

Weight (lbs)

3"/4" Flush Joint Steel

Elevation and Datum

20

of 3

MATERIAL

SYMBOL

Sample Description Depth

Scale

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

Project

N-Value

(Blows/ft)

10 20 30 40

G-7

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 9.4 NAVD88

Sheet 1 \\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:21:30 PM ... Report: Log - LANGAN Coring (min)

Elev.

(ft) +9.4

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

17

3

4

Sample Data
9

25

4

3

13

9 3 5 19 0 0

S-4 S-5 S-6 S-7 U-1 S-9

S-4: Brown, medium SAND, some fine gravel, some silt

(Fill)

[NYCBC Class 7]

S-5: Brown-tan, coarse to medium SAND, rock

fragments, some fine gravel (Fill)

[NYCBC Class 7]

S-6: Grey, organic silty CLAY (OH), trace shell fragments

[NYCBC Class 4c]

S-7: Grey, organic silty CLAY (OH), trace shell fragments

[NYCBC Class 4c]

No recovery

S-8: No recovery

SS SS SS SS UNDIST SS

6

22

3

1

12

4

16

3

3

11

9

6

5

5

11

-20.6

Rollerbit to 25'

Rig chatter

Install casing to 24'

Rollerbit to 30'

qu=0.25 tsf

Install casing to 29'

Rollerbit to 35'

Casing drops 6"

Install casing to 34'

Redrill to 35'

qu=0.5 tsf

Rollerbit to 37

Rollerbit to 40'

Rollerbit to 45'

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

20

Elevation and Datum

45

of 3

MATERIAL

SYMBOL

Sample Description Depth

Scale

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

Project

N-Value

(Blows/ft)

10 20 30 40

G-7

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 9.4 NAVD88

Sheet 2

\\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:21:30 PM ... Report: Log - LANGAN

Coring (min)

Elev.

(ft)

-10.6

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

10

38

6

4

23

Sample Data
2

20 REC=51''/60'' =85% REC=51''/60'' =85% REC=53''/60'' =88% REC=56''/60'' =93%

S-10 C-1 C-2 C-3 C-4

S-9: Grey, organic silty CLAY (OH), some fine sand

[NYCBC Class 6]

C-1: Black-white banded mica SCHIST, slightly fractured,

partially weathered

[NYCBC Class 1b]

C-2: Black-white banded mica SCHIST, slightly fractured,

partially weathered

[NYCBC Class 1b]

C-3: Black-white banded mica SCHIST, one break, no

weathering

[NYCBC Class 1a]

C-4: Black-white banded mica SCHIST, no fractures

[NYCBC Class 1a]

End of boring at 70'

SS NX CORE BARREL NX CORE BARREL NX CORE BARREL NX CORE BARREL

WOH

2

WOHRQD=42''/60'' =70% RQD=46''/60'' =77% RQD=53''/60'' =88% RQD=56''/60'' =93%

S-11 SS 0 100/0"

5

5

4

5

4

5

4

3

6

7

6

6

4

5

6

5

6

6

6

10

-40.6

-60.6

qu=0.5 tsf

WC=36.1 , LL=33 , PL=16

Organic Content = 3.4%

(burnoff)

Rollerbit to 50'

Hard drilling 48' - 50'

Spoon bouncing at 50'

Spin 3" casing to 50'

Borehole backfilled with

cuttings and surface patched

upon completion

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

45

Elevation and Datum

70

of 3

MATERIAL

SYMBOL

Sample Description Depth

Scale

46

47

48

49

50

51

52

53

54

55

56

57

58

59

60

61

62

63

64

65

66

67

68

69

Project

N-Value

(Blows/ft)

10 20 30 40

G-7

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 9.4 NAVD88

Sheet 3

\\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:21:31 PM ... Report: Log - LANGAN

Coring (min)

Elev.

(ft)

-35.6

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

100/0"

Sample Data
0

S-1

6" Concrete Slab

Brown-black, medium to fine SAND, trace silt, trace brick,

trace mica (Fill)

[NYCBC Class 7]

S-3: Black-white-brown, coarse to medium SAND, trace

brick (Fill)

[NYCBC Class 7]

S-4: Black-white-brown, coarse to medium SAND, trace

brick (Fill)

[NYCBC Class 7]

SS

100/0"

27

100/3"

100/5"

100/4"

S-2

S-3

S-4

0

4

4

SS

SS

SS

+14.6 Rollerbit through concrete

Drill to 6' with water and no

pressure on drill head

Cuttings indicate Fill (sand and

gravel)

qu (tsf) obtained from Pocket

Penetrometer

Install 4" casing to 5'

Rollerbit to 8'

Lose of water at 8'

Refusal at 8' - take sample

Rollerbit to 10', hard drilling,

cuttings indicate cobble

Install 4" casing to 10'

Rollerbit to 10'

Rollerbit to 15'

Hard drilling from 12' to 15'

Rollerbit to 20'

Hard drilling from 15' to 18'

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

0

Water Level (ft.)

4

Completion

Sampler Hammer

Date Finished

Undisturbed

140

Donut Drilling Foreman

10/13/04

Date Started

Casing Diameter (in)

DK-50 Track Rig

24 HR.

Donut

Core

30

Weight (lbs)

Drilling Company

3 7/8" Tri-Cone Rollerbit

Casing Depth (ft)

Robert Ware

39 ft

First

Disturbed

2" O.D. Split Spoon

Warren George, Inc.

300 30

Drilling Equipment Rock Depth

Casing Hammer

39

8

Clay Patterson

Completion Depth

Number of Samples

Drop (in)

10/13/04

0

59 ft

Field Engineer

Size and Type of Bit

Drop (in)

Sampler

Weight (lbs)

3"/4" Flush Joint Steel

Elevation and Datum

20

of 3

MATERIAL

SYMBOL

Sample Description Depth

Scale

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

Project

N-Value

(Blows/ft)

10 20 30 40

G-9

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 15.1 NAVD88

Sheet 1 \\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:21:34 PM ... Report: Log - LANGAN Coring (min)

Elev.

(ft) +15.1

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

100/0"

100/3"

100/5"

100/4"

Sample Data
31

26

3

5

14 8 15 0 REC=55''/60'' =92%

S-5 S-6 S-7 S-8 C-1 C-2

S-5: Brown, coarse to fine SAND, some fine gravel, trace

silt (Fill)

[NYCBC Class 7]

S-6: Brown, coarse to medium SAND, some fine gravel,

trace silt (Fill)

[NYCBC Class 7]

S-7: Grey, organic CLAY (OH), trace medium to fine sand

[NYCBC Class 4b]

S-8: No recovery

C-1: Black and white banded mica SCHIST, partially

weathered, slightly fractured

[NYCBC Class 1b]

SS SS SS SS NX CORE BARREL

21

19

7

4

29

27

3

3

17

14

14

6

RQD=48''/60'' =80%

4

5

5

6

5

6

-13.4

-23.9

Rollerbit to 25'

Cannot advance 4" casing past

10', spin 3" casing to 25'

Spin 3" casing to 30'

Rollerbit to 30'

Spin 3" casing to 35'

Rollerbit to 35'

Rollerbit to 39'

Refusal at 39'

Spin 3" casing to 39'

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

20

Elevation and Datum

45

of 3

MATERIAL

SYMBOL

Sample Description Depth

Scale

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

Project

N-Value

(Blows/ft)

10 20 30 40

G-9

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 15.1 NAVD88

Sheet 2

\\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:21:35 PM ... Report: Log - LANGAN

Coring (min)

Elev.

(ft)

-4.9

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

50

46

10

7

Sample Data
REC=57''/60'' =95% REC=57''/60'' =95% REC=60''/60'' =100%

C-2 C-3 C-4

C-2: Black and white banded mica SCHIST, slightly

weathered, slightly fractured

[NYCBC Class 1a]

C-3: Black and white banded mica SCHIST, slightly

weathered, slightly fractured

[NYCBC Class 1a]

C-4: Black and white banded mica SCHIST, slightly

weathered, slightly fractured

[NYCBC Class 1a]

End of boring at 59'

NX CORE BARREL NX CORE BARREL NX CORE BARREL

RQD=54''/60'' =90% RQD=53''/60'' =88% RQD=54''/60'' =90%

7

7

6

6

6

5

5

6

7

6

7

6

5

5

-43.9 Borehole backfilled with

cuttings and surface patched

upon completion

Penetr.

resist

BL/6in

Type

Recov.

(in)

Number

45

Elevation and Datum

70

of 3

MATERIAL

SYMBOL

Sample Description Depth

Scale

46

47

48

49

50

51

52

53

54

55

56

57

58

59

60

61

62

63

64

65

66

67

68

69

Project

N-Value

(Blows/ft)

10 20 30 40

G-9

Hudson Yards - WRY

LIRR West Side Yard, Manhattan, NY

170444101

 Log of Boring

Location

Project No.

Approx. 15.1 NAVD88

Sheet 3

\\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINT\JETS STADIUM LOGS\LANGAN BORINGS.GPJ ... 3/28/2017 1:21:35 PM ... Report: Log - LANGAN

Coring (min)

Elev.

(ft)

-29.9

Remarks

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

Sample Data
S-1 S-2 S-3

About 6 inches asphalt

Brown to black silty fine SAND, some fine gravel,

trace brick (from vacuum cuttings) [FILL] [NYC BC

Class 7]

Brown to black silty fine SAND, trace fine gravel (wet)

[FILL] [NYC BC Class 7]

Brown to black silty fine SAND, trace fine gravel (wet)

[FILL] [NYC BC Class 7]

Gray fine GRAVEL, some silty fine sand (wet) [FILL]

[NYC BC Class 7] SS SS SS

4

12

23 12 15 16

7

5

26

4

9

35

8

8

31

+6.5

-11.0

Clear for utilities for the

upper 8.0ft. with vacuum

truck on 10/20/17

Started Drilling at 10/23/2017

12:00 PM

Push casing to 2.0ft., Drive

casing to 5.0ft. (~100 blows)

Drive casing to 10.0ft. (~160

blows)

Drill to 8.0ft. without taking

samples, Brown and black

wash

PID reading=0

PID reading=0

Drive casing to 15.0ft. (~250

blows)

Drill to 15.0ft., Brown and

black wash, Light rig chatter

Drive casing to 20.0ft. (~83

blows)

Change in drilling at around

18.0ft., from light rig chatter

to smooth drilling, probably

start of clay layer Number Penetr. Type Recov. resist BL/6in (in)

0

Number of Samples

Drop (in)

10/23/17

6

177 ft

Field Engineer

Date Started

Casing Diameter (in)

CME75 Truck Rig

24 HR.

Automatic

Core

30

Weight (lbs)

Water Level (ft.)

40

Completion

Sampler Hammer

Date Finished

Undisturbed

140

Automatic Drilling Foreman

9

10/27/17

Drilling Company

3-7/8 inch Tricone Roller Bit

Casing Depth (ft)

Eric Delmeier

137 ft

First

Disturbed

2-inch-diameter split spoon; Shelby Tube; Macrocore

Craig Geotechnical Drilling Co., Inc

140 30

Drilling Equipment Rock Depth

Casing Hammer

25

27

Thomas Androutselis

Completion Depth

Size and Type of Bit

Drop (in)

Sampler

Weight (lbs)

4

Location

Project No.

Approx. 7 feet NAVD 88

20

of 8 MATERIAL SYMBOL

Sample Description Depth

Scale

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

Elevation and Datum

Project

N-Value

(Blows/ft) 10 20 30 40

LB-1

Platform Test Caissons

Hudson Yards - West Rail Yard, Manhattan, NY

170444101

 Log of Boring Sheet 1 \\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINTLOGS\170444101_ENTERPRISE.GPJ ... 11/30/2017 1:34:43 PM ... Report: Log - LANGAN Coring (min)

Elev.

(ft) +7.0

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

Remarks

11

14

61

Sample Data
S-4 S-5 U-1 S-6 S-7 U-2 S-8

Black high-plasticity CLAY with organics and lenses of

olive greyish brown silt (wet) [CH] [NYC BC Class 6]

Black high-plasticity CLAY with organics and lenses of

olive greyish brown silt (wet) [CH] [NYC BC Class 6]

Black high-plasticity CLAY with organics and lenses of

olive greyish brown silt (wet) [CH] [NYC BC Class 6]

Black high-plasticity CLAY with organics and lenses of

olive greyish brown silt (wet) [CH] [NYC BC Class 6]

Black high-plasticity CLAY with organics and lenses of

olive greyish brown silt (wet) [CH] [NYC BC Class 6]

Black high-plasticity CLAY with organics and lenses of

olive greyish brown silt (wet) [CH] [NYC BC Class 6]

Black high-plasticity CLAY with organics and lenses of

olive greyish brown silt, trace shells (wet) [CH] [NYC

BC Class 6] SS SS ST SS SS ST SS

WOH

WOH

WOH

WOH

WOH 24 24 24 24 24 20 24

WOH

WOH

WOH

WOH

WOH

WOH

WOH

WOH

WOH

WOH

WOH

WOH

WOH

WOH

WOH

Drill to 20.0ft., Black wash,

Smooth drilling

Push casing to 25.0ft

Drill to 25.0ft., Black wash,

Smooth drilling

Push a Shelby tube at 27.0ft.

Drill to 35.0ft., Black wash,

Smooth drilling

Push a Shelby tube at 37.0ft.

Stopped Drilling for the day

at 10/23/2017 2:42 PM Number Penetr. Type Recov. resist BL/6in (in)

20

Location

Project No.

Approx. 7 feet NAVD 88

45

of 8 MATERIAL SYMBOL

Sample Description Depth

Scale

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

Elevation and Datum

Project

N-Value

(Blows/ft) 10 20 30 40

LB-1

Platform Test Caissons

Hudson Yards - West Rail Yard, Manhattan, NY

170444101

 Log of Boring Sheet 2 \\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINTLOGS\170444101_ENTERPRISE.GPJ ... 11/30/2017 1:34:44 PM ... Report: Log - LANGAN Coring (min)

Elev.

(ft)

-13.0

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

Remarks Sample Data
S-9 U-3 S-10 S-11 U-4 S-12 S-13

Dark gray low-plasticity CLAY and lenses of fine sand,

trace shells (wet) [CL] [NYC BC Class 6]

Dark gray low-plasticity CLAY and lenses of fine sand

(wet) [CL] [NYC BC Class 6]

Dark gray low-plasticity CLAY and lenses of fine sand

(wet) [CL] [NYC BC Class 6]

Dark gray low-plasticity CLAY and lenses of fine sand

(wet) [CL] [NYC BC Class 6]

Dark gray low-plasticity CLAY and lenses of fine sand,

some shells (wet) [CL] [NYC BC Class 6]

Dark gray low-plasticity CLAY and lenses of fine sand,

trace shells (wet) [CL] [NYC BC Class 6]

Dark gray low-plasticity CLAY and lenses of fine sand,

trace shells (wet) [CL] [NYC BC Class 6] SS ST SS SS ST SS SS

WOR

WOR

WOR

WOR

WOR 24 24 24 24 24 24 24

WOR

WOR

WOR

WOR

WOR

WOR

WOR

WOR

WOR

WOR

WOR

WOR

WOR

WOR

WOR

Drill to 45.0ft., Gray wash,

Smooth drilling

Push a Shelby tube at 47.0ft.

Drill to 55.0ft.,Gray wash,

Smooth drilling

Push a Shelby tube at 57.0ft.

Drill to 65.0ft., Gray wash,

Smooth drilling Number Penetr. Type Recov. resist BL/6in (in)

45

Location

Project No.

Approx. 7 feet NAVD 88

70

of 8 MATERIAL SYMBOL

Sample Description Depth

Scale

46

47

48

49

50

51

52

53

54

55

56

57

58

59

60

61

62

63

64

65

66

67

68

69

Elevation and Datum

Project

N-Value

(Blows/ft) 10 20 30 40

LB-1

Platform Test Caissons

Hudson Yards - West Rail Yard, Manhattan, NY

170444101

 Log of Boring Sheet 3 \\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINTLOGS\170444101_ENTERPRISE.GPJ ... 11/30/2017 1:34:45 PM ... Report: Log - LANGAN Coring (min)

Elev.

(ft)

-38.0

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

Remarks Sample Data
S-14 U-5 S-15 S-16 S-17 U-6 S-18

Dark gray low-plasticity CLAY and lenses of fine sand,

trace shells (wet) [CL] [NYC BC Class 6]

Dark gray low-plasticity CLAY and lenses of fine sand,

trace shells (wet) [CL] [NYC BC Class 6]

Dark gray low-plasticity CLAY and lenses of fine sand,

trace shells (wet) [CL] [NYC BC Class 6]

Dark gray low-plasticity CLAY and lenses of fine sand

(wet) [CL] [NYC BC Class 6]

Dark gray low-plasticity CLAY and lenses of fine sand

(wet) [CL] [NYC BC Class 6]

Dark gray low-plasticity CLAY and lenses of fine sand

(wet) [CL] [NYC BC Class 6]

Dark gray low-plasticity CLAY and lenses of fine sand

(wet) [CL] [NYC BC Class 6] SS ST SS SS SS ST SS

WOH

WOH

WOH

WOH

WOH 24 24 24 24 24 22 20

WOH

WOH

WOH

WOH

WOH

WOH

WOH

WOH

WOH

WOH

WOH

WOH

WOH

WOH

WOH

Drill to 70.0ft., Gray wash,

Smooth drilling

Push a Shelby tube at 72.0ft.

Drill to 80.0ft., Gray wash,

Smooth drilling

Drill to 85.0ft., Gray wash,

Smooth drilling

Push a Shelby tube at 87.0ft. Number Penetr. Type Recov. resist BL/6in (in)

70

Location

Project No.

Approx. 7 feet NAVD 88

95

of 8 MATERIAL SYMBOL

Sample Description Depth

Scale

71

72

73

74

75

76

77

78

79

80

81

82

83

84

85

86

87

88

89

90

91

92

93

94

Elevation and Datum

Project

N-Value

(Blows/ft) 10 20 30 40

LB-1

Platform Test Caissons

Hudson Yards - West Rail Yard, Manhattan, NY

170444101

 Log of Boring Sheet 4 \\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINTLOGS\170444101_ENTERPRISE.GPJ ... 11/30/2017 1:34:45 PM ... Report: Log - LANGAN Coring (min)

Elev.

(ft)

-63.0

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

Remarks Sample Data
S-19 S-20 S-21 S-22 S-23

Dark gray low-plasticity CLAY and lenses of fine sand,

trace shells, trace wood (wet) [CL] [NYC BC Class 6]

Dark gray low-plasticity CLAY and lenses of fine sand,

trace shells, trace wood (wet) [CL] [NYC BC Class 6]

Dark gray low-plasticity CLAY and lenses of fine sand

(wet) [CL] [NYC BC Class 6]

Dark gray low-plasticity CLAY and lenses of fine sand

(wet) [CL] [NYC BC Class 6]

Dark gray low-plasticity CLAY and lenses of fine sand

(wet) [CL] [NYC BC Class 6] SS SS SS SS SS

2

3

5

3

WOR 18 22 24 24 24

WOH

2

1

1

WOR

WOH

2

2

2

WOR

WOH

WOH

WOH

3

WOR

Drill to 95.0ft., Gray wash,

Smooth drilling

Drill to 100.0ft., Gray wash,

Smooth drilling

Drill to 105.0ft., Gray wash,

Smooth drilling . S-21 at

105ft

Drill to 110.0ft., Gray wash,

Smooth drilling

Drill to 115.0ft., Gray wash,

Smooth drilling Number Penetr. Type Recov. resist BL/6in (in)

95

Location

Project No.

Approx. 7 feet NAVD 88

120

of 8 MATERIAL SYMBOL

Sample Description Depth

Scale

96

97

98

99

100

101

102

103

104

105

106

107

108

109

110

111

112

113

114

115

116

117

118

119

Elevation and Datum

Project

N-Value

(Blows/ft) 10 20 30 40

LB-1

Platform Test Caissons

Hudson Yards - West Rail Yard, Manhattan, NY

170444101

 Log of Boring Sheet 5 \\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINTLOGS\170444101_ENTERPRISE.GPJ ... 11/30/2017 1:34:46 PM ... Report: Log - LANGAN Coring (min)

Elev.

(ft)

-88.0

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

Remarks

4

3

3

Sample Data
S-24 S-25 S-26 S-27 C-1 C-2

Dark gray low-plasticity CLAY and lenses of fine sand

(wet) [CL] [NYC BC Class 6]

Dark gray low-plasticity CLAY and lenses of fine sand,

some wood (wet) [CL] [NYC BC Class 6]

Dark reddish brown SILT, some fine sand [ML]

[completely decomposed rock] [NYC BC Class 1D]

(wet)

Gray and dark brown SILT, some fine sand

[completely decomposed rock] [ML] [NYC BC Class

1D] (wet)

Gray fine to coarse grained muscovite-biotite-garnet

gneissic SCHIST, slightly weathered, close to

moderate fracture spacing, fractures steeply dipping to

shallow dipping [NYC BC Class 1B]

Gray fine to coarse grained muscovite-biotite-garnet

SCHIST, slightly weathered, close to moderate

fracture spacing, fractures steeply dipping to shallow

dipping [NYC BC Class 1B] SS SS SS SS NX Core NX Core

WOR

8 24 24 5 12 REC=56''/60'' =93% REC=56''/60'' =93%

WOR

4

60

WOR

6

50/2

50/1

WOR

WOH

30

45 RQD=37''/60'' =62% RQD=44''/60'' =73%

4:54

2:19

3:07

3:47

2:51

2:45

2:26

2:22

-122.0

-130.0

Drill to 120.0ft., Gray wash,

Smooth drilling

Drill to 125.0ft., Gray wash,

Smooth drilling

Drill to 129.0ft., Gray wash,

Smooth drilling, At around

129 ft heavy rig chatter

Drill to 135.0ft., Brown wash,

Heavy rig chatter

Start coring rock @137ft, C-1

at 137ft

C-2 at 142ft Number Penetr. Type Recov. resist BL/6in (in)

120

Location

Project No.

Approx. 7 feet NAVD 88

145

of 8 MATERIAL SYMBOL

Sample Description Depth

Scale

121

122

123

124

125

126

127

128

129

130

131

132

133

134

135

136

137

138

139

140

141

142

143

144

Elevation and Datum

Project

N-Value

(Blows/ft) 10 20 30 40

LB-1

Platform Test Caissons

Hudson Yards - West Rail Yard, Manhattan, NY

170444101

 Log of Boring Sheet 6 \\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINTLOGS\170444101_ENTERPRISE.GPJ ... 11/30/2017 1:34:46 PM ... Report: Log - LANGAN Coring (min)

Elev.

(ft)

-113.0

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

Remarks

10

50/2

50/1

Sample Data
C-2 C-3 C-4 C-5 C-6 C-7

Gray fine to coarse grained muscovite-biotite-garnet

SCHIST, moderately weathered, very close to close

fracture spacing, fractures near vertical to near

horizontal, dark greenish and black

quartz-biotite-hornblende amphibolite from 148' to

150', granulite intrusion at around 150' [NYC BC Class

1D]

Gray fine to coarse grained muscovite-biotite-garnet

SCHIST, slightly weathered, close to moderate

fracture spacing, fractures steeply dipping to shallow

dipping [NYC BC Class 1C]

Gray fine to coarse grained muscovite-biotite-garnet

SCHIST, moderately weathered, close fracture

spacing, fractures near vertical to near horizontal [NYC

BC Class 1D]

Gray fine to coarse grained muscovite-biotite-garnet

SCHIST, slightly weathered, close to moderate

fracture spacing, fractures steeply dipping [NYC BC

Class 1C]

Gray fine to coarse grained muscovite-biotite-garnet

SCHIST, slightly weathered, close to moderate

fracture spacing, fractures steeply dipping [NYC BC

Class 1B] NX Core NX Core NX Core NX Core NX Core NX Core REC=60''/60'' =100% REC=45''/60'' =75% REC=20''/60'' =33% REC=54''/60'' =90% REC=60''/60'' =100% RQD=18''/60'' =30% RQD=26''/60'' =43% RQD=10''/60'' =17% RQD=29''/60'' =48% RQD=42''/60'' =70%

2:05

2:34

2:25

2:48

2:36

3:03

2:44

3:05

3:12

4:01

4:06

4:08

4:02

4:10

4:25

4:12

4:44

4:30

4:16

4:32

4:16

4:05

4:50

4:40

4:36

-140.0

-145.0

-150.0

-155.0

C-3 at 147ft

C-4 at 152ft

C-5 at 157ft

C-6 at 162ft

C-7 at 167ft Number Penetr. Type Recov. resist BL/6in (in)

145

Location

Project No.

Approx. 7 feet NAVD 88

170

of 8 MATERIAL SYMBOL

Sample Description Depth

Scale

146

147

148

149

150

151

152

153

154

155

156

157

158

159

160

161

162

163

164

165

166

167

168

169

Elevation and Datum

Project

N-Value

(Blows/ft) 10 20 30 40

LB-1

Platform Test Caissons

Hudson Yards - West Rail Yard, Manhattan, NY

170444101

 Log of Boring Sheet 7 \\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINTLOGS\170444101_ENTERPRISE.GPJ ... 11/30/2017 1:34:47 PM ... Report: Log - LANGAN Coring (min)

Elev.

(ft)

-138.0

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

Remarks Sample Data
C-7 C-8

Gray fine to coarse grained muscovite-biotite-garnet

SCHIST, slightly weathered, close to moderate

fracture spacing, fractures shallow dipping [NYC BC

Class 1B] NX Core NX Core REC=58''/60'' =97% RQD=46''/60'' =77%

4:52

4:25

4:45

4:20

4:25

4:39

4:58

-170.0

C-8 at 172ft

Bottom of boring at 177.0ft.

Boring was backfilled and

grouted. Number Penetr. Type Recov. resist BL/6in (in)

170

Location

Project No.

Approx. 7 feet NAVD 88

195

of 8 MATERIAL SYMBOL

Sample Description Depth

Scale

171

172

173

174

175

176

177

178

179

180

181

182

183

184

185

186

187

188

189

190

191

192

193

194

Elevation and Datum

Project

N-Value

(Blows/ft) 10 20 30 40

LB-1

Platform Test Caissons

Hudson Yards - West Rail Yard, Manhattan, NY

170444101

 Log of Boring Sheet 8 \\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINTLOGS\170444101_ENTERPRISE.GPJ ... 11/30/2017 1:34:48 PM ... Report: Log - LANGAN Coring (min)

Elev.

(ft)

-163.0

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

Remarks Sample Data
S-1 S-2 S-3 S-4 S-5

About 6 inches asphalt

Black medium SAND, some fine gravel, trace brick

(from vacuum cuttings) [FILL] [NYC BC Class 7]

Black silty fine SAND, trace fine gravel (wet) [FILL]

[NYC BC Class 7]

Black silty fine SAND, trace fine gravel (wet) [FILL]

[NYC BC Class 7]

Gray silty medium to fine SAND, some fine gravel

(wet) [FILL] [NYC BC Class 7]

Gray silty medium to fine SAND, some fine gravel

(wet) [FILL] [NYC BC Class 7] SS SS SS SS SS

2

7

3

4

8 10 8 6 8

4

2

2

4

5

4

4

2

4

3

2

3

3

4

+7.0 Clear for utilities for the

upper 8.0ft. with vacuum

truck on 10/20/17

Started Drilling at 10/27/2017

Drive casing to 5.0ft. (~40

blows) Drive casing to 10.0ft.

(~95 blows)

Drill to 8.0ft. without taking

any samples

Push casing to 15.0ft. Drill to

15.0ft., Gray wash, Smooth

drilling Number Penetr. Type Recov. resist BL/6in (in)

0

Number of Samples

Drop (in)

10/27/17

5

117 ft

Field Engineer

Date Started

Casing Diameter (in)

CME75 Truck Rig

24 HR.

Automatic

Core

30

Weight (lbs)

Water Level (ft.)

40

Completion

Sampler Hammer

Date Finished

Undisturbed

140

Automatic Drilling Foreman

9

11/3/17

Drilling Company

3-7/8 inch Tricone Roller Bit

Casing Depth (ft)

Eric Delmeier

77 ft

First

Disturbed

2-inch-diameter split spoon; Shelby Tube; Macrocore

Craig Geotechnical Drilling

140 30

Drilling Equipment Rock Depth

Casing Hammer

77

17

Thomas Androutselis

Completion Depth

Size and Type of Bit

Drop (in)

Sampler

Weight (lbs)

4

Location

Project No.

Approx. 7.5 feet NAVD 88

20

of 5 MATERIAL SYMBOL

Sample Description Depth

Scale

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

Elevation and Datum

Project

N-Value

(Blows/ft) 10 20 30 40

LB-2

Platform Test Caissons

Hudson Yards - West Rail Yard, Manhattan, NY

170444101

 Log of Boring Sheet 1 \\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINTLOGS\170444101_ENTERPRISE.GPJ ... 11/30/2017 1:34:54 PM ... Report: Log - LANGAN Coring (min)

Elev.

(ft) +7.5

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

Remarks

8

6

4

8

10

Sample Data
S-5 S-6 S-7 U-1 S-8 S-9 U-2 S-10

Greenish brown fine SAND, some silt, trace fine gravel

(wet) [FILL] [NYC BC Class 7]

Greenish brown fine SAND, some silt, trace fine

gravel, trace wood (wet) [FILL] [NYC BC Class 7]

Black high-plasticity CLAY with organics and lenses of

olive greyish brown silt (wet) [CH] [NYC BC Class 6]

Dark gray low-plasticity CLAY and lenses of fine sand

(wet) [CL] [NYC BC Class 6]

Dark gray low-plasticity CLAY and lenses of fine sand

(wet) [CL] [NYC BC Class 6]

Dark gray low-plasticity CLAY and lenses of fine sand

(wet) [CL] [NYC BC Class 6] SS SS SS ST SS SS ST SS

5

4

WOH

WOH

WOH

WOH

8 10 18 24 18 24 24 24

3

WOH

WOH

WOH

WOH

5

3

WOH

WOH

WOH

WOH

2

1

WOH

WOH

WOH

-17.5

Push casing to 20.0ft., clean

out the hole

Drill to 15.0ft., Gray wash,

Smooth drilling

Push casing to 25.0ft.

Drill to 25.0, Gray wash,

Smooth drilling

Push a Shelby tube at 27.0ft.

Drill to 35.0, Gray wash,

Smooth drilling

Push a Shelby tube at 37.0ft. Number Penetr. Type Recov. resist BL/6in (in)

20

Location

Project No.

Approx. 7.5 feet NAVD 88

45

of 5 MATERIAL SYMBOL

Sample Description Depth

Scale

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

Elevation and Datum

Project

N-Value

(Blows/ft) 10 20 30 40

LB-2

Platform Test Caissons

Hudson Yards - West Rail Yard, Manhattan, NY

170444101

 Log of Boring Sheet 2 \\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINTLOGS\170444101_ENTERPRISE.GPJ ... 11/30/2017 1:34:54 PM ... Report: Log - LANGAN Coring (min)

Elev.

(ft)

-12.5

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

Remarks

10

6

Sample Data
S-11 U-3 S-12 S-13 U-4 S-14 S-15 U-5 S-16

Dark gray low-plasticity CLAY and lenses of fine sand

(wet) [CL] [NYC BC Class 6]

Dark gray low-plasticity CLAY and lenses of fine sand

(wet) [CL] [NYC BC Class 6]

Dark gray low-plasticity CLAY and lenses of fine sand,

trace shells (wet) [CL] [NYC BC Class 6]

No Recovery

Dark gray low-plasticity CLAY and lenses of fine sand

(wet) [CL] [NYC BC Class 6]

Dark gray low-plasticity CLAY and lenses of fine sand,

trace shells (wet) [CL] [NYC BC Class 6] SS ST SS SS ST SS SS ST SS

WOR

WOH

WOH

WOH

WOH 24 24 24 24 0 24 24 24 24

WOR

WOH

WOH

WOR

WOH

WOH

WOR

WOH

WOH

WOR

WOH

WOR

WOH

WOH

WOR

WOH

WOH

Drill to 45.0ft., gray wash,

smooth drilling

Push a Shelby tube at 47.0ft.

Drill to 55.0ft., Gray wash,

Smooth drilling

Push a Shelby tube at 57.0ft.

Drill to 65.0ft., Gray wash,

Smooth drilling

Push a Shelby tube at 67.0ft. Number Penetr. Type Recov. resist BL/6in (in)

45

Location

Project No.

Approx. 7.5 feet NAVD 88

70

of 5 MATERIAL SYMBOL

Sample Description Depth

Scale

46

47

48

49

50

51

52

53

54

55

56

57

58

59

60

61

62

63

64

65

66

67

68

69

Elevation and Datum

Project

N-Value

(Blows/ft) 10 20 30 40

LB-2

Platform Test Caissons

Hudson Yards - West Rail Yard, Manhattan, NY

170444101

 Log of Boring Sheet 3 \\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINTLOGS\170444101_ENTERPRISE.GPJ ... 11/30/2017 1:34:55 PM ... Report: Log - LANGAN Coring (min)

Elev.

(ft)

-37.5

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

Remarks Sample Data
S-16 S-17 C-1 C-2 C-3 C-4

Dark gray low-plasticity CLAY and lenses of fine sand,

trace shells (wet) [CL] [NYC BC Class 6]

Dark reddish brown SILT, some fine sand [ML]

[completely decomposed rock] [NYC BC Class 1D]

(wet)

Gray gneissic SCHIST; slightly; moderate fracture

spacing; fractures shallow dipping to near horizontal

[NYC BC Class 1B]

Gray gneissic SCHIST; slightly; moderate fracture

spacing; fractures steeply dipping to near horizontal

[NYC BC Class 1B]

Gray gneissic SCHIST; fresh; moderate to wide

fracture spacing; fractures moderately dipping

[NYC BC Class 1A]

Gray gneissic SCHIST; moderately to highly

weathered (from 94'-97'); close to moderate fracture

spacing; fractures near vertical to near horizontal [NYC

BC Class 1B] SS SS NX Core NX Core NX Core NX Core

WOH 24 19 REC=54''/60'' =90% REC=56''/60'' =93% REC=53''/60'' =88% REC=49''/60'' =82%

WOH

50/2

11 RQD=50''/60'' =83% RQD=50''/60'' =83% RQD=53''/60'' =88% RQD=37''/60'' =62%

4:20

4:16

4:34

4:28

4:49

4:25

4:10

4:56

4:28

4:37

2:40

2:45

3:01

2:25

2:35

2:02

1:47

2:20

-64.5

-69.5 Start coring rock at around

77.0ft

C-1 at 77ft

C-2 at 82ft

C-3 at 87ft

C-4 at 92ft Number Penetr. Type Recov. resist BL/6in (in)

70

Location

Project No.

Approx. 7.5 feet NAVD 88

95

of 5 MATERIAL SYMBOL

Sample Description Depth

Scale

71

72

73

74

75

76

77

78

79

80

81

82

83

84

85

86

87

88

89

90

91

92

93

94

Elevation and Datum

Project

N-Value

(Blows/ft) 10 20 30 40

LB-2

Platform Test Caissons

Hudson Yards - West Rail Yard, Manhattan, NY

170444101

 Log of Boring Sheet 4 \\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINTLOGS\170444101_ENTERPRISE.GPJ ... 11/30/2017 1:34:55 PM ... Report: Log - LANGAN Coring (min)

Elev.

(ft)

-62.5

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

Remarks

50/2

Sample Data
C-4 C-5 C-6 C-7 C-8

Gray gneissic SCHIST; slightly to moderately; close

fracture spacing; fractures near vertical to near

horizontal [NYC BC Class 1C]

Gray gneissic SCHIST; slightly to moderately; close to

moderate fracture spacing; fractures steeply dipping to

near horizontal [NYC BC Class 1B]

Gray gneissic SCHIST; moderately; close fracture

spacing; fractures steeply dipping to near horizontal

[NYC BC Class 1D]

Gray gneissic SCHIST; fresh; close to wide fracture

spacing; fractures moderately dipping to near

horizontal [NYC BC Class 1B] NX Core NX Core NX Core NX Core NX Core REC=50''/60'' =83% REC=45''/60'' =75% REC=40''/60'' =67% REC=50''/60'' =83% RQD=27''/60'' =45% RQD=36''/60'' =60% RQD=16''/60'' =27% RQD=50''/60'' =83%

1:55

2:02

2:05

1:50

1:45

2:03

2:10

2:08

1:56

1:33

1:42

2:06

3:20

3:45

3:12

3:16

3:39

3:25

3:45

3:48

3:36

3:57

-99.5

-104.5

-109.5

C-5 at 97ft

Push casing to 77 feet,

Clean out the hole

C-6 at 102ft

C-7 at 107ft

C-8 at 112ft

Bottom of boring at

11/3/2017

Boring was backfilled and

grouted Number Penetr. Type Recov. resist BL/6in (in)

95

Location

Project No.

Approx. 7.5 feet NAVD 88

120

of 5 MATERIAL SYMBOL

Sample Description Depth

Scale

96

97

98

99

100

101

102

103

104

105

106

107

108

109

110

111

112

113

114

115

116

117

118

119

Elevation and Datum

Project

N-Value

(Blows/ft) 10 20 30 40

LB-2

Platform Test Caissons

Hudson Yards - West Rail Yard, Manhattan, NY

170444101

 Log of Boring Sheet 5 \\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINTLOGS\170444101_ENTERPRISE.GPJ ... 11/30/2017 1:34:56 PM ... Report: Log - LANGAN Coring (min)

Elev.

(ft)

-87.5

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

Remarks Sample Data
S-1 S-2 S-3

About 6 inches asphalt

Black medium to coarse SAND, some fine gravel,

trace brick (from vacuum cuttings) [FILL] [NYC BC

Class 7]

No Recovery

Gray fine GRAVEL and SAND, trace silt (wet) [FILL]

[NYC BC Class 7]

Gray medium to coarse SAND, some gravel, trace silt

(wet) [FILL] [NYC BC Class 7] SS SS SS

1

1

2

0 6 8

3

2

6

1

1

7

5

3

3

+8.0

-9.5

Clear for utilities for the

upper 8.0ft. with vacuum

truck on 10/20/17

Started drilling at 11/2/2017

Push casing to 5.0ft. Drive

casing to 10.0ft. (~120

blows)

Drill to 8.0ft., Gray and black

wash, Smooth drilling. S-1 at

8ft

Push casing to 15.0ft

Drill to 15.0ft., Gray and

black wash, Smooth drilling

Push casing to 20.0ft

Change in drilling at around

18.0 ft., probably start of clay

layer Number Penetr. Type Recov. resist BL/6in (in)

0

Number of Samples

Drop (in)

11/2/17

2

68 ft

Field Engineer

Date Started

Casing Diameter (in)

CME75 Truck Rig

24 HR.

Automatic

Core

30

Weight (lbs)

Water Level (ft.)

30

Completion

Sampler Hammer

Date Finished

Undisturbed

140

Automatic Drilling Foreman

8.5

11/3/17

Drilling Company

3-7/8 inch Tricone Roller Bit

Casing Depth (ft)

Eric Delmeier

38 ft

First

Disturbed

2-inch-diameter split spoon; Shelby Tube; Macrocore

Craig Geotechnical Drilling

140 30

Drilling Equipment Rock Depth

Casing Hammer

38

7

Thomas Androutselis

Completion Depth

Size and Type of Bit

Drop (in)

Sampler

Weight (lbs)

4

Location

Project No.

Approx. 8.5 feet NAVD 88

20

of 3 MATERIAL SYMBOL

Sample Description Depth

Scale

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

Elevation and Datum

Project

N-Value

(Blows/ft) 10 20 30 40

LB-3

Platform Test Caissons

Hudson Yards - West Rail Yard, Manhattan, NY

170444101

 Log of Boring Sheet 1 \\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINTLOGS\170444101_ENTERPRISE.GPJ ... 11/30/2017 1:35:00 PM ... Report: Log - LANGAN Coring (min)

Elev.

(ft) +8.5

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

Remarks

4

3

13

Sample Data
S-4 U-1 S-5 S-6 U-2 S-7 C-1 C-2

Dark gray low-plasticity CLAY and lenses of fine sand

(wet) [CL] [NYC BC Class 6]

Dark gray low-plasticity CLAY and lenses of fine sand

(wet) [CL] [NYC BC Class 6]

Dark gray low-plasticity CLAY and lenses of fine sand,

trace shells (wet) [CL] [NYC BC Class 6]

Dark gray low-plasticity CLAY and lenses of fine sand,

trace shells (wet) [CL] [NYC BC Class 6]

Dark gray low-plasticity CLAY and lenses of fine sand,

trace shells (wet) [CL] [NYC BC Class 6]

Dark gray low-plasticity CLAY and lenses of fine sand,

trace shells (wet) [CL] [NYC BC Class 6]

Gray gneissic SCHIST; slightly weathered; close to

moderate fracture spacing; fractures near vertical to

near horizontal; pegmatite intrusions from 39.5 to

40.0ft. [NYC BC Class 1B] SS ST SS SS ST SS NX Core NX Core

WOH

WOH

WOH

WOH 16 24 24 24 24 24 REC=57''/60'' =95%

WOH

WOH

WOH

WOH

WOH

WOH

WOH

WOH

WOH

WOH

WOH

WOHRQD=48''/60'' =80%

1:38

1:59

2:59

3:09

3:41

1:50

2:48

-29.5

Drill to 20.0ft., Gray wash,

Smooth drilling

Push a Shelby tube at 22.0ft.

Push casing to 30.0ft

Drill to 30.0ft., Gray wash,

Smooth drilling

Push a Shelby tube at 32.0ft.

Push casing to 37.0ft., Drive

casing to 38.0ft (~80 blows).

Drill to 38.0ft., Gray wash,

Smooth drilling

Start coring rock at around

38.0ft

C-1 at 38ft

C-2 at 43ft Number Penetr. Type Recov. resist BL/6in (in)

20

Location

Project No.

Approx. 8.5 feet NAVD 88

45

of 3 MATERIAL SYMBOL

Sample Description Depth

Scale

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

Elevation and Datum

Project

N-Value

(Blows/ft) 10 20 30 40

LB-3

Platform Test Caissons

Hudson Yards - West Rail Yard, Manhattan, NY

170444101

 Log of Boring Sheet 2 \\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINTLOGS\170444101_ENTERPRISE.GPJ ... 11/30/2017 1:35:01 PM ... Report: Log - LANGAN Coring (min)

Elev.

(ft)

-11.5

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

Remarks Sample Data
C-2 C-3 C-4 C-5 C-6

Gray gneissic SCHIST; slightly weathered; close to

moderate fracture spacing; fractures steeply dipping

[NYC BC Class 1A]

Gray gneissic SCHIST; slightly weathered; close to

moderate fracture spacing; fractures steeply dipping;

pegmatite intrusions from 52.0 to 52.5 ft. [NYC BC

Class 1B]

Gray gneissic SCHIST; slightly weathered; close to

moderate fracture spacing; fractures steeply dipping to

shallow dipping [NYC BC Class 1A]

Gray gneissic SCHIST; slightly weathered; close to

moderate fracture spacing; fractures shallow dipping to

near horizontal [NYC BC Class 1B]

Gray gneissic SCHIST; slightly weathered; close to

moderate fracture spacing; fractures near horizontal

[NYC BC Class 1A] NX Core NX Core NX Core NX Core NX Core REC=57''/60'' =95% REC=55''/60'' =92% REC=60''/60'' =100% REC=52''/60'' =87% REC=55''/60'' =92% RQD=53''/60'' =88% RQD=45''/60'' =75% RQD=53''/60'' =88% RQD=46''/60'' =77% RQD=53''/60'' =88%

3:23

2:58

7:25

3:24

4:26

4:48

5:36

7:24

3:21

6:58

8:13

6:18

6:08

6:26

6:39

7:12

7:25

7:20

6:04

6:32

7:46

6:22

6:53

-59.5

C-3 at 48ft

C-4 at 53ft

C-5 at 58ft

C-6 at 63ft

Bottom of boring at 68.0 ft.

Boring was backfilled and

grouted. Number Penetr. Type Recov. resist BL/6in (in)

45

Location

Project No.

Approx. 8.5 feet NAVD 88

70

of 3 MATERIAL SYMBOL

Sample Description Depth

Scale

46

47

48

49

50

51

52

53

54

55

56

57

58

59

60

61

62

63

64

65

66

67

68

69

Elevation and Datum

Project

N-Value

(Blows/ft) 10 20 30 40

LB-3

Platform Test Caissons

Hudson Yards - West Rail Yard, Manhattan, NY

170444101

 Log of Boring Sheet 3 \\LANGAN.COM\DATA\NY\DATA1\170444101\ENGINEERING DATA\GEOTECHNICAL\GINTLOGS\170444101_ENTERPRISE.GPJ ... 11/30/2017 1:35:01 PM ... Report: Log - LANGAN Coring (min)

Elev.

(ft)

-36.5

(Drilling Fluid, Depth of Casing,

Fluid Loss, Drilling Resistance, etc.)

Remarks Sample Data
HUDSON YARDS

HYW-TF-LAN-RPT-B-20181109 GEOTECHNICAL REPORT

NOVEMBER 9, 2018

APPENDIX B

2004 CPT Report












































HUDSON YARDS

HYW-TF-LAN-RPT-B-20181109 GEOTECHNICAL REPORT

NOVEMBER 9, 2018

APPENDIX C

2004 and 2017 Laboratory Data
RSA’s Geolab’s Geotechnical Laboratory testing was performed and results reported in accordance with ASTM standards and accepted 

industry standards. No other representations or warranties either express or implied are given. RSA Geolab, LLC neither accepts 

responsibility for nor makes claim to the final use and purpose of the material tested.

RSA Geolab, LLC owns all rights, title and interest of the work product. This report is intended for client’s sole and exclusive use and 

not for the benefit of others and may not be used or relied upon by others. These documents must be considered proprietary information 

and should not be reproduced without the written approval of RSA Geolab, LLC.

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908-964-0786 (P) 

 

 www.RSAgeolab.com 

Letter of Transmittal

Date: 11-8-17 Job No.: 869 Lab Log: 17-335

Attention: Michael Paquette

 Langan Engineering 

 360 West 31st Street, 8th Floor

 New York, NY 10001

CC: Thomas Androutselis

Re: Hudson Yards

Sample(s) ID: LB-1 27-29’, LB-1 37-39’, LB-1 47-49’, LB-1 57-59’, LB-1 72-74’, LB-1 87-89’

Dear Mr. Paquette, 

Please find attached results for the samples referenced above. The following lab testing was performed:

 ASTM D2216 Moisture Content

 ASTM D2974 Organic Content

 ASTM D4318 Atterberg Limits (w/LL on oven dried material)

 ASTM D2850 Unconsolidated Undrained Triaxial Shear (10 psi)

 Log & Photograph of tubes

Regards,

RSA Geolab, LLC

Remarks: If you have any questions, please call 908-964-0786. 

Signed: _______________________

 Dr. Raza S. Ahmed

 President RSA Geolab, LLC
RSA Geolab, LLC LOG OF UNDISTURBED SOIL SAMPLERS

Project: Hudson Yards Project Number: 869

Client: Langan Engineering Diameter: 2.8”

Sample: LB-1 27-29’ Recovery: 22.5”

Date: 11-1-17 Remarks:

Top of 

Sample Inches Type of Test

22

21 Dark Gray Clay & Silt little (-), cmf Sand, trace f Gravel

20 Odorous, organics (sea shells) (visual)

19

18

17

16

15

14

13

12

11

10

9

Atterberg

8 Moisture &

7

Organic Cont.

6

5

UU

4

3

2

1

0

Bottom of 

Sample
RSA Geolab, LLC LOG OF UNDISTURBED SOIL SAMPLERS

Project: Hudson Yards Project Number: 869

Client: Langan Engineering Diameter: 2.8”

Sample: LB-1 37-39’ Recovery: 24”

Date: 11-1-17 Remarks:

Top of 

Sample Inches Type of Test

22

21 Gray Clay & Silt little (+), cmf Sand, trace mf Gravel

20 Odorous, organics (sea shells) (visual)

19

18

17

16

15

14

13

12

11

10

9

Atterberg

8 Moisture &

7

Organic Cont.

6

5

UU

4

3

2

1

0

Bottom of 

Sample
RSA Geolab, LLC LOG OF UNDISTURBED SOIL SAMPLERS

Project: Hudson Yards Project Number: 869

Client: Langan Engineering Diameter: 2.8”

Sample: LB-1 47-49’ Recovery: 26”

Date: 11-1-17 Remarks:

Top of 

Sample Inches Type of Test

22

21 Dark Gray Clay & Silt little (+), cmf Sand, trace mf Gravel

20 Odorous, organics (sea shells) (visual)

19

18

17

16

15

14

13

12

11

10

9

Atterberg

8 Moisture &

7

Organic Cont.

6

5

UU

4

3

2

1

0

Bottom of 

Sample
RSA Geolab, LLC LOG OF UNDISTURBED SOIL SAMPLERS

Project: Hudson Yards Project Number: 869

Client: Langan Engineering Diameter: 2.8”

Sample: LB-1 57-59’ Recovery: 21”

Date: 11-1-17 Remarks:

Top of 

Sample Inches Type of Test

22

21 Dark Gray Clay & Silt little (+), cmf Sand, trace mf Gravel

20 Odorous, organics (sea shells) (visual)

19

18

17

16

15

14

13

12

11

10

9

Atterberg

8 Moisture &

7

Organic Cont.

6

5

UU

4

3

2

1

0

Bottom of 

Sample
RSA Geolab, LLC LOG OF UNDISTURBED SOIL SAMPLERS

Project: Hudson Yards Project Number: 869

Client: Langan Engineering Diameter: 2.8”

Sample: LB-1 72-74’ Recovery: 19.5”

Date: 11-1-17 Remarks:

Top of 

Sample Inches Type of Test

22

21 Dark Gray Clay & Silt little (+), cmf Sand, trace mf Gravel

20 Odorous, organics (sea shells) (visual)

19

18

17

16

15

14

13

12

11

10

9

Atterberg

8 Moisture &

7

Organic Cont.

6

5

UU

4

3

2

1

0

Bottom of 

Sample
RSA Geolab, LLC LOG OF UNDISTURBED SOIL SAMPLERS

Project: Hudson Yards Project Number: 869

Client: Langan Engineering Diameter: 2.8”

Sample: LB-1 87-89’ Recovery: 26”

Date: 11-1-17 Remarks:

Top of 

Sample Inches Type of Test

22

21 Dark Gray Clay & Silt little (+), cmf Sand, trace f Gravel

20 Odorous, organics (sea shells) (visual)

19

18

17

16

15

14

13

12

11

10

9

Atterberg

8 Moisture &

7

Organic Cont.

6

5

UU

4

3

2

1

0

Bottom of 

Sample
9 Results 

C, psi 

$. deg 

Tan(q) 

·u; 6 c. 

ui 

CJ) 

~ 

U5 

.... 

Cll 

Q) 

.c 

U) 3 .... r;;. 

1/ 

0 

0 3 6 9 12 15 18 

Normal Stress, psi 

9 Sample No. 1 

Water Content, % 71.3 

7.5 I Dry Density, pcf 56.7 

~ Saturation, % 101.9 

I ·c: Void Ratio 1.7510 - ·u; 6 / 1 Diameter, in. 2.79 c. / 

ui Height, in. 5.88 CJ) 

Q) 

.... Water Content, % 70.0 

U5 4.5 Dry Density, pcf 56.7 .... tl 0 Q) Saturation, % 100.0 

ro f-

·:;;; ;;( Void Ratio 1.7510 Q) 3 Diameter, in. 2.79 0 

I Height, in. 5.88 

Strain rate, in./min. 0.050 

1.5 i Back Pressure, psi 0.0 

IT 

Cell Pressure, psi 10.0 

0 

0 5 10 15 20 Fail. Stress, psi 6.3 

Axial Strain, % Ult. Stress, psi 

(j1 Failure, psi 16.3 

Type of Test: Failure, psi 10.0 

Unconsolidated Undrained (j3 

Sample Type: ASTM D2850 Client: Langan Engineering 

Description: Dark Gray Clay & Silt little(-), cmfSand, 

trace fGravel, odorous, organics (sea shells) (visual) Project: Hudson Yards 

Assumed Specific Gravity= 2.5 Sample Number: LB-1 27-29' 

Remarks: HID= 2.10 

Proj. No.: 869 Date Sampled: 11-8-17 

TRIAXIAL SHEAR TEST REPORT 

RSA Geolab 

Figure Union New Jersev 

Tested By: =Ec:=E:...__ _________ Checked By: '-'K"-P _________ _ 
7.5 

~ 7.5 w 

6 ------ 6 

(/) I (/) (/) (/) (j) 4.5 (j) 4.5 ..... 

I ..... i75 i75 !..... ·u; ~..- ·en £0.. oo.. ro ro ·s; 3 I ·s; 3 (j) (j) 

0 0 

1.5 1.5 II 

0 0 

0% 8% 16% 0% 8% 16% 

7.5 w 7.5 w 

6 6 

(/) (/) (/) (/) (j) 4.5 ~ 4.5 ..... 

i75 i75 ~..... ·oo 0 '(ii 0 0.. 0.. ro i ro ·s; 3 ·s; 3 (j) 

I 

(j) 

0 0 

1.5 1.5 

0 0 

0% 8% 16% 0% 8% 16% 

9 Peak Strength 

Total 

a= I 

a= 

tan a= 

6 

'(ii 

0.. 

& 

3 

L_ 

v 

v 

0 / I 

I 

0 3 6 9 12 15 18 

p, psi 

Client: Langan Engineering 

Project: Hudson Yards 

Sample Number: LB-1 27-29' 

Project No.: 869 Figure l RSA Geolab 

Tested By:~E~E~-------------------- CheckedBy:~K~P ____________________ __ 
Date: 

Client: 

Project: 

Project No.: 

Sample Number: 

11-8-17 

TRIAXIAL COMPRESSION TEST 

Unconsolidated Undrained 

Langan Engineering 

Hudson Yards 

869 

LB-1 27-29' 

11/3/2017 

11:52 AM 

Description: 

Remarks: 

Dark Gray Clay & Silt little(-), cmfSand, trace fGravel, odorous, organics (sea shells) (visual) 

HID= 2.10 

Type of Sample: ASTMD2850 

Assumed Specific Gravity=2.5 LL= 

Test Method: COE uniform strain 

Specimen Parameter Initial 

Moisture content: Moist soil+tare, gms. 919.100 

Moisture content: Dry soil+tare, gms. 

Moisture content: Tare, gms. 

Moisture,% 

Moist specimen weight, gms. 

Diameter, in. 

Area, in.2 

Height, in. 

Net decrease in height, in. 

Wet density, pcf 

Dry density, pcf 

Void ratio 

Saturation, % 

"--"-

Cell pressure= 10.00 psi 

Back pressure= 0.00 psi 

Strain rate, in./min. = 0.050 

Fail. Stress = 6.33 psi at reading no. 23 

536.400 

0.000 

71.3 

919.1 

2.79 

6.13 

5.88 

97.2 

56.7 

1.7510 

101.9 

PL= 

Saturated 

70.0 

2.79 

6.13 

5.88 

0.00 

96.5 

56.7 

1.7510 

100.0 

PI= 

Final 

919.100 

536.400 

0.000 

71.3 

L------------------------------------ RSAGeolab ----------------------------------~ 
No. 

Def. 

Dial 

in. 

Load 

Dial 

0 0.0000 4.600 

0.0100 6.900 

2 0.0200 8.700 

3 0.0300 9.300 

4 0.0400 10.700 

5 0.0500 12.000 

6 0.0600 13.300 

7 0.0700 14.500 

8 0.0800 15.800 

9 0.0900 17.100 

10 0.1000 18.400 

11 0.1250 21.500 

12 0.1500 25.000 

13 0.1750 28.200 

14 0.2000 31.300 

15 0.2250 34.400 

16 0.2500 37.100 

17 0.2750 39.100 

18 0.3000 41.000 

19 0.3250 42.700 

20 0.3500 43.800 

21 0.4000 45.200 

22 0.4500 46.100 

23 0.5000 47.000 

24 0.5500 47.300 

25 0.6000 47.600 

26 0.6500 48.000 

27 0.7000 47.800 

28 0.7500 48.500 

29 0.8000 48.500 

30 0.8500 48.800 

31 0.9000 49.600 

Load 

lbs. 

Strain 

% 

0.0 0.0 

2.3 0.2 

4.1 0.3 

4.7 0.5 

6.1 0.7 

7.4 0.9 

8.7 1.0 

9.9 1.2 

11.2 1.4 

12.5 1.5 

13.8 1.7 

16.9 2.1 

20.4 2.6 

23.6 3.0 

26.7 3.4 

29.8 3.8 

32.5 4.3 

34.5 4.7 

36.4 5.1 

38.1 5.5 

39.2 6.0 

40.6 6.8 

41.5 7.7 

42.4 8.5 

42.7 9.4 

43.0 10.2 

43.4 11.1 

43.2 11.9 

43.9 12.8 

43.9 13.6 

44.2 14.5 

45.0 15.3 

Deviator Minor Prine. Major Prine. 

Stress Stress Stress 

psi 

0.00 

0.37 

0.67 

0.76 

0.99 

1.20 

1.41 

1.60 

1.80 

2.01 

2.21 

2.70 

3.24 

3.74 

4.21 

4.68 

5.08 

5.37 

5.64 

5.87 

6.02 

6.18 

6.26 

6.33 

6.32 

6.30 

6.30 

6.21 

6.25 

6.19 

6.17 

6.22 

psi 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

psi 

10.00 

10.37 

10.67 

10.76 

10.99 

11.20 

11.41 

11.60 

11.80 

12.01 

12.21 

12.70 

13.24 

13.74 

14.21 

14.68 

15.08 

15.37 

15.64 

15.87 

16.02 

16.18 

16.26 

16.33 

16.32 

16.30 

16.30 

16.21 

16.25 

16.19 

16.17 

16.22 

( r::- -~·7 

\ I 

[ 

1:3 

Ratio 

p 

psi 

1.00 10.00 

1.04 10.19 

1.07 10.33 

1.08 10.38 

1.10 10.49 

1.12 10.60 

1.14 10.70 

1.16 10.80 

1.18 10.90 

1.20 11.00 

1.22 11.11 

1.27 11.35 

1.32 11.62 

1.37 11.87 

1.42 12.10 

1.47 12.34 

1.51 12.54 

1.54 12.68 

1.56 12.82 

1.59 12.94 

1.60 13.01 

1.62 13.09 

1.63 13.13 

1.63 13.17 

1.63 13.16 

1.63 13.15 

1.63 13.15 

1.62 13.11 

1.63 13.13 

1.62 13.10 

1.62 13.09 

1.62 13.11 

Q 

psi 

0.00 

0.19 

0.33 

0.38 

0.49 

0.60 

0.70 

0.80 

0.90 

1.00 

1.11 

1.35 

1.62 

1.87 

2.10 

2.34 

2.54 

2.68 

2.82 

2.94 

3.01 

3.09 

3.13 

3.17 

3.16 

3.15 

3.15 

3.11 

3.13 

3.10 

3.09 

3.11 

'------------------ RSA Geolab -----------------....1 
12 Results 

C, psi 

~. deg 

Tan(~) 

·u; 8 a. 

<li 

tJ) 

<!) 

..... 

Ci5 

..... 

(ll 

<!) 

.c 

(J) 4 

v 

0 

0 4 8 12 16 20 24 

Normal Stress, psi 

9 Sample No. 1 

I 

~ ....... Water Content, % 60.3 

7.5 ....__ ...__ Dry Density, pcf 64.1 

1 Cii Saturation, % 105.2 E 

c Void Ratio 1.4331 - ·u; 6 Diameter, in. 2.82 a. 

ui Height, in. 5.92 tJ) 

~ Water Content, % 57.3 

Ci5 4.5 - Dry Density, pcf 64.1 

0 tJ) 

<!) Saturation, % 100.0 

-ro f-

·:;;; I :;{ Void Ratio 1.4331 <!) 3 I Diameter, in. 2.82 0 

Height, in. 5.92 I 

I Strain rate, in./min. 0.050 

1.5 Back Pressure, psi 0.0 

Cell Pressure, psi 10.0 

0 

0 5 10 15 20 Fail. Stress, psi 8.0 

Axial Strain,% Ult. Stress, psi 

cr1 Failure, psi 18.0 

Type of Test: Failure, psi 10.0 

Unconsolidated Undrained cr3 

Sample Type: ASTM D2850 Client: Langan Engineering 

Description: Gray Clay & Silt little(+), cmfSand, trace 

mfGrave1, odorous, organics (sea shells) (visual) Project: Hudson Yards 

Assumed Specific Gravity= 2.5 Sample Number: LB-1 37-39' 

Remarks: HID= 2.10 

Proj. No.: 869 Date Sampled: 11-8-17 

TRIAXIAL SHEAR TEST REPORT 

RSA Geolab 

Figure Union New Jersev 

Tested By:~E~E~-------------------- CheckedBy:~K~P ____________________ __ 
<f) 

<f) 

<lJ 

.... 

Ci5 

!.- '(i5 

£0.. 

Cll 

·:;; 

<lJ 

0 

10~ 

81-----+-------1 /~.___-+------+---! 

II ---~----- 6~~~+-~~~~~~~~~~~~ 

. I 

,I 

1/ 

0~0°M~----~----8~o/c~o-----L----~1~6°~~----~ 

10 w 

8 

6 

4 

2 

0 

0% 

<f) 

<f) 

<lJ 

.... 

Ci5 

'- 'U) 0 c.. ro 

·:;; 

<lJ 

0 

10w 

8r-~~+-~~~~~~~~-+~~~ 

6r-~~+-~~-r~~-+~~-4~~~ 

4~~~+-~~-r~~-+~~-4~~~ 

2~~~+-~~-r~~-+~~-4~~~ 

0 ~0M%----~----~8o~~----~----~1~6oM~----~ 

10 

~ 

8 

6 

4 

2 

0 

0% 8% 16% 

i 

I 

// 3~~~--+--+--~~~--~~~+--+--~~ 

/ 

o~~~--~~--~-+~L~~--±-~~~~~ 0 3 6 9 12 15 18 

Client: Langan Engineering 

Project: Hudson Yards 

Sample Number: LB-1 37-39' 

Project No.: 869 Figure ___ _ 

p, psi 

I 

Tested By:~E~E~~--------~~----- Checked By:~K~P------------------~--

RSAGeolab 
Date: 

Client: 

Project: 

Project No.: 

Sample Number: 

11-8-17 

TRIAXIAL COMPRESSION TEST 

Unconsolidated Undrained 

Langan Engineering 

Hudson Yards 

869 

LB-1 37-39' 

11/3/2017 

11:51 AM 

Description: 

Remarks: 

Gray Clay & Silt little(+), cmfSand, trace mfGravel, odorous, organics (sea shells) (visual) 

HID=2.10 

Type of Sample: ASTMD2850 

Assumed Specific Gravity=2.5 LL= 

Test Method: COE uniform strain 

Specimen Parameter Initial 

Moisture content: Moist soil+tc:tre, gms. 998.600 

Moisture content: Dry soil+tare, gms. 622.900 

Moisture content: Tare, gms. 0.000 

Moisture,% 

Moist specimen weight, gms. 

Diameter, in. 

Area, in. 2 

Height, in. 

Net decrease in height, in. 

Wet density, pcf 

Dry density, pcf 

Void ratio 

Saturation, % 

"" ~-

Cell pressure= 10.00 psi 

Back pressure= 0.00 psi 

Strain rate, in./min. = 0.050 

Fail. Stress = 8.03 psi at reading no. 22 

60.3 

998.6 

2.82 

6.25 

5.92 

102.8 

64.1 

1.4331 

105.2 

PL= 

Saturated 

57.3 

2.82 

6.25 

5.92 

0.00 

100.9 

64.1 

1.4331 

100.0 

PI= 

Final 

998.600 

622.900 

0.000 

60.3 

1...----------------- RSA Geolab ------------------' 
No. 

De f. 

Dial 

in. 

Load 

Dial 

0 0.0000 3.200 

0.0100 5.900 

2 0.0200 8.200 

3 0.0300 10.000 

4 0.0400 10.800 

5 0.0500 12.300 

6 0.0600 14.300 

7 0.0700 15.800 

8 0.0800 17.400 

9 0.0900 I9.100 

10 0.1000 20.500 

II 0.1250 25.000 

12 0.1500 29.300 

13 0.1750 33.900 

14 0.2000 37.800 

15 0.2250 41.800 

16 0.2500 45.200 

17 0.2750 48.100 

18 0.3000 50.800 

19 0.3250 52.700 

20 0.3500 54.400 

2I 0.4000 56.500 

22 0.4500 57.500 

23 0.5000 57.700 

24 0.5500 57.800 

25 0.6000 57.400 

26 0.6500 57.200 

27 0.7000 56.700 

28 0.7500 56.600 

29 0.8000 56.300 

30 0.8500 56.100 

31 0.9000 56.000 

Load 

lbs. 

Strain 

% 

0.0 0.0 

2.7 0.2 

5.0 0.3 

6.8 0.5 

7.6 0.7 

9.1 0.8 

11.1 1.0 

12.6 1.2 

14.2 1.4 

15.9 1.5 

17.3 1.7 

21.8 2.1 

26.1 2.5 

30.7 3.0 

34.6 3.4 

38.6 3.8 

42.0 4.2 

44.9 4.6 

47.6 5.1 

49.5 5.5 

51.2 5.9 

53.3 6.8 

54.3 7.6 

54.5 8.4 

54.6 9.3 

54.2 10.1 

54.0 11.0 

53.5 I1.8 

53.4 I2.7 

53.I 13.5 

52.9 14.4 

52.8 I5.2 

Deviator Minor Prine. Major Prine. 

Stress Stress Stress 

psi 

0.00 

0.43 

0.80 

1.08 

1.2I 

I.44 

1.76 

1.99 

2.24 

2.5I 

2.72 

3.42 

4.07 

4.77 

5.35 

5.95 

6.44 

6.86 

7.24 

7.49 

7.71 

7.96 

8.03 

7.99 

7.93 

7.80 

7.70 

7.55 

7.47 

7.35 

7.25 

7.17 

psi 

10.00 

IO.OO 

10.00 

10.00 

IO.OO 

10.00 

IO.OO 

IO.OO 

10.00 

10.00 

10.00 

IO.OO 

10.00 

10.00 

IO.OO 

10.00 

IO.OO 

IO.OO 

10.00 

10.00 

10.00 

10.00 

10.00 

IO.OO 

IO.OO 

IO.OO 

10.00 

10.00 

IO.OO 

IO.OO 

IO.OO 

10.00 

psi 

10.00 

I0.43 

10.80 

11.08 

11.21 

11.44 

11.76 

11.99 

12.24 

12.51 

12.72 

13.42 

14.07 

14.77 

I5.35 

15.95 

I6.44 

16.86 

17.24 

17.49 

17.71 

I7.96 

18.03 

17.99 

17.93 

I7.80 

17.70 

I7.55 

17.47 

17.35 

17.25 

I7.17 

1:3 

Ratio 

p 

psi 

1.00 10.00 

1.04 10.22 

1.08 10.40 

l.li I0.54 

l.I2 I0.60 

1.14 10.72 

1.18 I0.88 

1.20 Il.OO 

1.22 Il.l2 

1.25 11.25 

1.27 Il.36 

1.34 I1.7I 

1.41 I2.04 

1.48 12.39 

1.54 12.68 

1.59 12.97 

1.64 13.22 

1.69 13.43 

1.72 13.62 

1.75 13.75 

1.77 13.86 

1.80 13.98 

1.80 14.02 

1.80 13.99 

1.79 13.97 

1.78 13.90 

1.77 13.85 

1.76 13.78 

1.75 13.73 

1.74 13.68 

1.73 13.63 

1.72 13.58 

Q 

psi 

0.00 

0.22 

0.40 

0.54 

0.60 

0.72 

0.88 

1.00 

1.12 

1.25 

1.36 

1.71 

2.04 

2.39 

2.68 

2.97 

3.22 

3.43 

3.62 

3.75 

3.86 

3.98 

4.02 

3.99 

3.97 

3.90 

3.85 

3.78 

3.73 

3.68 

3.63 

3.58 

.._----------------- RSA Geolab ------------------' 
12 Results 

C, psi 

<J>,deg 

Tan(<J>) 

'Vi 8 c.. 

rri 

rJ) 

Q) 

'-

ti5 

ro 

Q) 

..c: 

(f) 4 

!'.. 

7 

0 

0 4 8 12 16 20 24 

Normal Stress, psi 

15 Sample No. 1 

Water Content, % 51.6 

12.5 Dry Density, pcf 69.3 

ro Saturation, % 103.2 

I ~ 

·c: Void Ratio 1.2513 - 'Vi 10 Diameter, in. 2.87 c.. 

rri ~ 1-- Height, in. 5.88 

' rJ) 

Q) Water Content, % 50.1 '- 1 

ti5 7.5 (j) Dry Density, pcf 69.3 

0 Q) Saturation, % 100.0 ro I-

·;:; 4: Void Ratio 1.2513 Q) 5 Diameter, in. 2.87 0 

Height, in. 5.88 

Strain rate, in./min. 0.050 

2.5 

Back Pressure, psi 0.0 

I 

Cell Pressure, psi 10.0 

0 

0 5 10 15 20 Fail. Stress, psi 9.3 

Axial Strain, % Ult. Stress, psi 

(j1 Failure, psi 19.3 

Type of Test: Failure, psi 10.0 

Unconsolidated Undrained (j3 

Sample Type: ASTM D2850 Client: Langan Engineering 

Description: Dark Gray Clay & Silt little ( + ), emf Sand, 

trace mfGravel, odorous, organics (sea shells)(visual) Project: Hudson Yards 

Assumed Specific Gravity= 2.5 Sample Number: LB-1 47-49' 

Remarks: HID= 2.05 

Proj. No.: 869 Date Sampled: 11-8-17 

TRIAXIAL SHEAR TEST REPORT 

RSA Geolab 

Figure Union New Jersev 

Tested By: .-::Ec=E:.___ _________ Checked By: ,_,K"-P _________ _ 
tJl 

tJl 

~ 

U5 '- ·w £C.. 

(1j 

·::;; 

Cl) 

0 

tJl 

tJl 

12.5 

~ 

10 

- / - 7.5 

5 I 

2.5 I 

:; 

0 

0% 8% 16% 

12.5 _2j 

10r-----+-----~-----+----~----~ 

~ 7.5r-----+-----~-----+----~----~ U5 '- ·en 

£C.. 

(1j 

·::;; 5~----+-----~-----+-----4----~ Cl) 

0 

2.5 1-------t------1--------+-------+-------l 

0 ~0~%----~----~----~----~~--~ 

12.5 

~ 

10 

tJl 

tJl 

~ 7.5 U5 '-·en 

oc.. 

-ro 

·::;; 5 Cl) 

0 

2.5 

0 

0% 8% 16% 

12.5 w 

10 

tJl 

tJl 

~ 7.5 U5 '- ·w 0 c.. -ro 

·::;; 5 Cl) 

0 

2.5 

0 

0% 8% 16% 

/ 0~--~--~--~----~---L--~--~/~--~~--L---~--~--~ 0 3 6 9 12 15 18 

Client: Langan Engineering 

Project: Hudson Yards 

Sample Number: LB-1 47-49' 

Project No.: 869 

Tested By: =E=E,__ ___________ _ 

p, psi 

Figure ______ _ I RSA Geolab 

Checked By: .:.._K:.:....P __________ _ 
Date: 

Client: 

Project: 

Project No.: 

Sample Number: 

11-8-17 

TRIAXIAL COMPRESSION TEST 

Unconsolidated Undrained 

Langan Engineering 

Hudson Yards 

869 

LB-1 47-49' 

Description: Dark Gray Clay & Silt little(+), cmfSand, trace mfGravel, odorous, organics (sea 

shells)(visual) 

Remarks: HID= 2.05 

Type of Sample: ASTMD2850 

Assumed Specific Gravity=2.5 LL= 

Test Method: COE uniform strain 

Specimen Parameter Initial 

Moisture content: Moist soil+tare, gms. 1046.900 

Moisture content: Dry soil+tare, gms. 

Moisture content: Tare, gms. 

Moisture,% 

Moist specimen weight, gms. 

Diameter, in. 

Area, in. 2 

Height, in. 

Net decrease in height, in. 

Wet density, pcf 

Dry density, pcf 

Void ratio 

Saturation, % 

Cell pressure= 10.00 psi 

Back pressure= 0.00 psi 

Strain rate, in./min. = 0.050 

Fail. Stress= 9.27 psi at reading no. 21 

690.400 

0.000 

51.6 

1046.9 

2.87 

6.45 

5.88 

105.1 

69.3 

1.2513 

103.2 

PL= 

Saturated 

50.1 

2.87 

6.45 

5.88 

0.00 

104.0 

69.3 

1.2513 

100.0 

PI= 

Final 

1046.900 

690.400 

0.000 

51.6 

11/3/2017 

12:19 PM 

L------------------ RSA Geolab ------------------' 
Def. Deviator Minor Prine. Major Prine. 

Dial Load Load Strain Stress Stress Stress 1 :3 P Q 

No. in. Dial lbs. % psi psi psi Ratio psi psi 

0 0.0000 2.400 

0.0100 5.800 

2 0.0200 8.300 

3 0.0300 10.300 

4 0.0400 12.100 

5 0.0500 14.100 

6 0.0600 16.300 

7 0.0700 18.400 

8 0.0800 20.600 

9 0.0900 23.100 

10 0.1000 26.200 

11 0.1250 32.300 

12 0.1500 38.900 

13 0.1750 45.300 

14 0.2000 50.800 

15 0.2250 55.200 

16 0.2500 58.700 

17 0.2750 61.000 

18 0.3000 62.900 

19 0.3250 64.200 

20 0.3500 65.200 

21 0.4000 66.600 

22 0.4500 67.000 

23 0.5000 66.500 

24 0.5500 65.000 

25 0.6000 63.800 

26 0.6500 63.300 

27 0.7000 63.600 

28 0.7500 63.600 

29 0.8000 64.000 

30 0.8500 63.800 

31 0.9000 64.100 

0.0 0.0 

3.4 0.2 

5.9 0.3 

7.9 0.5 

9.7 0.7 

11.7 0.9 

13.9 1.0 

16.0 1.2 

18.2 1.4 

20.7 1.5 

23.8 1.7 

29.9 2.1 

36.5 2.6 

42.9 3.0 

48.4 3.4 

52.8 3.8 

56.3 4.3 

58.6 4.7 

60.5 5.1 

61.8 5.5 

62.8 6.0 

64.2 6.8 

64.6 7.7 

64.1 8.5 

62.6 9.4 

61.4 10.2 

60.9 11.1 

61.2 11.9 

61.2 12.8 

61.6 13.6 

61.4 14.5 

61.7 15.3 

0.00 

0.53 

0.91 

1.22 

1.49 

1.80 

2.13 

2.45 

2.78 

3.16 

3.63 

4.54 

5.51 

6.45 

7.25 

7.87 

8.36 

8.66 

8.90 

9.05 

9.16 

9.27 

9.25 

9.09 

8.80 

8.55 

8.40 

8.36 

8.28 

8.25 

8.14 

8.10 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.53 

10.91 

11.22 

11.49 

11.80 

12.13 

12.45 

12.78 

13.16 

13.63 

14.54 

15.51 

16.45 

17.25 

17.87 

18.36 

18.66 

18.90 

19.05 

19.16 

19.27 

19.25 

19.09 

18.80 

18.55 

18.40 

18.36 

18.28 

18.25 

18.14 

18.10 

1.00 10.00 

1.05 10.26 

1.09 10.46 

1.12 10.61 

1.15 10.75 

1.18 10.90 

1.21 11.07 

1.25 11.23 

1.28 11.39 

1.32 11.58 

1.36 11.81 

1.45 12.27 

1.55 12.76 

1.65 13.23 

1.72 13.62 

1.79 13.94 

1.84 14.18 

1.87 14.33 

1.89 14.45 

1.91 14.53 

1.92 14.58 

1.93 14.64 

1.92 14.62 

1.91 14.55 

1.88 14.40 

1.85 14.27 

1.84 14.20 

1.84 14.18 

1.83 14.14 

1.82 14.12 

1.81 14.07 

1.81 14.05 

0.00 

0.26 

0.46 

0.61 

0.75 

0.90 

1.07 

1.23 

1.39 

1.58 

1.81 

2.27 

2.76 

3.23 

3.62 

3.94 

4.18 

4.33 

4.45 

4.53 

4.58 

4.64 

4.62 

4.55 

4.40 

4.27 

4.20 

4.18 

4.14 

4.12 

4.07 

4.05 

L..----------------- RSA Geolab -----------------_. 
9 Results 

C, psi 

$,deg 

Tan(q) 

"iii 6 0. 

vi 

r.n 

Q) 

IU5 

Ico 

Q) 

.r::. 

(j) 3 

I 

0 

0 3 6 9 12 15 18 

Normal Stress, psi 

6 Sample No. 1 

Water Content, % 56.1 

5 Dry Density, pcf 67.9 

-ro Saturation, % 108.1 E 

c Void Ratio 1.2976 - "iii 4 I Diameter, in. 2.82 0. 

vi 1 Height, in. 5.85 Ul 

~ -- Water Content, % 51.9 

U5 3 Dry Density, pcf 67.9 

0 1i5 

Q) Saturation, % 100.0 

-m f-

·:; ~ Void Ratio 1.2976 Q) 2 Diameter, in. 2.82 0 

Height, in. 5.85 

Strain rate, in./min. 0.050 

1 

Back Pressure, psi 0.0 

0 

Cell Pressure, psi 10.0 

0 5 10 15 20 Fail. Stress, psi 3.6 

Axial Strain,% Ult. Stress, psi 

(j1 Failure, psi 13.6 

Type of Test: Failure, psi 10.0 

Unconsolidated Undrained (j3 

Sample Type: ASTM D2850 Client: Langan Engineering 

Description: Dark Gray Clay & silt little ( + ), emf Sand, 

trace mfGravel, odorous, organics (sea shells)(visual) Project: Hudson Yards 

Assumed Specific Gravity= 2.5 Sample Number: LB-1 57-59' 

Remarks: HID= 2.07 

Proj. No.: 869 Date Sampled: 11-8-17 

TRIAXIAL SHEAR TEST REPORT 

RSA Geolab 

Figure Union New Jersev 

Tested By: -=E'-"'E:.__ ________ _ Checked By: ,_K"-P _________ _ 
(J) 

(J) 

(]) 

.._ 

U5 '- ·w .80.. 

(0 

·:;; 

(]) 

0 

4r-----+-----~-----+-----4----~ 

~l---------- 3r-----~----~~--~----~----~ 

,/ 

,I 

1/ 

0 ~0°vVo----~----8~o/c~o-----L----~1~6°vVo----~ 

50-J 

4 

3 

2 

1 

0 

0% 

(J) 

(J) 

(]) 

.._ 

U5 '- ·u; 0 0.. 

-ro 

·:;; 

(]) 

0 

5~ 

4~----+------r-----+-----4----~ 

3~----+------r-----+-----4----~ 

2~----+------r-----+-----4----~ 

1~----+------r-----+-----4----~ 

0 ~oovVo----~----~8o/c~o-----L----~1~6°vVo----~ 

5~ 

4 

3 

2 

1 

0 

0% 8% 16% 

3~--~----+----+----+---_,----~--~r----r----r----+----~--~ 

0 

0 

Client: Langan Engineering 

Project: Hudson Yards 

Sample Number: LB-1 57-59' 

Project No.: 869 

3 6 

Figure ______ _ 

/ 

/ 

/ 

9 12 

p, psi 

I 

Tested By: """E""E'-------------------- Checked By: ,__,K::_P __________________ ~ 

I 

15 18 

RSA Geolab 
Date: 

Client: 

Project: 

Project No.: 

Sample Number: 

11-8-17 

TRIAXIAL COMPRESSION TEST 

Unconsolidated Undrained 

Langan Engineering 

Hudson Yards 

869 

LB-1 57-59' 

11/3/2017 

12:30 PM 

Description: 

Remarks: 

Dark Gray Clay & silt little(+), cmfSand, trace mfGravel, odorous, organics (sea shells)(visual) 

HID= 2.07 

Type of Sample: ASTMD2850 

Assumed Specific Gravity=2.5 LL= 

Test Method: COE uniform strain 

Specimen Parameter Initial 

Moisture content: Moist soil+tare, gms. 1016.900 

Moisture content: Dry soil+tare, gms. 

Moisture content: Tare, gms. 

Moisture,% 

Moist specimen weight, gms. 

Diameter, in. 

Area, in.2 

Height, in. 

Net decrease in height, in. 

Wet density, pcf 

Dry density, pcf 

Void ratio 

Saturation, % 

Cell pressure= 10.00 psi 

Back pressure = 0.00 psi 

Strain rate, in./min. = 0.050 

Fail. Stress = 3.62 psi at reading no. 31 

651.500 

0.000 

56.1 

1016.9 

2.82 

6.25 

5.85 

106.0 

67.9 

1.2976 

108.1 

PL= 

Saturated 

51.9 

2.82 

6.25 

5.85 

0.00 

103.2 

67.9 

1.2976 

100.0 

PI= 

Final 

1016.900 

651.500 

0.000 

56.1 

._----------------- RSA Geolab ------------------11 
No. 

Def. 

Dial 

in. 

Load 

Dial 

0 0.0000 1.900 

1 0.0100 3.400 

2 0.0200 4.700 

3 0.0300 5.200 

4 0.0400 5.700 

5 0.0500 6.200 

6 0.0600 6.800 

7 0.0700 7.200 

8 0.0800 7.700 

9 0.0900 8.400 

10 0.1000 8.900 

11 0.1250 10.200 

12 0.1500 11.300 

13 0.1750 12.200 

14 0.2000 13.300 

15 0.2250 14.400 

16 0.2500 15.200 

17 0.2750 16.000 

18 0.3000 17.100 

19 0.3250 17.800 

20 0.3500 18.600 

21 0.4000 20.200 

22 0.4500 21.400 

23 0.5000 22.500 

24 0.5500 23.600 

25 0.6000 24.400 

26 0.6500 25.300 

27 0.7000 25.800 

28 0.7500 26.600 

29 0.8000 27.300 

30 0.8500 27.800 

31 0.9000 28.600 

) 

/ 

\ 

\ 

Load 

lbs. 

Strain 

% 

0.0 0.0 

1.5 0.2 

2.8 0.3 

3.3 0.5 

3.8 0.7 

4.3 0.9 

4.9 1.0 

5.3 1.2 

5.8 1.4 

6.5 1.5 

7.0 1.7 

8.3 2.1 

9.4 2.6 

10.3 3.0 

11.4 3.4 

12.5 3.8 

13.3 4.3 

14.1 4.7 

15.2 5.1 

15.9 5.6 

16.7 6.0 

18.3 6.8 

19.5 7.7 

20.6 8.5 

21.7 9.4 

22.5 10.3 

23.4 11.1 

23.9 12.0 

24.7 12.8 

25.4 13.7 

25.9 14.5 

26.7 15.4 

Deviator Minor Prine. Major Prine. 

Stress Stress Stress 

psi 

0.00 

0.24 

0.45 

0.53 

0.60 

0.68 

0.78 

0.84 

0.92 

1.02 

1.10 

1.30 

1.47 

1.60 

1.76 

1.92 

2.04 

2.15 

2.31 

2.40 

2.51 

2.73 

2.88 

3.02 

3.15 

3.23 

3.33 

3.37 

3.45 

3.51 

3.54 

3.62 

psi 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

psi 

10.00 

10.24 

10.45 

10.53 

10.60 

10.68 

10.78 

10.84 

10.92 

11.02 

11.10 

11.30 

11.47 

11.60 

11.76 

11.92 

12.04 

12.15 

12.31 

12.40 

12.51 

12.73 

12.88 

13.02 

13.15 

13.23 

13.33 

13.37 

13.45 

13.51 

13.54 

13.62 

1:3 

Ratio 

p 

psi 

1.00 10.00 

1.02 10.12 

1.04 10.22 

1.05 10.26 

1.06 10.30 

1.07 10.34 

1.08 10.39 

1.08 10.42 

1.09 10.46 

1.10 10.51 

1.11 10.55 

1.13 10.65 

1.15 10.73 

1.16 10.80 

1.18 10.88 

1.19 10.96 

1.20 11.02 

1.22 11.08 

1.23 11.15 

1.24 11.20 

1.25 11.26 

1.27 11.36 

1.29 11.44 

1.30 11.51 

1.31 11.57 

1.32 11.62 

1.33 11.67 

1.34 11.68 

1.34 11.72 

1.35 11.76 

1.35 11.77 

1.36 11.81 

Q 

psi 

0.00 

0.12 

0.22 

0.26 

0.30 

0.34 

0.39 

0.42 

0.46 

0.51 

0.55 

0.65 

0.73 

0.80 

0.88 

0.96 

1.02 

1.08 

1.15 

1.20 

1.26 

1.36 

1.44 

1.51 

1.57 

1.62 

1.67 

1.68 

1.72 

1.76 

1.77 

1.81 

'------------------ RSA Geolab ------------------' 
12 Results 

C, psi 

<J>,deg 

Tan($) 

·u; 8 a. 

<Ji 

tJl 

~ 

U5 

._ 

ro 

I]) 

.c :;;; 

(/) 4 1/ 

/ 

0 

0 4 8 12 16 20 24 

Normal Stress, psi 

15 Sample No. 1 

Water Content, % 41.0 

12.5 Dry Density, pcf 80.4 ro Saturation, % 108.8 :;::; 

·c: Void Ratio 0.9422 - ·u; 

a. 10 I-- !---- Diameter, in. 2.85 

<Ji 1 Height, in. 5.79 tJl 

I]) .L Water Content, % 37.7 '-U5 7.5 Dry Density, pcf - 80.4 

0 tJl 

I]) Saturation, % 100.0 

co 1-

·:;; I ~ Void Ratio 0.9422 I]) 5 Diameter, in. 2.85 0 

Height, in. 5.79 

Strain rate, in./min. 0.050 

2.5 Back Pressure, psi 0.0 

j 

Cell Pressure, psi 10.0 

0 

0 5 10 15 20 Fail. Stress, psi 10.1 

Axial Strain,% Ult. Stress, psi 

0'1 Failure, psi 20.1 

Type of Test: Failure, psi 10.0 

Unconsolidated Undrained 0'3 

Sample Type: ASTM D2850 Client: Langan Engineering 

Description: Dark Gray Clay & Silt little(+), cmfSand, 

trace mfGravel, odorous, organics (sea shells)(visual) Project: Hudson Yards 

Assumed Specific Gravity= 2.5 Sample Number: LB-1 72-74' 

Remarks: HID= 2.03 

Proj. No.: 869 Date Sampled: 11-8-17 

TRIAXIAL SHEAR TEST REPORT 

RSA Geolab 

Figure Union New Jersev 

Tested By: -::Ec=-E.__ ________ _ Checked By: -'-'K~P _________ _ 
12.5 

~ 12.5 l2J 

10 10 

/ 

v --.......... 

(f) (f) 

(f) (f) 

~ 7.5 (]) 7.5 1/ ,_ 

- U5 (f) 

!..... ·en '-"Cii .£0. 

I 

.£0. ro ro ·:;: 5 I ·:;: 5 (]) (]) 

0 0 

2.5 2.5 I 

0 0 

0% 8% 16% 0% 8% 16% 

12.5 _2_] 12.5 

~ 10 10 

(f) (f) 

(f) (f) 

~ 7.5 ~ 7.5 

U5 

I 

U5 '- ·en '- ·u; .£0. 0 a. ro -ro 

·:;: 5 

I 

·:;: 5 (]) (]) 

0 0 

2.5 2.5 

0 0 

0% 8% 16% 0% 8% 16% 

9 Peak Strength 

I 

Total 

a= 

' 

a= 

tan a= 

6 

·u; / a. 

r:i ~/ 3 / 

v 

/ 

v 

0 / 

0 3 6 9 12 15 18 

p, psi 

Client: Langan Engineering 

Project: Hudson Yards 

Sample Number: LB-1 72-74' 

Project No.: 869 Figure f RSA Geolab 

Tested By: -=E=E:..__ _________ Checked By: .._..K~P _________ _ 
Date: 

Client: 

Project: 

Project No.: 

Sample Number: 

11-8-17 

TRIAXIAL COMPRESSION TEST 

Unconsolidated Undrained 

Langan Engineering 

Hudson Yards 

869 

LB-1 72-74' 

Description: Dark Gray Clay & Silt little (+),emf Sand, trace mf Gravel, odorous, organics (sea 

shells)( visual) 

Remarks: HID= 2.03 

Type of Sample: ASTMD2850 

Assumed Specific Gravity=2.5 LL= 

Test Method: COE uniform strain 

Specimen Parameter Initial 

Moisture content: Moist soil+tare, gms. 1094.300 

Moisture content: Dry soil+tare, gms. 776.000 

Moisture content: Tare, gms. 

Moisture,% 

Moist specimen weight, gms. 

Diameter, in. 

Area, in.2 

Height, in. 

Net decrease in height, in. 

Wet density, pcf 

Dry density, pcf 

Void ratio 

Saturation, % 

Cell pressure= 10.00 psi 

Back pressure= 0.00 psi 

Strain rate, in./min. = 0.050 

Fail. Stress= 10.07 psi at reading no. 27 

0.000 

41.0 

1094.3 

2.85 

6.36 

5.79 

113.3 

80.4 

0.9422 

108.8 

PL= 

Saturated 

37.7 

2.85 

6.36 

5.79 

0.00 

110.6 

80.4 

0.9422 

100.0 

PI= 

Final 

1094.300 

776.000 

0.000 

41.0 

11/3/2017 

12:41 PM 

L..----------------- RSA Geolab -----------------_. 
No. 

De f. 

Dial 

in. 

Load 

Dial 

0 0.0000 3.000 

0.0100 6.000 

2 0.0200 8.300 

3 0.0300 10.000 

4 0.0400 10.800 

5 0.0500 12.300 

6 0.0600 13.500 

7 0.0700 14.800 

8 0.0800 16.000 

9 0.0900 17.400 

10 0.1000 18.800 

11 0.1250 22.700 

12 0.1500 26.500 

13 0.1750 31.800 

14 0.2000 36.600 

15 0.2250 41.800 

16 0.2500 46.500 

17 0.2750 51.000 

18 0.3000 55.200 

19 0.3250 58.600 

20 0.3500 61.400 

21 0.4000 66.000 

22 0.4500 69.100 

23 0.5000 71.300 

24 0.5500 73.100 

25 0.6000 74.000 

26 0.6500 74.900 

27 0.7000 75.800 

28 0.7500 75.900 

29 0.8000 75.800 

30 0.8500 75.100 

31 0.9000 74.100 

Load 

lbs. 

Strain 

% 

0.0 0.0 

3.0 0.2 

5.3 0.3 

7.0 0.5 

7.8 0.7 

9.3 0.9 

10.5 1.0 

11.8 1.2 

13.0 1.4 

14.4 1.6 

15.8 1.7 

19.7 2.2 

23.5 2.6 

28.8 3.0 

33.6 3.5 

38.8 3.9 

43.5 4.3 

48.0 4.8 

52.2 5.2 

55.6 5.6 

58.4 6.0 

63.0 6.9 

66.1 7.8 

68.3 8.6 

70.1 9.5 

71.0 10.4 

71.9 11.2 

72.8 12.1 

72.9 13.0 

72.8 13.8 

72.1 14.7 

71.1 15.6 

Deviator Minor Prine. Major Prine. 

Stress Stress Stress 

psi 

0.00 

0.47 

0.83 

1.10 

1.22 

1.45 

1.63 

1.83 

2.02 

2.23 

2.44 

3.03 

3.60 

4.39 

5.10 

5.87 

6.55 

7.19 

7.79 

8.26 

8.63 

9.23 

9.59 

9.82 

9.98 

10.01 

10.04 

10.07 

9.98 

9.87 

9.68 

9.45 

psi 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

psi 

10.00 

10.47 

10.83 

11.10 

11.22 

11.45 

11.63 

11.83 

12.02 

12.23 

12.44 

13.03 

13.60 

14.39 

15.10 

15.87 

16.55 

17.19 

17.79 

18.26 

18.63 

19.23 

19.59 

19.82 

19.98 

20.01 

20.04 

20.07 

19.98 

19.87 

19.68 

19.45 

r--....,.__--"7 l \ ~ \ \ I L 

1:3 

Ratio 

p 

psi 

1.00 10.00 

1.05 10.24 

1.08 10.42 

1.11 10.55 

1.12 10.61 

1.15 10.73 

1.16 10.82 

1.18 10.92 

1.20 11.01 

1.22 11.11 

1.24 11.22 

1.30 11.52 

1.36 11.80 

1.44 12.20 

1.51 12.55 

1.59 12.93 

1.65 13.27 

1.72 13.60 

1.78 13.89 

1.83 14.13 

1.86 14.32 

1.92 14.61 

1.96 14.79 

1.98 14.91 

2.00 14.99 

2.00 15.01 

2.00 15.02 

2.01 15.03 

2.00 14.99 

1.99 14.93 

1.97 14.84 

1.94 14.72 

Q 

psi 

0.00 

0.24 

0.42 

0.55 

0.61 

0.73 

0.82 

0.92 

1.01 

1.11 

1.22 

1.52 

1.80 

2.20 

2.55 

2.93 

3.27 

3.60 

3.89 

4.13 

4.32 

4.61 

4.79 

4.91 

4.99 

5.01 

5.02 

5.03 

4.99 

4.93 

4.84 

4.72 

~----------------------------------- RSAGeolab ----------------------------------~ 
12 Results 

C, psi 

$,deg 

Tan($) 

·u; 8 c.. 

u) 

(/) 

Q) 

'--(J) 

'-

co 

Q) 

..r:: 

(J) 4 

0 

0 4 8 12 16 20 24 

Normal Stress, psi 

9 Sample No. 1 

1 Water Content, % 40.3 

7.5 Dry Density, pcf 82.9 

ro Saturation, % 114.3 ~ 

I ·c: Void Ratio 0.8815 - ·u; 6 Diameter, in. 2.83 c.. 

u) Height, in. 5.89 (/) 

Q) Water Content, % 35.3 '-U5 4.5 Dry Density, pcf 82.9 '- 1il 

.8 Q) Saturation, % 100.0 co f-

·;:;: ~ Void Ratio 0.8815 Q) 3 Diameter, in. 2.83 0 

Height, in. 5.89 

Strain rate, in./min. 0.050 

1.5 Back Pressure, psi 0.0 

0 

Cell Pressure, psi 10.0 

0 5 10 15 20 Fail. Stress, psi 8.2 

Axial Strain,% Ult. Stress, psi 

(j1 Failure, psi 18.2 

Type of Test: Failure, psi 10.0 

Unconsolidated Undrained (j3 

Sample Type: ASTM D2850 Client: Langan Engineering 

Description: Dark Gray Clay & Silt little(+), cmfSand, 

trace fGravel, odorous, organics (sea shells)(visual) Project: Hudson Yards 

Assumed Specific Gravity= 2.5 Sample Number: LB-1 87-89' 

Remarks: HID= 2.08 

Proj. No.: 869 Date Sampled: 11-8-17 

TRIAXIAL SHEAR TEST REPORT 

RSA Geolab 

Figure Union New Jersev 

Tested By: -=E'-"'E'------------ Checked By: .:.:K~P _________ _ 
10 

~ 10 2J 

8 v 8 

(/) / (/) (/) (/) Q) 6 ~ 6 ..... 1/ U5 U5 "- ·en "- '(j) 0 c. .so. -ro I rn ·s; 4 ·s; 4 Q) 2/ Q) 

0 0 

2 1/ 

0 0 

0% 8% 16% 0% 8% 16% 

10 l2J 10 

~ 

8 8 

(/) (/) 

(/) (/) 

Q) 6 Q) 6 ..... ..... 

U5 U5 ..... 'iii "- ·u; 0 c. .so. 

-ro rn ·s; 4 ·s; 4 Q) Q) 

0 0 

2 2 

0 0 

0% 8% 16% 0% 8% 16% 

9 Peak Strength I 

Total I 

a= I 

a= 

tan a= 

6 

'iii 

c. 

o- v 

/ 3 / 

/ 

/ 

0 / 

0 3 6 9 12 15 18 

p, psi 

Client: Langan Engineering 

Project: Hudson Yards 

Sample Number: LB-1 87-89' 

Project No.: 869 Figure I RSA Geolab 

Tested By: -=E=E'----------- Checked By: ~Kc..._P _________ _ 
Date: 

Client: 

Project: 

Project No.: 

Sample Number: 

11-8-17 

TRIAXIAL COMPRESSION TEST 

Unconsolidated Undrained 

Langan Engineering 

Hudson Yards 

869 

LB-1 87-89' 

11/3/2017 

12:46 PM 

Description: 

Remarks: 

Dark Gray Clay & Silt little(+), cmfSand, trace fGravel, odorous, organics (sea shells)(visual) 

HID= 2.08 

Type of Sample: ASTMD2850 

Assumed Specific Gravity=2.5 LL= 

Test Method: COE uniform strain 

Specimen Parameter Initial 

Moisture content: Moist soil+tare, gms. 1132.300 

Moisture content: Dry soil+tare, gms. 807.000 

Moisture content: Tare, gms. 

Moisture,% 

Moist specimen weight, gms. 

Diameter, in. 

Area, in.2 

Height, in. 

Net decrease in height, in. 

Wet density, pcf 

Dry density, pcf 

Void ratio 

Saturation, % 

-. .. - ---·---· -- Cell pressure= 10.00 psi 

Back pressure= 0.00 psi 

Strain rate, in./min. = 0.050 

Fail. Stress = 8.24 psi at reading no. 29 

0.000 

40.3 

1132.3 

2.83 

6.29 

5.89 

116.4 

82.9 

0.8815 

114.3 

PL= 

Saturated 

35.3 

2.83 

6.29 

5.89 

0.00 

112.2 

82.9 

0.8815 

100.0 

PI= 

Final 

1132.300 

807.000 

0.000 

40.3 

L------------------ RSA Geolab -----------------_. 
No. 

De f. 

Dial 

in. 

0 0.0000 

1 0.0100 

2 0.0200 

3 0.0300 

Load 

Dial 

1.400 

4.100 

6.800 

8.000 

4 0.0400 9.000 

5 0.0500 10.300 

6 0.0600 11.400 

7 0.0700 12.800 

8 0.0800 13.900 

9 0.0900 15.000 

10 0.1000 16.200 

11 0.1250 18.900 

12 0.1500 21.700 

13 0.1750 24.100 

14 0.2000 26.700 

15 0.2250 29.500 

16 0.2500 32.000 

17 0.2750 34.400 

18 0.3000 36.900 

19 0.3250 39.200 

20 0.3500 41.800 

21 0.4000 45.800 

22 0.4500 49.300 

23 0.5000 52.600 

24 0.5500 55.400 

25 0.6000 57.500 

26 0.6500 59.200 

27 0.7000 60.000 

28 0.7500 60.700 

29 0.8000 61.400 

30 0.8500 61.600 

31 0.9000 62.400 

Load 

lbs. 

0.0 

2.7 

5.4 

6.6 

Strain 

% 

0.0 

0.2 

0.3 

0.5 

7.6 0.7 

8.9 0.8 

10.0 1.0 

11.4 1.2 

12.5 1.4 

13.6 1.5 

14.8 1.7 

17.5 2.1 

20.3 2.5 

22.7 3.0 

25.3 3.4 

28.1 3.8 

30.6 4.2 

33.0 4.7 

35.5 5.1 

37.8 5.5 

40.4 5.9 

44.4 6.8 

47.9 7.6 

51.2 8.5 

54.0 9.3 

56.1 10.2 

57.8 11.0 

58.6 11.9 

59.3 12.7 

60.0 13.6 

60.2 14.4 

61.0 15.3 

I 

\ \ 

\ 

Deviator Minor Prine. Major Prine. 

Stress Stress Stress 

psi 

0.00 

0.43 

0.85 

1.04 

1.20 

1.40 

1.57 

1.79 

1.96 

2.13 

2.31 

2.72 

3.14 

3.50 

3.88 

4.29 

4.65 

5.00 

5.35 

5.67 

6.04 

6.57 

7.03 

7.44 

7.78 

8.00 

8.17 

8.20 

8.22 

8.24 

8.18 

8.21 

! 

) 

psi 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

psi 

10.00 

10.43 

10.85 

11.04 

11.20 

11.40 

11.57 

11.79 

11.96 

12.13 

12.31 

12.72 

13.14 

13.50 

13.88 

14.29 

14.65 

15.00 

15.35 

15.67 

16.04 

16.57 

17.03 

17.44 

17.78 

18.00 

18.17 

18.20 

18.22 

18.24 

18.18 

18.21 

'~-----~-' 

1:3 

Ratio 

1.00 

1.04 

1.09 

1.10 

p 

psi 

10.00 

10.21 

10.43 

10.52 

1.12 10.60 

1.14 10.70 

1.16 10.79 

1.18 10.89 

1.20 10.98 

1.21 11.06 

1.23 11.16 

1.27 11.36 

1.31 11.57 

1.35 11.75 

1.39 11.94 

1.43 12.15 

1.47 12.33 

1.50 12.50 

1.54 12.68 

1.57 12.84 

1.60 13.02 

1.66 13.29 

1.70 13.51 

1.74 13.72 

1.78 13.89 

1.80 14.00 

1.82 14.08 

1.82 14.10 

1.82 14.11 

1.82 14.12 

1.82 14.09 

1.82 14.10 

Q 

psi 

0.00 

0.21 

0.43 

0.52 

0.60 

0.70 

0.79 

0.89 

0.98 

1.06 

1.16 

1.36 

1.57 

1.75 

1.94 

2.15 

2.33 

2.50 

2.68 

2.84 

3.02 

3.29 

3.51 

3.72 

3.89 

4.00 

4.08 

4.10 

4.11 

4.12 

4.09 

4.10 

...._----------------- RSA Geolab ------------------
RSA Geolab

LIQUID AND PLASTIC LIMIT TEST DATA 11/8/2017

Client: Langan Engineering

Project: Hudson Yards

Project Number: 869

Sample Number: LB-1 27-29' Material Description: Dark Gray Clay & Silt little (-), cmf Sand, trace f Gravel, odorous, organics (sea shells) (visual)

Tested by: RP Checked by: KP

Testing Remarks: 11-8-17

Liquid Limit Data

1

19.36

11.94

1.62

34

71.9

2

20.47

12.35

1.63

28

75.7

3

20.52

12.25

1.63

20

77.9

Run No. 4 5 6

Wet+Tare

Dry+Tare

Tare

# Blows

Moisture

Organics Liquid Limit Data

1

17.48

11.58

1.40

20

58.0

2

16.30

10.93

1.41

30

56.4

3

18.65

12.48

1.35

35

55.4

Run No. 4 5 6

Wet+Tare

Dry+Tare

Tare

# Blows

Moisture Moisture

48

52

56

60

64

68

72

76

80

84

88

Blows 5 6 7 8 9 10 20 25 30 40

1

2

3

1

2

3

Liquid Limit= 76

Liquid Limit (organics)= 57

Plastic Limit= 40

Plasticity Index= 36
RSA Geolab

Plastic Limit Data

1

7.58

5.86

1.57

40.1

2

7.62

5.90

1.56

39.6

Run No. 3 4

Wet+Tare

Dry+Tare

Tare

Moisture
 RSA Geolab

MOISTURE CONTENT (ASTM D2216)/

LOSS ON IGNITION (ASTM D2974)

Project: Hudson Yards Project #: 869

Client: Langan Engineering Date: 11-8-17

LB-1 LB-1 LB-1 LB-1 LB-1 LB-1

HOLE #/ SAMPLE # 27-29' 37-39' 47-49' 57-59' 72-74' 87-89'

DEPTH

WET WGT. + TARE (gms.) 334.9 337.6 393.5 438.4 350.5 433.1

DRY WGT. + TARE (gms.) 211.3 212.0 259.6 290.8 254.6 313.5

WGT. WATER (gms.) 123.6 125.6 133.9 147.6 95.9 119.6

TARE (gms.) 7.6 7.7 7.7 7.8 7.9 7.8

DRY WGT. (gms.) 203.7 204.3 251.9 283.0 246.7 305.7

MOISTURE 

CONTENT (%) 60.7 61.5 53.2 52.2 38.9 39.1

OVEN DRIED

SAMPLE + TARE (gms.) 63.07 61.12 103.50 105.70 103.94 109.26

AFTER IGNITION

SAMPLE + TARE (gms.) 60.96 59.29 100.71 103.99 102.17 107.63

LOSS ON IGNITION

(gms.) 2.11 1.83 2.79 1.71 1.77 1.63

TARE (gms.) 31.23 26.97 52.11 57.23 52.10 57.23

INITIAL WGT. OF OVEN

DRIED SAMPLE (gms.) 31.84 34.15 51.39 48.47 51.84 52.03

LOSS ON

IGNITION (%) 6.63 5.36 5.43 3.53 3.41 3.13

 Performed by: EE Entered by: KH Checked by: KP

EM\NY-GL\IGNITION\lngn-hdsnyrds
Tested By: RP Checked By: KP

Dark Gray Clay & Silt little (-), cmf Sand, trace f Gravel, odorous, organics (sea shells) (visual) 76 40 36

Gray Clay & Silt little (+), cmf Sand, trace mf Gravel, odorous, organics (sea shells) (visual) 50 26 24

Dark Gray Clay & Silt little (+), cmf Sand, trace mf Gravel, odorous, organics (sea shells)(visual) 40 24 16

Dark Gray Clay & silt little (+), cmf Sand, trace mf Gravel, odorous, organics (sea shells)(visual) 43 25 18

Dark Gray Clay & Silt little (+), cmf Sand, trace mf Gravel, odorous, organics (sea shells)(visual) 29 20 9

869 Langan Engineering

MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS

Project No. Client: Remarks: Project: RSA Geolab

Union, New Jersey Figure

Sample Number: LB-1 27-29' Sample Number: LB-1 37-39' Sample Number: LB-1 47-49' Sample Number: LB-1 57-59' Sample Number: LB-1 72-74' PLASTICITY INDEX

0

10

20

30

40

50

60

LIQUID LIMIT

0 10 20 30 40 50 60 70 80 90 100 110

CL-ML

CL or OL

CH or OH

ML or OL MH or OH

Dashed line indicates the approximate

upper limit boundary for natural soils

4

7

LIQUID AND PLASTIC LIMITS TEST REPORT

H 11-8-17 udson Yards
RSA Geolab

LIQUID AND PLASTIC LIMIT TEST DATA 11/8/2017

Client: Langan Engineering

Project: Hudson Yards

Project Number: 869

Sample Number: LB-1 37-39' Material Description: Gray Clay & Silt little (+), cmf Sand, trace mf Gravel, odorous, organics (sea shells) (visual)

Liquid Limit Data

1

18.24

12.79

1.62

35

48.8

2

18.70

13.04

1.63

27

49.6

3

18.53

12.80

1.61

17

51.2

Run No. 4 5 6

Wet+Tare

Dry+Tare

Tare

# Blows

Moisture

Organics Liquid Limit Data

1

20.45

14.82

1.40

35

42.0

2

20.04

14.38

1.35

27

43.4

3

21.20

15.04

1.39

15

45.1

Run No. 4 5 6

Wet+Tare

Dry+Tare

Tare

# Blows

Moisture Moisture

37

39

41

43

45

47

49

51

53

55

57

Blows 5 6 7 8 9 10 20 25 30 40

1

2

3

1

2

3

Liquid Limit= 50

Liquid Limit (organics)= 43

Plastic Limit= 26

Plasticity Index= 24

Plastic Limit Data

1

6.75

5.68

1.56

26.0

2

6.64

5.58

1.55

26.3

Run No. 3 4

Wet+Tare

Dry+Tare

Tare

Moisture
RSA Geolab

LIQUID AND PLASTIC LIMIT TEST DATA 11/8/2017

Client: Langan Engineering

Project: Hudson Yards

Project Number: 869

Sample Number: LB-1 47-49' Material Description: Dark Gray Clay & Silt little (+), cmf Sand, trace mf Gravel, odorous, organics (sea shells)(visual)

Liquid Limit Data

1

19.30

14.27

1.40

31

39.1

2

16.97

12.54

1.40

25

39.8

3

17.68

12.94

1.40

17

41.1

Run No. 4 5 6

Wet+Tare

Dry+Tare

Tare

# Blows

Moisture

Organics Liquid Limit Data

1

20.46

15.27

1.42

35

37.5

2

20.26

15.09

1.40

23

37.8

3

19.63

14.57

1.39

17

38.4

Run No. 4 5 6

Wet+Tare

Dry+Tare

Tare

# Blows

Moisture Moisture

37

37.5

38

38.5

39

39.5

40

40.5

41

41.5

42

Blows 5 6 7 8 9 10 20 25 30 40

1

2

3

1

2

3

Liquid Limit= 40

Liquid Limit (organics)= 38

Plastic Limit= 24

Plasticity Index= 16

Plastic Limit Data

1

8.13

6.85

1.45

23.7

2

7.19

6.10

1.45

23.4

Run No. 3 4

Wet+Tare

Dry+Tare

Tare

Moisture
RSA Geolab

LIQUID AND PLASTIC LIMIT TEST DATA 11/8/2017

Client: Langan Engineering

Project: Hudson Yards

Project Number: 869

Sample Number: LB-1 57-59' Material Description: Dark Gray Clay & silt little (+), cmf Sand, trace mf Gravel, odorous, organics (sea shells)(visual)

Liquid Limit Data

1

20.30

14.68

1.34

33

42.1

2

21.85

15.73

1.34

23

42.5

3

20.57

14.70

1.34

18

43.9

Run No. 4 5 6

Wet+Tare

Dry+Tare

Tare

# Blows

Moisture

Organics Liquid Limit Data

1

20.34

15.18

1.43

33

37.5

2

20.60

15.32

1.41

25

38.0

3

20.44

15.05

1.33

16

39.3

Run No. 4 5 6

Wet+Tare

Dry+Tare

Tare

# Blows

Moisture Moisture

36

37

38

39

40

41

42

43

44

45

46

Blows 5 6 7 8 9 10 20 25 30 40

1

2

3

1

2

3

Liquid Limit= 43

Liquid Limit (organics)= 38

Plastic Limit= 25

Plasticity Index= 18

Plastic Limit Data

1

8.33

6.93

1.31

24.9

2

8.38

6.98

1.31

24.7

Run No. 3 4

Wet+Tare

Dry+Tare

Tare

Moisture
RSA Geolab

LIQUID AND PLASTIC LIMIT TEST DATA 11/8/2017

Client: Langan Engineering

Project: Hudson Yards

Project Number: 869

Sample Number: LB-1 72-74' Material Description: Dark Gray Clay & Silt little (+), cmf Sand, trace mf Gravel, odorous, organics (sea shells)(visual)

Liquid Limit Data

1

19.24

15.38

1.63

35

28.1

2

19.76

15.72

1.64

24

28.7

3

18.96

15.02

1.62

19

29.4

Run No. 4 5 6

Wet+Tare

Dry+Tare

Tare

# Blows

Moisture

Organics Liquid Limit Data

1

19.30

14.95

1.41

35

32.1

2

18.68

14.44

1.40

25

32.5

3

18.89

14.49

1.43

17

33.7

Run No. 4 5 6

Wet+Tare

Dry+Tare

Tare

# Blows

Moisture Moisture

26

27

28

29

30

31

32

33

34

35

36

Blows 5 6 7 8 9 10 20 25 30 40

1

2

3

1

2

3

Liquid Limit= 29

Liquid Limit (organics)= 33

Plastic Limit= 20

Plasticity Index= 9

Plastic Limit Data

1

9.05

7.78

1.58

20.5

2

8.82

7.59

1.56

20.4

Run No. 3 4

Wet+Tare

Dry+Tare

Tare

Moisture
Tested By: RP Checked By: KP

Dark Gray Clay & Silt little (+), cmf Sand, trace f Gravel, odorous, organics (sea shells)(visual) 30 22 8

869 Langan Engineering

MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS

Project No. Client: Remarks: Project: RSA Geolab

Union, New Jersey Figure

Sample Number: LB-1 87-89' PLASTICITY INDEX

0

10

20

30

40

50

60

LIQUID LIMIT

0 10 20 30 40 50 60 70 80 90 100 110

CL-ML

CL or OL

CH or OH

ML or OL MH or OH

Dashed line indicates the approximate

upper limit boundary for natural soils

4

7

LIQUID AND PLASTIC LIMITS TEST REPORT

H 11-8-17 udson Yards
RSA Geolab

LIQUID AND PLASTIC LIMIT TEST DATA 11/8/2017

Client: Langan Engineering

Project: Hudson Yards

Project Number: 869

Sample Number: LB-1 87-89' Material Description: Dark Gray Clay & Silt little (+), cmf Sand, trace f Gravel, odorous, organics (sea shells)(visual)

Tested by: RP Checked by: KP

Testing Remarks: 11-8-17

Liquid Limit Data

1

19.36

15.33

1.39

33

28.9

2

19.30

15.23

1.40

23

29.4

3

17.71

13.88

1.42

17

30.7

Run No. 4 5 6

Wet+Tare

Dry+Tare

Tare

# Blows

Moisture

Organics Liquid Limit Data

1

18.45

14.72

1.39

15

28.0

2

19.21

15.62

1.42

27

25.3

3

19.70

16.11

1.45

35

24.5

Run No. 4 5 6

Wet+Tare

Dry+Tare

Tare

# Blows

Moisture Moisture

23

24

25

26

27

28

29

30

31

32

33

Blows 5 6 7 8 9 10 20 25 30 40

1

2

3

1

2

3

Liquid Limit= 30

Liquid Limit (organics)= 26

Plastic Limit= 22

Plasticity Index= 8
RSA Geolab

Plastic Limit Data

1

7.25

6.19

1.42

22.2

2

8.23

6.97

1.36

22.5

Run No. 3 4

Wet+Tare

Dry+Tare

Tare

Moisture
RSA’s Geolab’s Geotechnical Laboratory testing was performed and results reported in accordance with ASTM standards and accepted 

industry standards. No other representations or warranties either express or implied are given. RSA Geolab, LLC neither accepts 

responsibility for nor makes claim to the final use and purpose of the material tested.

RSA Geolab, LLC owns all rights, title and interest of the work product. This report is intended for client’s sole and exclusive use and 

not for the benefit of others and may not be used or relied upon by others. These documents must be considered proprietary information 

and should not be reproduced without the written approval of RSA Geolab, LLC.

1017 Greeley Avenue North

Union, New Jersey 07083

908-964-0786 (P)

www.RSAgeolab.com

 

 

 

 

908-964-0786 (P) 

 

 www.RSAgeolab.com 

Letter of Transmittal

Date: 11-17-17 Job No.: 869 Lab Log: 17-359

Attention: Michael Paquette

 Langan Engineering 

 360 West 31st Street, 8th Floor

 New York, NY 10001

CC: Thomas Androutselis

Re: Hudson Yards

Sample(s) ID: LB-1 S-4 20-22’, LB-1 S-13 65-67, LB-1 S-16 80-82’, LB-1 S-19 95-97’,

 LB-1 S-23 113-120’, LB-2 S-7 25-27’, LB-2 S-13 55-57’, LB-3 S-4 20-22’,

 LB-3 S-6 30-32’

Dear Mr. Paquette, 

Please find attached results for the samples referenced above. The following lab testing was performed:

 ASTM D2216 Moisture Content

 ASTM D4318 Atterberg Limit

Regards,

RSA Geolab, LLC

Remarks: If you have any questions, please call 908-964-0786. 

Signed: _______________________

 Dr. Raza S. Ahmed

 President RSA Geolab, LLC
Tested By: RP Checked By: KP

69 42 27

49 29 20

30 18 12

27 20 7

32 21 11

869 Langan Engineering

MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS

Project No. Client: Remarks: Project: RSA Geolab

Union, New Jersey Figure

Sample Number: LB-1 S-4 20-22' Sample Number: LB-1 S-13 65-67' Sample Number: LB-1 S-16 80-82' Sample Number: LB-1 S-19 95-97' Sample Number: LB-1 S-23 113-120' PLASTICITY INDEX

0

10

20

30

40

50

60

LIQUID LIMIT

0 10 20 30 40 50 60 70 80 90 100 110

CL-ML

CL or OL

CH or OH

ML or OL MH or OH

Dashed line indicates the approximate

upper limit boundary for natural soils

4

7

LIQUID AND PLASTIC LIMITS TEST REPORT

H 11-17-17 udson Yards
Tested By: RP Checked By: KP

66 36 30

38 24 14

71 36 35

50 27 23

869 Langan Engineering

MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS

Project No. Client: Remarks: Project: RSA Geolab

Union, New Jersey Figure

Sample Number: LB-2 S-7 25-27' Sample Number: LB-2 S-13 55-57' Sample Number: LB-3 S-4 20-22' Sample Number: LB-3 S-6 30-32' PLASTICITY INDEX

0

10

20

30

40

50

60

LIQUID LIMIT

0 10 20 30 40 50 60 70 80 90 100 110

CL-ML

CL or OL

CH or OH

ML or OL MH or OH

Dashed line indicates the approximate

upper limit boundary for natural soils

4

7

LIQUID AND PLASTIC LIMITS TEST REPORT

H 11-17-17 udson Yards
RSA Geolab MOISTURE CONTENTS

TEST METHOD ASTM D-2216

 CLIENT: Langan Engineering and Environmental Services DATE: 17-Nov-17

 PROJECT: Hudson Yards PROJECT # 869

LB-1 LB-1 LB-1 LB-1 LB-1

HOLE #/ SAMPLE # S-4 S-13 S-16 S-19 S-23

DEPTH 20-22' 65-67' 80-82' 95-97' 113-120'

WET WGT. + tare (gms.) 57.16 52.53 54.60 50.21 56.07

DRY WGT. + tare (gms.) 35.72 37.58 42.98 37.95 41.78

WGT. WATER (gms.) 21.44 14.95 11.62 12.26 14.29

TARE (gms.) 7.61 7.57 7.56 7.57 7.52

DRY WGT. (gms.) 28.11 30.01 35.42 30.38 34.26

MOISTURE CONTENT 76.3% 49.8% 32.8% 40.4% 41.7%

LB-2 LB-2 LB-3 LB-3 

HOLE #/ SAMPLE # S-7 S-13 S-4 S-6

DEPTH 25-27' 55-57' 20-22' 30-32'

WET WGT. + tare (gms.) 52.68 51.26 60.65 57.92

DRY WGT. + tare (gms.) 34.41 37.37 39.68 40.89

WGT. WATER (gms.) 18.27 13.89 20.97 17.03 0.00

TARE (gms.) 7.55 7.54 7.53 7.54

DRY WGT. (gms.) 26.86 29.83 32.15 33.35 0.00

MOISTURE CONTENT 68.0% 46.6% 65.2% 51.1%

 Performed by: EE Entered by: KH Checked by: KP

EM\NY-GL\MOISTURE\Lang-hdsnyrds-lb1s4
RSA’s Geolab’s Geotechnical Laboratory testing was performed and results reported in accordance with ASTM standards and accepted 

industry standards. No other representations or warranties either express or implied are given. RSA Geolab, LLC neither accepts 

responsibility for nor makes claim to the final use and purpose of the material tested. 

RSA Geolab, LLC owns all rights, title and interest of the work product. This report is intended for client’s sole and exclusive use and 

not for the benefit of others and may not be used or relied upon by others. These documents must be considered proprietary information 

and should not be reproduced without the written approval of RSA Geolab, LLC. 

1017 Greeley Avenue North

Union, New Jersey 07083

908-964-0786 (P)

www.RSAgeolab.com

908-964-0786 (P)

www.RSAgeolab.com

Letter of Transmittal 

Date: 11-20-17 Job No.: 869 Lab Log: 17-358

Attention: Michael Paquette

Langan Engineering 

360 West 31st Street, 8th Floor

New York, NY 10001

CC: Thomas Androutselis 

Re: Hudson Yards 

Sample(s) ID: LB-2 27-29’, LB-2 37-39’, LB-2 47-49’, LB-2 67-69’, LB-3 22-24’, LB-3 32-34’ 

Dear Mr. Paquette, 

Please find attached results for the samples referenced above. The following lab testing was performed: 

 ASTM D2216 Moisture Content 

 ASTM D2974 Organic Content 

 ASTM D4318 Atterberg Limits (w/LL on oven dried material) 

 ASTM D2850 Unconsolidated Undrained Triaxial Shear (10 psi) 

 Log & Photograph of tubes

Regards, 

RSA Geolab, LLC 

Remarks: If you have any questions, please call 908-964-0786. 

Signed: _______________________ 

 Dr. Raza S. Ahmed 

 President RSA Geolab, LLC 
RSA Geolab, LLC LOG OF UNDISTURBED SOIL SAMPLERS

Project: Hudson Yards Project Number: 869

Client: Langan Engineering Diameter: 2.8”

Sample: LB-2 27-29’ Recovery: 20”

Date: 11-14-17 Remarks:

Top of 

Sample Inches Type of Test

22

21 Light Gray, Dark Gray Clay & Silt little (+), cmf Sand, little (-)

20 cmf Gravel,Odorous, organics (sea shells) (visual)

19

18

17

16

15

14

13

12

11

10

9

Atterberg

8 Moisture &

7

Organic Cont.

6

5

UU

4

3

2

1

0

Bottom of 

Sample
RSA Geolab, LLC LOG OF UNDISTURBED SOIL SAMPLERS

Project: Hudson Yards Project Number: 869

Client: Langan Engineering Diameter: 2.8”

Sample: LB-2 37-39’ Recovery: 20”

Date: 11-14-17 Remarks:

Top of 

Sample Inches Type of Test

22

21 Gray Clay & Silt little (+), cmf Sand, trace (+) mf Gravel

20 Odorous, organics (sea shells) (visual)

19

18

17

16

15

14

13

12

11

10

9

Atterberg

8 Moisture &

7

Organic Cont.

6

5

UU

4

3

2

1

0

Bottom of 

Sample
RSA Geolab, LLC LOG OF UNDISTURBED SOIL SAMPLERS

Project: Hudson Yards Project Number: 869

Client: Langan Engineering Diameter: 2.8”

Sample: LB-2 47-49’ Recovery: 22”

Date: 11-14-17 Remarks:

Top of 

Sample Inches Type of Test

22

21 Gray Clay & Silt little (+), cmf Sand, trace mf Gravel

20 Odorous, organics (sea shells) (visual)

19

18

17

16

15

14

13

12

11

10

9

Atterberg

8 Moisture &

7

Organic Cont.

6

5

UU

4

3

2

1

0

Bottom of 

Sample
RSA Geolab, LLC LOG OF UNDISTURBED SOIL SAMPLERS

Project: Hudson Yards Project Number: 869

Client: Langan Engineering Diameter: 2.8”

Sample: LB-2 67-69’ Recovery: 26”

Date: 11-14-17 Remarks:

Top of 

Sample Inches Type of Test

22

21 Dark Gray Clay & Silt little, cmf Sand, trace f Gravel

20 Odorous, organics (sea shells) (visual)

19

18

17

16

15

14

13

12

11

10

9

Atterberg

8 Moisture &

7

Organic Cont.

6

5

UU

4

3

2

1

0

Bottom of 

Sample
RSA Geolab, LLC LOG OF UNDISTURBED SOIL SAMPLERS

Project: Hudson Yards Project Number: 869

Client: Langan Engineering Diameter: 2.8”

Sample: LB-3 22-24’ Recovery: 26”

Date: 11-14-17 Remarks:

Top of 

Sample Inches Type of Test

22

21 Gray Clay & Silt little, cmf Sand, trace f Gravel

20 Odorous, organics (sea shells) (visual)

19

18

17

16

15

14

13

12

11

10

9

Atterberg

8 Moisture &

7

Organic Cont.

6

5

UU

4

3

2

1

0

Bottom of 

Sample
RSA Geolab, LLC LOG OF UNDISTURBED SOIL SAMPLERS

Project: Hudson Yards Project Number: 869

Client: Langan Engineering Diameter: 2.8”

Sample: LB-3 32-34’ Recovery: 22”

Date: 11-14-17 Remarks:

Top of 

Sample Inches Type of Test

22

21 Dark Gray Clay & Silt little (+), cmf Sand, trace (+) cmf Gravel

20 Odorous, organics (sea shells) (visual)

19

18

17

16

15

14

13

12

11

10

9

Atterberg

8 Moisture &

7

Organic Cont.

6

5

UU

4

3

2

1

0

Bottom of 

Sample
 RSA Geolab

MOISTURE CONTENT (ASTM D2216)/

LOSS ON IGNITION (ASTM D2974)

Project: Hudson Yards Project #: 869

Client: Langan Engineering Date: 11-20-17

LB-2 LB-2 LB-2 LB-2 LB-3 LB-2

HOLE #/ SAMPLE # 27-29' 37-39' 47-49' 67-69' 22-24' 32-34'

DEPTH

WET WGT. + TARE (gms.) 492.6 351.8 395.2 384.0 338.2 349.7

DRY WGT. + TARE (gms.) 340.6 218.8 250.7 288.7 201.3 227.5

WGT. WATER (gms.) 152.0 133.0 144.5 95.3 136.9 122.2

TARE (gms.) 7.6 7.6 7.6 7.6 7.6 7.6

DRY WGT. (gms.) 333.0 211.2 243.1 281.1 193.7 219.9

MOISTURE 

CONTENT (%) 45.6 63.0 59.4 33.9 70.7 55.6

OVEN DRIED

SAMPLE + TARE (gms.) 107.25 102.56 103.09 70.18 59.02 107.62

AFTER IGNITION

SAMPLE + TARE (gms.) 104.45 99.25 100.85 69.10 56.54 105.28

LOSS ON IGNITION

(gms.) 2.80 3.31 2.24 1.08 2.48 2.34

TARE (gms.) 57.23 52.11 52.12 31.23 26.97 57.22

INITIAL WGT. OF OVEN

DRIED SAMPLE (gms.) 50.02 50.45 50.97 38.95 32.05 50.40

LOSS ON

IGNITION (%) 5.60 6.56 4.39 2.77 7.74 4.64

 Performed by: EE Entered by: KH Checked by: KP

EM\NY-GL\IGNITION\lngn-hdsnyrds-LB2
RSA Geolab

LIQUID AND PLASTIC LIMIT TEST DATA 11/20/2017

Client: Langan Engineering

Project: Hudson Yards

Project Number: 869

Sample Number: LB-2 27-29'

Material Description: Light Gray, Dark Gray Clay & Silt little (+), cmf Sand, little (-) cmf Gravel, odorous, organics (sea

shells)(visual)

Tested by: RP Checked by: KP

Testing Remarks: 11-20-17

Liquid Limit Data

1

16.90

11.05

1.42

15

60.7

2

17.10

11.37

1.39

23

57.4

3

18.59

12.50

1.42

35

55.0

Run No. 4 5 6

Wet+Tare

Dry+Tare

Tare

# Blows

Moisture

Organics Liquid Limit Data

1

16.59

12.20

1.45

32

40.8

2

16.43

12.04

1.42

23

41.3

3

16.45

12.00

1.34

15

41.7

Run No. 4 5 6

Wet+Tare

Dry+Tare

Tare

# Blows

Moisture Moisture

32

36

40

44

48

52

56

60

64

68

72

Blows

5 6 7 8 9 10 20 25 30 40

1

2

3

1

3 2

Liquid Limit= 57

Liquid Limit (organics)= 41

Plastic Limit= 31

Plasticity Index= 26
RSA Geolab

Plastic Limit Data

1

6.03

4.92

1.37

31.3

2

6.18

5.09

1.43

29.8

Run No. 3 4

Wet+Tare

Dry+Tare

Tare

Moisture
Tested By: RP Checked By: KP

Light Gray, Dark Gray Clay & Silt little (+), cmf Sand, little (-)

cmf Gravel, odorous, organics (sea shells)(visual) 57 31 26

Gray Clay & Silt little (+), cmf Sand, trace (+) mf Gravel,

odorous, organics (sea shells)(visual) 33 22 11

Gray Clay & Silt little (+), cmf Sand, trace mf Gravel, odorous,

organics (sea shells)(visual) 45 25 20

Dark Gray Clay & Silt little, cmf Sand, trace f Gravel, odorous,

organics (sea shells)(visual) 31 19 12

Gray Clay & Silt little, cmf Sand, trace f Gravel, odorous,

organics (sea shells)(visual) 74 39 35

869 Langan Engineering

MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS

Project No. Client: Remarks:

Project:

RSA Geolab

Union, New Jersey Figure

Sample Number: LB-2 27-29'

Sample Number: LB-2 37-39'

Sample Number: LB-2 47-49'

Sample Number: LB-2 67-69'

Sample Number: LB-3 22-24' PLASTICITY INDEX

0

10

20

30

40

50

60

LIQUID LIMIT

0 10 20 30 40 50 60 70 80 90 100 110

CL-ML

CL or OL

CH or OH

ML or OL MH or OH

Dashed line indicates the approximate

upper limit boundary for natural soils

4

7

LIQUID AND PLASTIC LIMITS TEST REPORT

Hudson Yards 11-20-17
RSA Geolab

LIQUID AND PLASTIC LIMIT TEST DATA 11/20/2017

Client: Langan Engineering

Project: Hudson Yards

Project Number: 869

Sample Number: LB-2 37-39'

Material Description: Gray Clay & Silt little (+), cmf Sand, trace (+) mf Gravel, odorous, organics (sea shells)(visual)

Liquid Limit Data

1

16.93

12.91

1.37

17

34.8

2

18.52

14.27

1.34

24

32.9

3

17.76

13.83

1.47

35

31.8

Run No. 4 5 6

Wet+Tare

Dry+Tare

Tare

# Blows

Moisture

Organics Liquid Limit Data

1

18.36

12.83

1.44

16

48.6

2

17.63

12.52

1.36

22

45.8

3

18.99

13.59

1.37

31

44.2

Run No. 4 5 6

Wet+Tare

Dry+Tare

Tare

# Blows

Moisture Moisture

31

33

35

37

39

41

43

45

47

49

51

Blows

5 6 7 8 9 10 20 25 30 40

1

2

3

1

2

3

Liquid Limit= 33

Liquid Limit (organics)= 45

Plastic Limit= 22

Plasticity Index= 11

Plastic Limit Data

1

8.54

7.26

1.34

21.6

2

7.81

6.67

1.36

21.5

Run No. 3 4

Wet+Tare

Dry+Tare

Tare

Moisture
RSA Geolab

LIQUID AND PLASTIC LIMIT TEST DATA 11/20/2017

Client: Langan Engineering

Project: Hudson Yards

Project Number: 869

Sample Number: LB-2 47-49'

Material Description: Gray Clay & Silt little (+), cmf Sand, trace mf Gravel, odorous, organics (sea shells)(visual)

Liquid Limit Data

1

17.89

12.88

1.38

34

43.6

2

16.39

11.79

1.43

29

44.4

3

18.67

13.34

1.46

24

44.9

Run No. 4 5 6

Wet+Tare

Dry+Tare

Tare

# Blows

Moisture

Organics Liquid Limit Data

1

16.51

12.33

1.45

16

38.4

2

18.11

13.63

1.40

23

36.6

3

16.28

12.42

1.44

33

35.2

Run No. 4 5 6

Wet+Tare

Dry+Tare

Tare

# Blows

Moisture Moisture

31

33

35

37

39

41

43

45

47

49

51

Blows

5 6 7 8 9 10 20 25 30 40

1

2

3

1

2

3

Liquid Limit= 45

Liquid Limit (organics)= 36

Plastic Limit= 25

Plasticity Index= 20

Plastic Limit Data

1

8.13

6.77

1.35

25.1

2

8.58

7.12

1.35

25.3

Run No. 3 4

Wet+Tare

Dry+Tare

Tare

Moisture
RSA Geolab

LIQUID AND PLASTIC LIMIT TEST DATA 11/20/2017

Client: Langan Engineering

Project: Hudson Yards

Project Number: 869

Sample Number: LB-2 67-69'

Material Description: Dark Gray Clay & Silt little, cmf Sand, trace f Gravel, odorous, organics (sea shells)(visual)

Liquid Limit Data

1

18.14

14.00

1.55

16

33.3

2

17.31

13.50

1.43

21

31.6

3

16.69

13.06

1.34

27

31.0

Run No. 4 5 6

Wet+Tare

Dry+Tare

Tare

# Blows

Moisture

Organics Liquid Limit Data

1

17.23

13.70

1.38

15

28.7

2

17.36

13.96

1.39

24

27.0

3

19.00

15.35

1.37

35

26.1

Run No. 4 5 6

Wet+Tare

Dry+Tare

Tare

# Blows

Moisture Moisture

25

26

27

28

29

30

31

32

33

34

35

Blows

5 6 7 8 9 10 20 25 30 40

1

2

3

1

2

3

Liquid Limit= 31

Liquid Limit (organics)= 27

Plastic Limit= 19

Plasticity Index= 12

Plastic Limit Data

1

8.09

6.99

1.31

19.4

2

8.38

7.24

1.42

19.6

Run No. 3 4

Wet+Tare

Dry+Tare

Tare

Moisture
RSA Geolab

LIQUID AND PLASTIC LIMIT TEST DATA 11/20/2017

Client: Langan Engineering

Project: Hudson Yards

Project Number: 869

Sample Number: LB-3 22-24'

Material Description: Gray Clay & Silt little, cmf Sand, trace f Gravel, odorous, organics (sea shells)(visual)

Liquid Limit Data

1

17.12

10.61

1.59

34

72.2

2

17.51

10.62

1.46

21

75.2

3

16.60

10.00

1.40

15

76.7

Run No. 4 5 6

Wet+Tare

Dry+Tare

Tare

# Blows

Moisture

Organics Liquid Limit Data

1

16.86

10.83

1.67

19

65.8

2

16.89

10.96

1.64

28

63.6

3

17.14

11.20

1.64

35

62.1

Run No. 4 5 6

Wet+Tare

Dry+Tare

Tare

# Blows

Moisture Moisture

60

62

64

66

68

70

72

74

76

78

80

Blows

5 6 7 8 9 10 20 25 30 40

1

2

3

1

2

3

Liquid Limit= 74

Liquid Limit (organics)= 64

Plastic Limit= 39

Plasticity Index= 35

Plastic Limit Data

1

9.18

7.00

1.40

38.9

2

8.33

6.40

1.45

39.0

Run No. 3 4

Wet+Tare

Dry+Tare

Tare

Moisture
Tested By: RP Checked By: KP

Dark Gray Clay & Silt little (+), cmf Sand, trace (+) cmf Gravel,

odorous, organics (sea shells)(visual) 47 31 16

869 Langan Engineering

MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS

Project No. Client: Remarks:

Project:

RSA Geolab

Union, New Jersey Figure

Sample Number: LB-3 32-34' PLASTICITY INDEX

0

10

20

30

40

50

60

LIQUID LIMIT

0 10 20 30 40 50 60 70 80 90 100 110

CL-ML

CL or OL

CH or OH

ML or OL MH or OH

Dashed line indicates the approximate

upper limit boundary for natural soils

4

7

LIQUID AND PLASTIC LIMITS TEST REPORT

Hudson Yards 11-20-17
RSA Geolab

LIQUID AND PLASTIC LIMIT TEST DATA 11/20/2017

Client: Langan Engineering

Project: Hudson Yards

Project Number: 869

Sample Number: LB-3 32-34'

Material Description: Dark Gray Clay & Silt little (+), cmf Sand, trace (+) cmf Gravel, odorous, organics (sea

shells)(visual)

Tested by: RP Checked by: KP

Testing Remarks: 11-20-17

Liquid Limit Data

1

17.26

11.97

1.42

15

50.1

2

17.73

12.48

1.40

25

47.4

3

17.11

12.19

1.42

34

45.7

Run No. 4 5 6

Wet+Tare

Dry+Tare

Tare

# Blows

Moisture

Organics Liquid Limit Data

1

17.72

13.19

1.41

17

38.5

2

17.84

13.50

1.40

28

35.9

3

19.23

14.62

1.41

35

34.9

Run No. 4 5 6

Wet+Tare

Dry+Tare

Tare

# Blows

Moisture Moisture

34

36

38

40

42

44

46

48

50

52

54

Blows

5 6 7 8 9 10 20 25 30 40

1

2

3

1

2

3

Liquid Limit= 47

Liquid Limit (organics)= 37

Plastic Limit= 31

Plasticity Index= 16
RSA Geolab

Plastic Limit Data

1

8.39

6.73

1.36

30.9

2

8.37

6.71

1.41

31.3

Run No. 3 4

Wet+Tare

Dry+Tare

Tare

Moisture
12 Results 

C, psi 

<jl, deg 

Tan(<jl) 

·u; 8 c. 

vi 

(/) 

Q.) 

.... 

U5 

.... 

C1l 

Q.) 

.r:; 

(J) 4 

'\ 

:t 

0 

0 4 8 12 16 20 24 

Normal Stress, psi 

15 Sample No. 1 

Water Content, % 71.1 

12.5 Dry Density, pcf 57.1 

ro Saturation, % 97.5 :;:::; 

·c: Void Ratio 2.0045 - ·u; 10 Diameter, in. 2.81 c. 

vi Height, in. 5.97 (/) '- Q.) 

.... "'- Water Content, % 72.9 

U5 7.5 :" Dry Density, pcf 57.1 

0 1 u; 

Q.) Saturation, % 100.0 Cil 1-

·:;; ~ Void Ratio 2.0045 Q.) 5 Diameter, in. 2.81 0 

Height, in. 5.97 

Strain rate, in./min. 0.050 

2.5 

Back Pressure, psi 0.0 

0 

Cell Pressure, psi 10.0 

0 5 10 15 20 Fail. Stress, psi 9.4 

Axial Strain, % Ult. Stress, psi 

cr1 Failure, psi 19.4 

Type of Test: Failure, psi 10.0 

Unconsolidated Undrained cr3 

Sample Type: ASTM D2850 Client: Langan Engineering 

Description: Light Gray, Dark Gray Clay & Silt little 

(+), cmfSand, little(-) cmfGravel, odorous, organics Project: Hudson Yards 

(sea shells)(visual) 

Assumed Specific Gravity= 2.75 Sample Number: LB-2 27-29' 

Remarks: HID = 2.13 

Proj. No.: 869 Date Sampled: 11-17-17 

TRIAXIAL SHEAR TEST REPORT 

RSA Geolab 

Figure Union New Jersev 

TestedBy:=E~E~-------------------- Checked By:~K~P ____________________ __ 
12.5 

~ 12.5 w 

10 10 

<Jl / ~ <Jl <Jl 

~ <Jl Cll 

...... 7.5 ~ 7.5 U5 - U5 ,_ "(j) I ,_ '(ij .sa. .sa. ca ca ·:;; 5 I ·:;; 5 Cll Cll 0 0 

2.5 2.5 1/ 

0 0 

0% 8% 16% 0% 8% 16% 

12.5 

~ 12.5 

~ 10 10 

<Jl <Jl <Jl <Jl Cll 7.5 (]) 7.5 ...... ...... 

U5 U5 s... ·u; s.... ·u; .sa. .sa. ca ca ·:;; 5 ·;; 5 Cll Cll 

0 0 

2.5 2.5 

0 0 

0% 8% 16% 0% 8% 16% 

9 Peak Strength 

Total 

a= 

a= i 

tan a.= 6 

"iii 

Q. / 

o- / 

3 L_ 

v 

L_ 

0 / 

v I 

0 3 6 9 12 15 18 

p, psi 

Client: Langan Engineering 

Project: Hudson Yards 

Sample Number: LB-2 27-29' 

Project No.: 869 Figure I RSA Geolab 

Tested By:~E~E~~~~~~~----~-- Checked By:~K~P--~--~~--~--~~--
Date: 

Client: 

Project: 

Project No.: 

Sample Number: 

11-17-17 

TRIAXIAL COMPRESSION TEST 

Unconsolidated Undrained 

Langan Engineering 

Hudson Yards 

869 

LB-2 27-29' 

11/17/2017 

10:40 AM 

Description: Light Gray, Dark Gray Clay & Silt little ( + ), emf Sand, little (-) emf Gravel, odorous, organics 

(sea shells)( visual) 

Remarks: HID= 2.13 

Type of Sample: ASTMD2850 

Assumed Specific Gravity=2.75 LL= 

Test Method: COE uniform strain 

Specimen Parameter Initial 

Moisture content: Moist soil+tare, gms. 950.500 

Moisture content: Dry soil+tare, gms. 555.600 

Moisture content: Tare, gms. 0.000 

Moisture,% 

Moist specimen weight, gms. 

Diameter, in. 

Area, in.2 

Height, in. 

Net decrease in height, in. 

Wet density, pcf 

Dry density, pcf 

Void ratio 

Saturation, % 

- ___ , _________ -_-

Cell pressure= 10.00 psi 

Back pressure= 0.00 psi 

Strain rate, in./min. = 0.050 

Fail. Stress= 9.38 psi at reading no. 22 

71.1 

950.5 

2.81 

6.20 

5.97 

97.8 

57.1 

2.0045 

97.5 

PL= 

Saturated 

72.9 

2.81 

6.20 

5.97 

0.00 

98.8 

57.1 

2.0045 

100.0 

PI= 

Final 

950.500 

555.600 

0.000 

71.1 

L..----------------- RSA Geolab ------------------' 
No. 

Def. 

Dial 

in. 

Load 

Dial 

0 0.0000 3.100 

1 0.0100 6.400 

2 0.0200 9.500 

3 0.0300 10.800 

4 0.0400 12.300 

5 0.0500 13.800 

6 0.0600 15.200 

7 0.0700 17.200 

8 0.0800 19.100 

9 0.0900 20.700 

10 0.1000 22.400 

11 0.1250 27.500 

12 0.1500 32.400 

13 0.1750 36.900 

14 0.2000 42.000 

15 0.2250 46.700 

16 0.2500 50.600 

17 0.2750 54.100 

18 0.3000 57.000 

19 0.3250 59.500 

20 0.3500 61.500 

21 0.4000 64.400 

22 0.4500 66.000 

23 0.5000 66.500 

24 0.5500 66.100 

25 0.6000 64.700 

26 0.6500 63.100 

27 0.7000 61.200 

28 0.7500 59.100 

29 0.8000 57.700 

30 0.8500 56.600 

31 0.9000 55.700 

Load 

lbs. 

Strain 

% 

0.0 0.0 

3.3 0.2 

6.4 0.3 

7.7 0.5 

9.2 0.7 

10.7 0.8 

12.1 1.0 

14.1 1.2 

16.0 1.3 

17.6 1.5 

19.3 1.7 

24.4 2.1 

29.3 2.5 

33.8 2.9 

38.9 3.3 

43.6 3.8 

47.5 4.2 

51.0 4.6 

53.9 5.0 

56.4 5.4 

58.4 5.9 

61.3 6.7 

62.9 7.5 

63.4 8.4 

63.0 9.2 

61.6 10.0 

60.0 10.9 

58.1 11.7 

56.0 12.6 

54.6 13.4 

53.5 14.2 

52.6 15.1 

f7·{ 

\ \. 7 

\ 

~ 

I 

) 

Deviator Minor Prine. Major Prine. 

Stress Stress Stress 

psi 

0.00 

0.53 

1.03 

1.24 

1.47 

1.71 

1.93 

2.25 

2.55 

2.80 

3.06 

3.85 

4.61 

5.29 

6.06 

6.77 

7.34 

7.85 

8.25 

8.60 

8.87 

9.22 

9.38 

9.37 

9.22 

8.94 

8.62 

8.27 

7.90 

7.63 

7.40 

7.20 

psi 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

psi 

10.00 

10.53 

11.03 

11.24 

11.47 

11.71 

11.93 

12.25 

12.55 

12.80 

13.06 

13.85 

14.61 

15.29 

16.06 

16.77 

17.34 

17.85 

18.25 

18.60 

18.87 

19.22 

19.38 

19.37 

19.22 

18.94 

18.62 

18.27 

17.90 

17.63 

17.40 

17.20 

1:3 

Ratio 

p 

psi 

1.00 10.00 

1.05 10.27 

1.10 10.51 

1.12 10.62 

1.15 10.74 

1.17 10.86 

1.19 10.97 

1.22 11.12 

1.25 11.27 

1.28 11.40 

1.31 11.53 

1.39 11.93 

1.46 12.30 

1.53 12.65 

1.61 13.03 

1.68 13.38 

1.73 13.67 

1.78 13.92 

1.83 14.13 

1.86 14.30 

1.89 14.43 

1.92 14.61 

1.94 14.69 

1.94 14.68 

1.92 14.61 

1.89 14.47 

1.86 14.31 

1.83 14.14 

1.79 13.95 

1.76 13.81 

1.74 13.70 

1.72 13.60 

Q 

psi 

0.00 

0.27 

0.51 

0.62 

0.74 

0.86 

0.97 

1.12 

1.27 

1.40 

1.53 

1.93 

2.30 

2.65 

3.03 

3.38 

3.67 

3.92 

4.13 

4.30 

4.43 

4.61 

4.69 

4.68 

4.61 

4.47 

4.31 

4.14 

3.95 

3.81 

3.70 

3.60 

~----------------------------------- RSAGeolab ----------------------------------~ 
9 Results 

C, psi 

$,deQ 

Tan($) 

.iii 6 a. 

rti 

Cll I (]) 

..... 

-(/) 

..... 

C1l 

(]) 

..c 

(/) 3 

I 

0 

0 3 6 9 12 15 18 

Normal Stress, psi 

6 Sample No. 1 

Water Content, % 58.4 

5 Dry Density, pcf 67.0 

1 m Saturation, % 110.0 ~ _...- c Void Ratio 1.3288 - .iii 4 Diameter, in. 2.78 a. 

rti Height, in. 6.00 Cll 

~ Water Content, % 53.2 

U5 3 j Dry Density, pcf 67.0 .... Ui 0 (]) Saturation, % 100.0 -ro f-

·::; <( Void Ratio 1.3288 (]) 2 Diameter, in. 2.78 0 

Height, in. 6.00 

Strain rate, in./min. 0.050 

1 

r Back Pressure, psi 0.0 

Cell Pressure, psi 10.0 

0 

0 5 10 15 20 Fail. Stress, psi 4.6 

Axial Strain, % Ult. Stress, psi 

(j1 Failure, psi 14.6 

Type of Test: 

Unconsolidated Undrained (j3 Failure, psi 10.0 

Sample Type: ASTM D2850 Client: Langan Engineering 

Description: Gray Clay & Silt little(+), cmfSand, trace 

(+) mfGravel, odorous, organics (sea shells)(visual) Project: Hudson Yards 

Assumed Specific Gravity= 2.5 Sample Number: LB-2 37-39' 

Remarks: HID= 2.16 

Proj. No.: 869 Date Sampled: 11-17-17 

TRIAXIAL SHEAR TEST REPORT 

RSA Geolab 

Figure Union New Jersey 

TestedBy:~E~E~-------------------- CheckedBy:~K~P ____________________ __ 
7.5 

~ 7.5 w 

6 6 

rJ) rJ) rJ) rJ) 

~ 4.5 ~ 4.5 U5 ~ U5 1... ·w / "- 'Ci) _go.. _go.. Cll Cll ·s: 3 ·s: 3 Q) / Q) 

0 0 

1.5 / 1.5 / 

0 0 

0% 8% 16% 0% 8% 16% 

7.5 2J 7.5 

~ 6 6 

rJ) rJ) rJ) rJ) 

Q) 4.5 ~ 4.5 ..... 

U5 U5 s...."(i.) "- ·u; 

_go.. 0 c.. Cll ro ·s: 3 ·::;: 3 Q) Q) 

0 0 

I 

I 

1.5 I 1.5 

0 0 

0% 8% 16% 0% 8% 16% 

9 Peak Strength I I 

Total I 

I a= 

a= 

tan a= 6 

"(ii 

c.. 

r:i 

3 

v 

/ 

/ 

0 / 

0 3 6 9 12 15 18 

p, psi 

Client: Langan Engineering 

Project: Hudson Yards 

Sample Number: LB-2 37-39' 

Project No.: 869 Figure I RSA Geolab 

Tested By:~E~E~-------------------- Checked By: -'-'K"-P __________ _ 
Date: 

Client: 

Project: 

Project No.: 

Sample Number: 

11-17-17 

TRIAXIAL COMPRESSION TEST 

Unconsolidated Undrained 

Langan Engineering 

Hudson Yards 

869 

LB-2 37-39' 

11/17/2017 

10:48 AM 

Description: 

Remarks: 

Gray Clay & Silt little(+), emf Sand, trace(+) mf Gravel, odorous, organics (sea shells)(visual) 

HID= 2.16 

Type of Sample: ASTMD2850 

Assumed Specific Gravity=2.5 LL= 

Test Method: COE uniform strain 

Specimen Parameter Initial 

Moisture content: Moist soil+tare, gms. 1015.000 

Moisture content: Dry soil+tare, gms. 640.600 

Moisture content: Tare, gms. 

Moisture,% 

Moist specimen weight, gms. 

Diameter, in. 

Area, in.2 

Height, in. 

Net decrease in height, in. 

Wet density, pcf 

Dry density, pcf 

Void ratio 

Saturation, % 

Cell pressure= 10.00 psi 

Back pressure = 0.00 psi 

Strain rate, in./min. = 0.050 

Fail. Stress = 4.60 psi at reading no. 31 

0.000 

58.4 

1015.0 

2.78 

6.07 

6.00 

106.2 

67.0 

1.3288 

110.0 

PL= 

Saturated 

53.2 

2.78 

6.07 

6.00 

0.00 

102.6 

67.0 

1.3288 

100.0 

PI= 

Final 

1015.000 

640.600 

0.000 

58.4 

'------------------ RSA Geolab ------------------
No. 

De f. 

Dial 

in. 

Load 

Dial 

0 0.0000 2.400 

1 0.0100 5.500 

2 0.0200 6.200 

3 0.0300 6.900 

4 0.0400 7.200 

5 0.0500 7.400 

6 0.0600 7.900 

7 0.0700 8.500 

8 0.0800 9.000 

9 0.0900 9.400 

10 0.1000 10.000 

11 0.1250 11.300 

12 0.1500 12.600 

13 0.1750 13.800 

14 0.2000 14.900 

15 0.2250 16.100 

16 0.2500 17.300 

17 0.2750 18.600 

18 0.3000 20.000 

19 0.3250 21.100 

20 0.3500 22.300 

21 0.4000 24.500 

22 0.4500 26.600 

23 0.5000 28.500 

24 0.5500 30.000 

25 0.6000 31.200 

26 0.6500 32.100 

27 0.7000 33.000 

28 0.7500 33.900 

29 0.8000 34.500 

30 0.8500 34.900 

31 0.9000 35.300 

Load 

lbs. 

Strain 

% 

0.0 0.0 

3.1 0.2 

3.8 0.3 

4.5 0.5 

4.8 0.7 

5.0 0.8 

5.5 1.0 

6.1 1.2 

6.6 1.3 

7.0 1.5 

7.6 1.7 

8.9 2.1 

10.2 2.5 

11.4 2.9 

12.5 3.3 

13.7 3.8 

14.9 4.2 

16.2 4.6 

17.6 5.0 

18.7 5.4 

19.9 5.8 

22.1 6.7 

24.2 7.5 

26.1 8.3 

27.6 9.2 

28.8 10.0 

29.7 10.8 

30.6 11.7 

31.5 12.5 

32.1 13.3 

32.5 14.2 

32.9 15.0 

Deviator Minor Prine. Major Prine. 

Stress Stress Stress 

psi 

0.00 

0.51 

0.62 

0.74 

0.78 

0.82 

0.90 

0.99 

1.07 

1.14 

1.23 

1.43 

1.64 

1.82 

1.99 

2.17 

2.35 

2.54 

2.75 

2.91 

3.08 

3.40 

3.68 

3.94 

4.13 

4.27 

4.36 

4.45 

4.54 

4.58 

4.59 

4.60 

psi 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

psi 

10.00 

10.51 

10.62 

10.74 

10.78 

10.82 

10.90 

10.99 

11.07 

11.14 

11.23 

11.43 

11.64 

11.82 

11.99 

12.17 

12.35 

12.54 

12.75 

12.91 

13.08 

13.40 

13.68 

13.94 

14.13 

14.27 

14.36 

14.45 

14.54 

14.58 

14.59 

14.60 

1:3 

Ratio 

p 

psi 

1.00 10.00 

1.05 10.25 

1.06 10.31 

1.07 10.37 

1.08 10.39 

1.08 10.41 

1.09 10.45 

1.10 10.50 

1.11 10.54 

1.11 10.57 

1.12 10.62 

1.14 10.72 

1.16 10.82 

1.18 10.91 

1.20 10.99 

1.22 11.09 

1.24 11.18 

1.25 11.27 

1.28 11.38 

1.29 11.46 

1.31 11.54 

1.34 11.70 

1.37 11.84 

1.39 11.97 

1.41 12.06 

1.43 12.13 

1.44 12.18 

1.44 12.22 

1.45 12.27 

1.46 12.29 

1.46 12.30 

1.46 12.30 

Q 

psi 

0.00 

0.25 

0.31 

0.37 

0.39 

0.41 

0.45 

0.50 

0.54 

0.57 

0.62 

0.72 

0.82 

0.91 

0.99 

1.09 

1.18 

1.27 

1.38 

1.46 

1.54 

1.70 

1.84 

1.97 

2.06 

2.13 

2.18 

2.22 

2.27 

2.29 

2.30 

2.30 

..... ----------------- RSA Geolab -----------------......, 
12 Results 

C, psi 

$,deg ; 

Tan($) 

"(j'j 8 0. 

ul 

rJ) 

~ 

-(J) 

Cti 

(]) 

.c 

(J) 4 

1/ 

r\ 

0 

0 4 8 12 16 20 24 

Normal Stress, psi 

9 Sample No. 1 v- i 

Water Content, % 52.8 

7.5 i Dry Density, pcf 68.0 I -ro Saturation, % 102.1 I ~ 1 c Void Ratio 1.2939 - "(j'j 6 Diameter, in. 2.85 0. i 

ul Height, in. 5.98 rJ) 

.... 

(]) Water Content, % 51.8 

Ci5 1 4.5 I ..... Dry Density, pcf 68.0 

0 rJ) 

(]) Saturation, % 100.0 

-ro 1-

·;:; I <( Void Ratio 1.2939 (]) 3 I Diameter, in. 2.85 0 

Height, in. 5.98 

Strain rate, in./min. 0.050 

1.5 I Back Pressure, psi 0.0 

Cell Pressure, psi 10.0 

0 

0 5 10 15 20 Fail. Stress, psi 8.3 

Axial Strain,% Ult. Stress, psi 

0"1 Failure, psi 18.3 

Type of Test: Failure, psi 10.0 

Unconsolidated Undrained 0"3 

Sample Type: ASTM D2850 Client: Langan Engineering 

Description: Gray Clay & Silt little(+), cmfSand, trace 

mf Gravel, odorous, organics (sea shells)(visual) Project: Hudson Yards 

Assumed Specific Gravity= 2.5 Sample Number: LB-2 47-49' 

Remarks: HID= 2.10 

Proj. No.: 869 Date Sampled: 11-17-17 

TRIAXIAL SHEAR TEST REPORT 

RSA Geolab 

Figure Union New Jersev 

Tested By: =E""E"----~--~-- Checked By: :-:K:.:....P __ ~---~---
(/) 

(/) 

Q) 

.... 

(/) 

-

s.... ·m 

_gc.. 

co 

·:;;; 

Q) 

0 

10L2J 10 _2j 

8r-----+------r-----+----~----~ 

6r-----+------r-----+----~----~ 

,I 

1/ 

0 ~0°~Yo----~----~8%~o----~----~1~6°~Yo----~ 0 ~0°~Yo----~----~8°~Yo----~----~1~6°~Yo----~ 

10 w 

8 

6 

4 

2 

0 

0% 

9 

8% 

Peak Strength 

Total 

16% 

100J 

8~----+-----~-----+----~----~ 

2r-----+-----~-----+-----+----~ 

0 ~0°~Yo----~----8~%~o----~----~1~6°~Yo----~ 

a= 

a= ! 

tan a= [ 6r-~--~~--~~r--r--+-~--~--r--r~ 

VI 11 

0~--~--~--~--~--~--~--~/~--~~--~---7,~--~~ 0 3 6 9 12 15 18 

p, psi 

Client: Langan Engineering 

Project: Hudson Yards 

Sample Number: LB-2 47-49' 

Project No.: 869 Figure I RSA Geolab 

Tested By: =E=E'------------ Checked By: .!-'K"--P _________ _ 
Date: 

Client: 

Project: 

Project No.: 

Sample Number: 

11-17-17 

TRIAXIAL COMPRESSION TEST 

Unconsolidated Undrained 

Langan Engineering 

Hudson Yards 

869 

LB-2 47-49' 

11/17/2017 

10:56 AM 

Description: 

Remarks: 

Gray Clay & Silt little(+), cmfSand, trace mfGravel, odorous, organics (sea shells)(visual) 

HID= 2.10 

Type of Sample: ASTMD2850 

Assumed Specific Gravity=2.5 LL= 

Test Method: COE uniform strain 

Specimen Parameter Initial 

Moisture content: Moist soil+tare, gms. 1042.100 

Moisture content: Dry soil+tare, gms. 681.800 

Moisture content: Tare, gms. 

Moisture,% 

Moist specimen weight, gms. 

Diameter, in. 

Area, in! 

Height, in. 

Net decrease in height, in. 

Wet density, pcf 

Dry density, pcf 

Void ratio 

Saturation, % 

-·- . -·~.-·. --

Cell pressure= 10.00 psi 

Back pressure= 0.00 psi 

Strain rate, in./min. "'0.050 

Fail. Stress= 8.27 psi at reading no. 22 

0.000 

52.8 

1042.1 

2.85 

6.38 

5.98 

104.0 

68.0 

1.2939 

102.1 

PL= 

Saturated 

51.8 

2.85 

6.38 

5.98 

0.00 

103.3 

68.0 

1.2939 

100.0 

PI= 

Final 

1042.100 

681.800 

0.000 

52.8 

...._----------------- RSA Geolab ------------------
No. 

Def. 

Dial 

in. 

Load 

Dial 

0 0.0000 10.400 

0.0100 14.600 

2 0.0200 15.700 

3 0.0300 17.200 

4 0.0400 18.500 

5 0.0500 20.200 

6 0.0600 21.700 

7 0.0700 23.800 

8 0.0800 25.300 

9 0.0900 27.100 

10 0.1000 29.200 

11 0.1250 33.800 

12 0.1500 38.100 

13 0.1750 42.600 

14 0.2000 46.500 

15 0.2250 50.300 

16 0.2500 53.800 

17 0.2750 56.800 

18 0.3000 59.300 

19 0.3250 61.200 

20 0.3500 63.000 

21 0.4000 65.700 

22 0.4500 67.500 

23 0.5000 67.500 

24 0.5500 61.600 

25 0.6000 58.500 

26 0.6500 57.400 

27 0.7000 57.600 

28 0.7500 57.900 

29 0.8000 58.500 

30 0.8500 58.900 

31 0.9000 59.500 

Load 

lbs. 

Strain 

% 

0.0 0.0 

4.2 0.2 

5.3 0.3 

6.8 0.5 

8.1 0.7 

9.8 0.8 

11.3 1.0 

13.4 1.2 

14.9 1.3 

16.7 1.5 

18.8 1.7 

23.4 2.1 

27.7 2.5 

32.2 2.9 

36.1 3.3 

39.9 3.8 

43.4 4.2 

46.4 4.6 

48.9 5.0 

50.8 5.4 

52.6 5.9 

55.3 6.7 

57.1 7.5 

57.1 8.4 

51.2 9.2 

48.1 10.0 

47.0 10.9 

47.2 11.7 

47.5 12.5 

48.1 13.4 

48.5 14.2 

49.1 15.1 

\ 

Deviator Minor Prine. Major Prine. 

Stress Stress Stress 

psi 

0.00 

0.66 

0.83 

1.06 

1.26 

1.52 

1.75 

2.07 

2.30 

2.58 

2.90 

3.59 

4.23 

4.90 

5.47 

6.01 

6.51 

6.93 

7.28 

7.53 

7.76 

8.08 

8.27 

8.20 

7.28 

6.78 

6.56 

6.53 

6.51 

6.53 

6.52 

6.53 

( I 

~ 

psi 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

psi 

10.00 

10.66 

10.83 

11.06 

11.26 

11.52 

11.75 

12.07 

12.30 

12.58 

12.90 

13.59 

14.23 

14.90 

15.47 

16.01 

16.51 

16.93 

17.28 

17.53 

17.76 

18.08 

18.27 

18.20 

17.28 

16.78 

16.56 

16.53 

16.51 

16.53 

16.52 

16.53 

1:3 

Ratio 

p 

psi 

1.00 10.00 

1.07 10.33 

1.08 10.41 

1.11 10.53 

1.13 10.63 

1.15 10.76 

1.18 10.88 

1.21 11.04 

1.23 11.15 

1.26 11.29 

1.29 11.45 

1.36 11.79 

1.42 12.12 

1.49 12.45 

1.55 12.73 

1.60 13.01 

1.65 13.26 

1.69 13.47 

1.73 13.64 

1.75 13.76 

1.78 13.88 

1.81 14.04 

1.83 14.14 

1.82 14.10 

1.73 13.64 

1.68 13.39 

1.66 13.28 

1.65 13.26 

1.65 13.25 

1.65 13.26 

1.65 13.26 

1.65 13.27 

Q 

psi 

0.00 

0.33 

0.41 

0.53 

0.63 

0.76 

0.88 

1.04 

1.15 

1.29 

1.45 

1.79 

2.12 

2.45 

2.73 

3.01 

3.26 

3.47 

3.64 

3.76 

3.88 

4.04 

4.14 

4.10 

3.64 

3.39 

3.28 

3.26 

3.25 

3.26 

3.26 

3.27 

'------------------ RSA Geolab --------------------' 
12 Results 

C, psi 

<J>,deg 

Tan(<!>) 

'iii 8 a. 

"' en 

~ 

U5 

.... 

(1l 

(]) 

..c 

(J) 4 

0 

0 4 8 12 16 20 24 

Normal Stress, psi 

15 Sample No. 1 

Water Content, % 33.3 

12.5 Dry Density, pcf 90.0 

-ro Saturation, % 113.4 :;::; 

·c: Void Ratio 0.7347 - 'iii 10 Diameter, in. 2.84 a. I 

"' ~ Height, in. 5.82 en 

~ Water Content, % 29.4 

(J) 

- 7.5 ' Dry Density, pcf 90.0 .... iii 

.8 '- 1 (]) Saturation, % 100.0 (1l 1-

·:;; ~ Void Ratio 0.7347 (]) 5 Diameter, in. 2.84 0 

Height, in. 5.82 

Strain rate, in./min. 0.050 

I 2.5 

Back Pressure, psi 0.0 

Cell Pressure, psi 10.0 

0 

0 5 10 15 20 Fail. Stress, psi 9.2 

Axial Strain, % Ult. Stress, psi 

0'1 Failure, psi 19.2 

Type of Test: Failure, psi 10.0 

Unconsolidated Undrained 0'3 

Sample Type: ASTM D2850 Client: Langan Engineering 

Description: Dark Gray Clay & Silt little, cmfSand, 

trace fGravel, odorous, organics (sea shells)(visual) Project: Hudson Yards 

Assumed Specific Gravity= 2.5 Sample Number: LB-2 67-69' 

Remarks: HID= 2.05 

Proj. No.: 869 Date Sampled: 11-17-17 

TRIAXIAL SHEAR TEST REPORT 

RSA Geolab 

Figure Union New Jersev 

Tested By:~E~E~-------------------- Checked By:~K~P ____________________ __ 
12.5 

~ 12.5 _2_j 

10 10 

en / ~ en en ""'- en Q) 

'- 7.5 ~ 7.5 U5 1/ "'---- U5 s..... "(j) s..... "(i.i £0.. I sa.. ctl ctl ·:;: 5 I ·:;: 5 Q) Q) 

0 0 

2.5 2.5 II 0 0 

0% 8% 16% 0% 8% 16% 

12.5 _u 12.5 

~ 10 10 

en en en en Q) 

'- 7.5 ~ 7.5 U5 U5 !.... ·u; '- ·u; 0 a.. 0 a.. -ro -ro ·:;: 5 ·:;: 5 Q) Q) 

0 

I 

0 

2.5 I 2.5 

0 I 0 

0% 8% 16% 0% 8% 16% 

9 Peak Strength 

Total 

a= I 

i 

a= 

tan a= 6 

"(ij 

a.. 

r::i / 

/ 3 v 

/ 

v I 0 / I 

0 3 6 9 12 15 18 

p, psi 

Client: Langan Engineering 

Project: Hudson Yards 

Sample Number: LB-2 67-69' 

Project No.: 869 Figure I RSA Geolab 

TestedBy:~E~E~-------------------- Checked By:~K~P ____________________ __ 
Date: 

Client: 

Project: 

Project No.: 

Sample Number: 

11-17-17 

TRIAXIAL COMPRESSION TEST 

Unconsolidated Undrained 

Langan Engineering 

Hudson Yards 

869 

LB-2 67-69' 

11/17/2017 

11:03 AM 

Description: 

Remarks: 

Dark Gray Clay & Silt little, cmfSand, trace fGravel, odorous, organics (sea shells)(visual) 

HID= 2.05 

Type of Sample: ASTMD2850 

Assumed Specific Gravity=2.5 LL= 

Test Method: COE uniform strain 

Specimen Parameter Initial 

Moisture content: Moist soil+tare, gms. 1162.000 

Moisture content: Dry soil+tare, gms. 

Moisture content: Tare, gms. 

Moisture,% 

Moist specimen weight, gms. 

Diameter, in. 

Area, in. 2 

Height, in. 

Net decrease in height, in. 

Wet density, pcf 

Dry density, pcf 

Void ratio 

Saturation, % 

--~-

Cell pressure= 10.00 psi 

Back pressure= 0.00 psi 

Strain rate, in./min. = 0.050 

Fail. Stress= 9.18 psi at reading no. 23 

871.600 

0.000 

1162.0 

2.84 

6.34 

5.82 

119.9 

90.0 

0.7347 

113.4 

PL= 

Saturated 

29.4 

2.84 

6.34 

5.82 

0.00 

116.4 

90.0 

0.7347 

100.0 

PI= 

Final 

1162.000 

871.600 

0.000 

33.3 

1------------------- RSA Geolab ------------------' 
No. 

De f. 

Dial 

in. 

Load 

Dial 

0 0.0000 3.400 

1 0.0100 5.700 

2 0.0200 8.000 

3 0.0300 9.800 

4 0.0400 11.300 

5 0.0500 13.000 

6 0.0600 15.000 

7 0.0700 17.100 

8 0.0800 18.600 

9 0.0900 20.200 

10 0.1000 22.200 

11 0.1250 28.000 

12 0.1500 31.500 

13 0.1750 36.200 

14 0.2000 40.700 

15 0.2250 44.600 

16 0.2500 48.200 

17 0.2750 51.300 

18 0.3000 54.500 

19 0.3250 56.700 

20 0.3500 58.700 

21 0.4000 62.400 

22 0.4500 65.100 

23 0.5000 67.100 

24 0.5500 67.300 

25 0.6000 66.900 

26 0.6500 66.200 

27 0.7000 63.200 

28 0.7500 59.200 

29 0.8000 54.900 

30 0.8500 52.600 

31 0.9000 52.000 

Load 

lbs. 

Strain 

% 

0.0 0.0 

2.3 0.2 

4.6 0.3 

6.4 0.5 

7.9 0.7 

9.6 0.9 

11.6 1.0 

13.7 1.2 

15.2 1.4 

16.8 1.5 

18.8 1.7 

24.6 2.1 

28.1 2.6 

32.8 3.0 

37.3 3.4 

41.2 3.9 

44.8 4.3 

47.9 4.7 

51.1 5.2 

53.3 5.6 

55.3 6.0 

59.0 6.9 

61.7 7.7 

63.7 8.6 

63.9 9.5 

63.5 10.3 

62.8 11.2 

59.8 12.0 

55.8 12.9 

51.5 13.8 

49.2 14.6 

48.6 15.5 

Deviator Minor Prine. Major Prine. 

I 

Stress Stress Stress 

psi 

0.00 

0.36 

0.72 

1.00 

1.24 

1.50 

1.81 

2.13 

2.36 

2.61 

2.91 

3.79 

4.32 

5.02 

5.68 

6.24 

6.76 

7.19 

7.64 

7.93 

8.19 

8.66 

8.97 

9.18 

9.12 

8.98 

8.79 

8.29 

7.66 

7.00 

6.62 

6.48 

psi 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

psi 

10.00 

10.36 

10.72 

11.00 

11.24 

11.50 

11.81 

12.13 

12.36 

12.61 

12.91 

13.79 

14.32 

15.02 

15.68 

16.24 

16.76 

17.19 

17.64 

17.93 

18.19 

18.66 

18.97 

19.18 

19.12 

18.98 

18.79 

18.29 

17.66 

17.00 

16.62 

16.48 

1:3 

Ratio 

p 

psi 

1.00 10.00 

1.04 10.18 

1.07 10.36 

1.10 10.50 

1.12 10.62 

1.15 10.75 

1.18 10.90 

1.21 11.07 

1.24 11.18 

1.26 11.30 

1.29 11.46 

1.38 11.90 

1.43 12.16 

1.50 12.51 

1.57 12.84 

1.62 13.12 

1.68 13.38 

1.72 13.60 

1.76 13.82 

1.79 13.97 

1.82 14.10 

1.87 14.33 

1.90 14.49 

1.92 14.59 

1.91 14.56 

1.90 14.49 

1.88 14.40 

1.83 14.15 

1.77 13.83 

1.70 13.50 

1.66 13.31 

1.65 13.24 

Q 

psi 

0.00 

0.18 

0.36 

0.50 

0.62 

0.75 

0.90 

1.07 

1.18 

1.30 

1.46 

1.90 

2.16 

2.51 

2.84 

3.12 

3.38 

3.60 

3.82 

3.97 

4.10 

4.33 

4.49 

4.59 

4.56 

4.49 

4.40 

4.15 

3.83 

3.50 

3.31 

3.24 

1...----------------- RSA Geolab --------------------' 
12 Results 

C, psi 

$,deg 

Tan($) 

·u; 8 a. 

<Ji 

t/) 

~ 

U5 

'-

C1l 

(!) 

..c 

(/) 4 

0 

0 4 8 12 16 20 24 

Normal Stress, psi 

15 Sample No. 1 

Water Content, % 61.7 

12.5 Dry Density, pcf 63.0 

Cii Saturation, % 104.2 E 

c Void Ratio 1.4788 - 'iii 10 Diameter, in. 2.82 a. 

<Ji Height, in. 5.92 t/) I 

~ - 1 Water Content, % 59.2 

U5 I 7.5 I Dry Density, pcf 63.0 '- u; 

.8 I i (!) Saturation, % 100.0 C1l I-

·;::; ~ Void Ratio 1.4 788 (!) 5 Diameter, in. 2.82 0 

Height, in. 5.92 

Strain rate, in./min. 0.050 

2.5 I Back Pressure, psi 0.0 

0 

Cell Pressure, psi 10.0 

0 5 10 15 20 Fail. Stress, psi 8.9 

Axial Strain, % Ult. Stress, psi 

0'1 Failure, psi 18.9 

Type of Test: 

Unconsolidated Undrained 0'3 Failure, psi 10.0 

Sample Type: ASTM D2850 Client: Langan Engineering 

Description: Gray Clay & Silt little, emf Sand, trace f 

Gravel, odorous, organics (sea shells)(visual) Project: Hudson Yards 

Assumed Specific Gravity= 2.5 Sample Number: LB-3 22-24' 

Remarks: HID= 2.10 

Proj. No.: 869 Date Sampled: 11-17-17 

TRIAXIAL SHEAR TEST REPORT 

RSA Geolab 

Figure Union New Jersev 

Tested By: -=E'-"'E=------------ Checked By: ""'K,_P _________ _ 
<n 

<n 

(]) 

.._ 

U5 

~ ·u; £0. 

co 

·s: 

(]) 

0 

10 __2j 

8r---~~--~---~-+~--~+---~ I 

6 I 

. I 

21 1/ 

~oo~~----~----8~o/c~o-----L----~1~6°~~----~ 

10 

8 

6 

4 

2 

0 

w 

0% 

'Cii 

a. 

ci' 

9 

I 

8% 

Peak Strength 

Total 

a= 

a= 

tan a= 

16% 

<n 

<n 

~ 

U5 

5.... ·u; .sa. 

co 

·s: 

(]) 

0 

<n 

<n 

(]) 

.._ 

U5 

5.... ·en oa. 

ro 

·s: 

(]) 

0 

10~ 

8~----+-----~-----+-----4----~ 

6~----+-----~-----+-----4----~ 

2~----+-----~-----+-----4----~ 

0 ~ooM~----~----~o~~----~----~ o~~----~ 

10 

~ 

8 

6 

4 

2 

0 

0% 8% 16% 

I 

! 

! 

I 

I 

// 3~~~--4--+--+--+--+-~/~~~--~~ 

/ 

VI 0~--~--~---L--~----L---+-~~-L--~1~ 0 3 6 9 12 --~--~7---~~~ 15 18 

Client: Langan Engineering 

Project: Hudson Yards 

Sample Number: LB-3 22-24' 

Project No.: 869 Figure ____ _ 

p, psi 

I 

TestedBy:~E~E~-------------------- Checked By:~K~P ____________________ __ 

RSA Geolab 
Date: 

Client: 

Project: 

Project No.: 

Sample Number: 

11-17-17 

TRIAXIAL COMPRESSION TEST 

Unconsolidated Undrained 

Langan Engineering 

Hudson Yards 

869 

LB-3 22-24' 

11/17/2017 

11:09 AM 

Description: 

Remarks: 

Gray Clay & Silt little, emf Sand, trace fGravel, odorous, organics (sea shells)(visual) 

HID= 2.10 

Type of Sample: ASTMD2850 

Assumed Specific Gravity=2.5 LL= 

Test Method: COE uniform strain 

Specimen Parameter Initial 

Moisture content: Moist soil+tare, gms. 988.400 

Moisture content: Dry soil+tare, gms. 611.400 

Moisture content: Tare, gms. 0.000 

Moisture,% 

Moist specimen weight, gms. 

Diameter, in. 

Area, in. 2 

Height, in. 

Net decrease in height, in. 

Wet density, pcf 

Dry density, pcf 

Void ratio 

Saturation, % 

-·~. .. -·~.:::-.: 

Cell pressure = 10.00 psi 

Back pressure= 0.00 psi 

Strain rate, in./min. = 0.050 

Fail. Stress= 8.85 psi at reading no. 21 

61.7 

988.4 

2.82 

6.25 

5.92 

101.8 

63.0 

1.4788 

104.2 

PL= 

Saturated 

59.2 

2.82 

6.25 

5.92 

0.00 

100.2 

63.0 

1.4788 

100.0 

PI= 

Final 

988.400 

611.400 

0.000 

61.7 

'------------------ RSA Geolab -----------------_. 
No. 

De f. 

Dial 

in. 

Load 

Dial 

0 0.0000 4.400 

0.0100 13.600 

2 0.0200 16.300 

3 0.0300 17.700 

4 0.0400 19.600 

5 0.0500 20.700 

6 0.0600 22.600 

7 0.0700 24.200 

8 0.0800 25.600 

9 0.0900 27.400 

10 0.1000 29.500 

11 0.1250 34.300 

12 0.1500 38.500 

13 0.1750 42.400 

14 0.2000 47.500 

15 0.2250 51.500 

16 0.2500 54.400 

17 0.2750 57.100 

18 0.3000 59.200 

19 0.3250 60.600 

20 0.3500 62.000 

21 0.4000 63.700 

22 0.4500 63.900 

23 0.5000 64.200 

24 0.5500 64.500 

25 0.6000 64.800 

26 0.6500 64.000 

27 0.7000 63.600 

28 0.7500 64.100 

29 0.8000 64.000 

30 0.8500 64.200 

31 0.9000 64.200 

Load 

lbs. 

Strain 

% 

0.0 0.0 

9.2 0.2 

11.9 0.3 

13.3 0.5 

15.2 0.7 

16.3 0.8 

18.2 1.0 

19.8 1.2 

21.2 1.4 

23.0 1.5 

25.1 1.7 

29.9 2.1 

34.1 2.5 

38.0 3.0 

43.1 3.4 

47.1 3.8 

50.0 4.2 

52.7 4.6 

54.8 5.1 

56.2 5.5 

57.6 5.9 

59.3 6.8 

59.5 7.6 

59.8 8.4 

60.1 9.3 

60.4 10.1 

59.6 11.0 

59.2 11.8 

59.7 12.7 

59.6 13.5 

59.8 14.4 

59.8 15.2 

Deviator Minor Prine. Major Prine. 

Stress Stress Stress 

( 

psi 

0.00 

1.47 

1.90 

2.12 

2.42 

2.59 

2.88 

3.13 

3.35 

3.63 

3.95 

4.69 

5.32 

5.90 

6.67 

7.25 

7.67 

8.05 

8.33 

8.50 

8.68 

8.85 

8.80 

8.77 

8.73 

8.69 

8.50 

8.36 

8.35 

8.25 

8.20 

8.12 

psi 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

psi 

10.00 

11.47 

11.90 

12.12 

12.42 

12.59 

12.88 

13.13 

13.35 

13.63 

13.95 

14.69 

15.32 

15.90 

16.67 

17.25 

17.67 

18.05 

18.33 

18.50 

18.68 

18.85 

18.80 

18.77 

18.73 

18.69 

18.50 

18.36 

18.35 

18.25 

18.20 

18.12 

1:3 

Ratio 

p 

psi 

1.00 10.00 

1.15 10.74 

1.19 10.95 

1.21 11.06 

1.24 11.21 

1.26 11.29 

1.29 11.44 

1.31 11.57 

1.33 11.67 

1.36 11.81 

1.40 11.98 

1.47 12.34 

1.53 12.66 

1.59 12.95 

1.67 13.33 

1.73 13.63 

1.77 13.83 

1.80 14.02 

1.83 14.16 

1.85 14.25 

1.87 14.34 

1.89 14.43 

1.88 14.40 

1.88 14.38 

1.87 14.36 

1.87 14.35 

1.85 14.25 

1.84 14.18 

1.83 14.17 

1.83 14.13 

1.82 14.10 

1.81 14.06 

Q 

psi 

0.00 

0.74 

0.95 

1.06 

1.21 

1.29 

1.44 

1.57 

1.67 

1.81 

1.98 

2.34 

2.66 

2.95 

3.33 

3.63 

3.83 

4.02 

4.16 

4.25 

4.34 

4.43 

4.40 

4.38 

4.36 

4.35 

4.25 

4.18 

4.17 

4.13 

4.10 

4.06 

L------------------------------------ RSAGeolab ----------------------------------~ 
12 Results 

C, psi 

<!>. deg 

Tan <!>) 

·en 8 a. 

u) 

(/) 

Q) 

.::. 

(j) 

'-

Cll 

Q) 

.c 

(j) 4 

0 

0 4 8 12 16 20 24 

Normal Stress, psi 

15 Sample No. 1 

Water Content, % 52.3 

12.5 Dry Density, pcf 67.8 

ro Saturation, % 100.5 

I :2 

c Void Ratio 1.3017 - ·en 10 Diameter, in. 2.88 a. 

u) Height, in. 6.04 (/) 

~ Water Content, % 52.1 - " (j) 7.5 Dry Density, pcf 67.8 

0 U5 

Q) Saturation, % 100.0 

-ro I-

·:;; ~ Void Ratio 1.3017 Q) 5 Diameter, in. 2.88 0 1 . I Height, in. 6.04 

I Strain rate, in./min. 0.050 

2.5 I 

I Back Pressure, psi 0.0 

Cell Pressure, psi 10.0 

0 

0 5 10 15 20 Fail. Stress, psi 9.6 

Axial Strain, % Ult. Stress, psi 

0'1 Failure, psi 19.6 

Type of Test: 

Unconsolidated Undrained 0'3 Failure, psi 10.0 

Sample Type: ASTM D2850 Client: Langan Engineering 

Description: Dark Gray Clay & Silt little(+), cmfSand, 

trace(+) cmfGravel, odorous, organics (sea Project: Hudson Yards 

shells)( visual) 

Assumed Specific Gravity= 2.5 Sample Number: LB-3 32-34' 

Remarks: HID= 2.10 

Proj. No.: 869 Date Sampled: 11-17-17 

TRIAXIAL SHEAR TEST REPORT 

RSA Geolab 

Figure Union New Jersev 

Tested By: .=Ec=E,__ _________ Checked By: ~K"-P _________ _ 
12.5 

~ 12.5 w 

10 10 

(/) I ~ (/) (/) (/) Q) 

'- 7.5 ~ 1\ 7.5 (jj I (jj ~ ·cn "- ·u; sa. sa. ro ro ·s: 5 ·s: 5 Q) I ' Q) 

0 0 

2.5 2.5 1/ 

0 0 

0% 8% 16% 0% 8% 16% 

12.5 w 12.5 

~ 

10 10 

(/) (/) (/) (/) 

~ 7.5 (!) 

'- 7.5 (jj 

I 

(jj To... '(j) "- ·en 

sa. 0 a. ro i -ro ·s: 5 ·s: 5 (!) (!) 

0 0 

2.5 2.5 

0 0 

0% 8% 16% 0% 8% 16% 

9 Peak Strength I Total 

I 

a= 

a= 

tan a= 6 

"iii a. / 

-a v 

3 / 

/ 

/ 

/ 

0 / 

0 3 6 9 12 15 18 

p, psi 

Client: Langan Engineering 

Project: Hudson Yards 

Sample Number: LB-3 32-34' 

Project No.: 869 Figure I RSA Geolab 

Tested By: .=Ec::E,__ ________ _ Checked By: ~K~P _________ _ 
Date: 

Client: 

Project: 

Project No.: 

Sample Number: 

11-17-17 

TRIAXIAL COMPRESSION TEST 

Unconsolidated Undrained 

Langan Engineering 

Hudson Yards 

869 

LB-3 32-34' 

11/17/2017 

11:15 AM 

Description: Dark Gray Clay & Silt little(+), cmfSand, trace(+) cmfGravel, odorous, organics (sea 

shells)( visual) 

Remarks: HID= 2.10 

Type of Sample: ASTMD2850 

Assumed Specific Gravity=2.5 LL= 

Test Method: COE uniform strain 

-·· 

Specimen Parameter Initial 

Moisture content: Moist soil+tare, gms. 1067.400 

Moisture content: Dry soil+tare, gms. 

Moisture content: Tare, gms. 

Moisture,% 

Moist specimen weight, gms. 

Diameter, in. 

Area, in. 2 

Height, in. 

Net decrease in height, in. 

Wet density, pcf 

Dry density, pcf 

Void ratio 

Saturation, % 

Cell pressure = 10.00 psi 

Back pressure= 0.00 psi 

Strain rate, in./min. = 0.050 

Fail. Stress= 9.62 psi at reading no. 22 

700.800 

0.000 

52.3 

1067.4 

2.88 

6.51 

6.04 

103.3 

67.8 

1.3017 

100.5 

PL= 

... 

Saturated 

52.1 

2.88 

6.51 

6.04 

0.00 

103.1 

67.8 

1.3017 

100.0 

PI= 

Final 

1067.400 

700.800 

0.000 

52.3 

'------------------ RSA Geolab -----------------...1 
No. 

De f. 

Dial 

in. 

Load 

Dial 

0 0.0000 4.900 

1 0.0100 10.800 

2 0.0200 12.800 

3 0.0300 14.500 

4 0.0400 15.700 

5 0.0500 17.100 

6 0.0600 18.600 

7 0.0700 20.800 

8 0.0800 22.600 

9 0.0900 24.600 

10 0.1000 26.400 

11 0.1250 31.000 

12 0.1500 36.200 

13 0.1750 41.100 

14 0.2000 46.100 

15 0.2250 51.300 

16 0.2500 55.400 

17 0.2750 59.300 

18 0.3000 62.800 

19 0.3250 65.700 

20 0.3500 68.100 

21 0.4000 71.400 

22 0.4500 72.600 

23 0.5000 71.800 

24 0.5500 70.700 

25 0.6000 68.500 

26 0.6500 64.900 

27 0.7000 62.300 

28 0.7500 59.200 

29 0.8000 51.500 

30 0.8500 44.700 

31 0.9000 40.900 

Load 

lbs. 

Strain 

% 

0.0 0.0 

5.9 0.2 

7.9 0.3 

9.6 0.5 

10.8 0.7 

12.2 0.8 

13.7 1.0 

15.9 1.2 

17.7 1.3 

19.7 1.5 

21.5 1.7 

26.1 2.1 

31.3 2.5 

36.2 2.9 

41.2 3.3 

46.4 3.7 

50.5 4.1 

54.4 4.5 

57.9 5.0 

60.8 5.4 

63.2 5.8 

66.5 6.6 

67.7 7.4 

66.9 8.3 

65.8 9.1 

63.6 9.9 

60.0 10.8 

57.4 11.6 

54.3 12.4 

46.6 13.2 

39.8 14.1 

36.0 14.9 

Deviator Minor Prine. Major Prine. 

Stress Stress Stress 

psi 

0.00 

0.90 

1.21 

1.47 

1.65 

1.86 

2.08 

2.41 

2.68 

2.98 

3.25 

3.92 

4.69 

5.40 

6.12 

6.86 

7.43 

7.97 

8.45 

8.83 

9.14 

9.53 

9.62 

9.42 

9.18 

8.79 

8.22 

7.79 

7.30 

6.21 

5.25 

4.70 

psi 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

10.00 

psi 

10.00 

10.90 

11.21 

11.47 

11.65 

11.86 

12.08 

12.41 

12.68 

12.98 

13.25 

13.92 

14.69 

15.40 

16.12 

16.86 

17.43 

17.97 

18.45 

18.83 

19.14 

19.53 

19.62 

19.42 

19.18 

18.79 

18.22 

17.79 

17.30 

16.21 

15.25 

14.70 

1:3 

Ratio 

p 

psi 

1.00 10.00 

1.09 10.45 

1.12 10.60 

1.15 10.73 

1.16 10.82 

1.19 10.93 

1.21 11.04 

1.24 11.21 

1.27 11.34 

1.30 11.49 

1.32 11.62 

1.39 11.96 

1.47 12.34 

1.54 12.70 

1.61 13.06 

1.69 13.43 

1.74 13.72 

1.80 13.99 

1.84 14.22 

1.88 14.42 

1.91 14.57 

1.95 14.77 

1.96 14.81 

1.94 14.71 

1.92 14.59 

1.88 14.40 

1.82 14.11 

1.78 13.90 

1.73 13.65 

1.62 13.10 

1.53 12.63 

1.47 12.35 

Q 

psi 

0.00 

0.45 

0.60 

0.73 

0.82 

0.93 

1.04 

1.21 

1.34 

1.49 

1.62 

1.96 

2.34 

2.70 

3.06 

3.43 

3.72 

3.99 

4.22 

4.42 

4.57 

4.77 

4.81 

4.71 

4.59 

4.40 

4.11 

3.90 

3.65 

3.10 

2.63 

2.35 

L------------------------------------ RSAGeolab ----------------------------------~ 











































HUDSON YARDS

HYW-TF-LAN-RPT-B-20181109 GEOTECHNICAL REPORT

NOVEMBER 9, 2018

APPENDIX D

Borings by Others (Various)
0/6 6/12 12/18 18/24 REC.

(in.)

L>4"

(in.)

REC.

SYMBOL

%

REC.

(in.)

DEPTH (feet)

1

2

3

4

Hand

WOH

3

3

2

WOH

1

3

2

Auger

1

2

6

3

WOH

2

4

2

12

20

20

19

Hand Augered Material:

0' to 1' - Concrete

1' to 4' - Light brown, yellowish Sand with little

Gravel

4' to 6' - Dark brown, coarse to fine grained Sand,

some coarse to medium Gravel, trace organics

Brown, c-f SAND, some m-f Gravel, little Silt, very

loose, moist.

S-2A (10") same as above.

S-2B (10") Dark brown to black, m-f SAND, little fGravel, small pieces of brick, organics, very loose.

S-3A (12") Brown, black and light green c-f SAND,

trace c-f Gravel, little Silty Clay, loose.

S-3B (8") Light gray SILT, trace m-f Sand, loose.

Dark brown Silty CLAY, little m-f Sand, high PI,

moist.

S-5A (18") Same as above.

0.0 - 6.0

6.0 - 8.0

10.0 - 12.0

15.0 - 17.0

20.0 - 22.0

S

S

S

S

Core Barrel

2"

Casing Grab

24"

C

 Piston

Drill Rod Size

I.D. (O.D.)

Type/Symbol

I.D.

O.D.

Length

Hammer Wt.

Hammer Fall

300 lbs

HW

NWJ

3"

S G U P

24"

1.375"

2"

24"

Shelby Tube

4.5"

Split Spoon

 2.937" (2.938")

2.938"

24"

3"

2.938"

140 lbs

30"

4"

3"

FIELD CLASSIFICATION AND REMARKS

Depth

Elev.

SAMPLE SOIL (Blows/6 in.)

CORING

CASING (Blows/ft)CORING (Min./ft)TYPENUMBERDEPTH (feet)

GRAPHIC LOG

RQD

%

RUN

(in.)

E: 983,206.0

8:00 am

4:00 pm

INSPECTOR:

No 7 Subway line Extension

MTA

N: 213,874.0

6/6/03

LIRR (West Side Yard)

OFFSET:

TIME:

108.0 feet

TIME:

Water

Depth

(ft)

Hole

Depth

(ft)

M. Blejuwas

A. Zabala

CME 75

CONTRACTOR:

LOCATION:

CLIENT:

Jersey Boring & Drilling

PROJECT:

Rotary Wash

RIG TYPE:

DRILLING METHOD:

LOCATION:

COORD.

GROUNDWATER DATA

DRILLER:

Date

STN. NO.:

FINISH DATE:

START DATE:

SURFACE ELEV.:

DATUM:

Manhattan

Time

Casing

Depth

(ft)

6/2/03

5

10

15

20

Boring No. 2

1

1

BORING LOG 2

BORING NUMBER:

BORING LOG NO_7NE.GPJ MAINLI~1.GLB 8/18/06

CD-15 of

SHEET NUMBER:

CD-15

of

PROJECT NUMBER:

Sheet

26553A

Parsons

Brinckerhoff

Quade &

Douglas, Inc.
28.5

5

6

2

3

3

1

4

6

3

2

24

22

S-5B (6") Gray m-f SAND, some Silt, loose, dry.

S-6A (11") Gray m-f SAND, some Silt, very loose,

trace Gravel, very loose.

S-6B (11") Reddish SILT, m-f Sand, very loose, dry.

Roller bit refusal and begin coring at 28.5'.

24.0 - 26.0

26.0 - 28.0

S

S

0/6 6/12 12/18 18/24 REC.

(in.)

L>4"

(in.)

REC.

SYMBOL

%

REC.

(in.)

DEPTH (feet)

FIELD CLASSIFICATION AND REMARKS

Depth

Elev.

SAMPLE SOIL (Blows/6 in.)

CORING

CASING (Blows/ft)CORING (Min./ft)TYPENUMBERDEPTH (feet)

GRAPHIC LOG

RQD

%

RUN

(in.)

PROJECT: No 7 Subway line Extension

LOCATION: Manhattan

CLIENT: MTA

DRILLER: M. Blejuwas

INSPECTOR: A. Zabala

CONTRACTOR: Jersey Boring & Drilling

30

35

40

45

50

55

Boring No. 2

2

2

BORING LOG 2

BORING NUMBER:

BORING LOG NO_7NE.GPJ MAINLI~1.GLB 8/18/06

(continued)

CD-15 of

SHEET NUMBER:

CD-15

of

PROJECT NUMBER:

Sheet

26553A

Parsons

Brinckerhoff

Quade &

Douglas, Inc.
42

112

119

C-1

28.5 - 32.0

C-2

32.0 - 41.3

C-3

41.3 - 51.2

69

96

97

100

100

100

Dark gray SCHIST, slightly weathered, slightly

fractured, strong rock, coarse to fine grained

Intercalated with light gray fine-medium grained

GRANOFELS, faintly foliated (about 80% of rock is

Granofels)

-Yellow rusted joints @ 28.7' (reddish), 27.3' and

29.6'; 28.5' - 28.6'- quartz vein.

-No wall contact at 31.8'

Intercalated dark gray SCHIST and light gray fine

fine-medium grained, light gray GRANOFELS,

slightly weathered, sound, wide fracture spacing,

strong rock, coarse to fine grained

 -Rusty coated joint walls: 34.2' - reddish with Pyrite

joint, 36.5' - green with Pyrite joint, 37.9' - reddish

joint

Gray SCHIST, slightly weathered, sound, moderate

to wide fracture spacing, strong rock, coarse to fine

grained

Except 43.8' to 45.4", light gray-white PEGMATITE

-Garnets 1/8" along the run

- Reddish coated joint walls at 42.0', 43.7', 47.2',

48.3'

Gray SCHIST, slightly weathered, sound, wide to

very wide fracture spacing, strong rock, coarse to

fine grained

R4

R4

R4

R4

II

II

II

II

1.5

1.5

1.5

1.5

1.5

-

-

1.5

4

-

1.5

Roller -

-

3

-

3.0

1.5

-

1.5

1.5

1.5

1.5

-

-

1.5

3

-

-

-

1.5

-

-

1.5

1.5

-

-

1.5

1.5

-

-

2

2

2

2

1

-

-

2

1

-

1

Bit

-

-

1

-

1

1

-

2

2

1

1

-

-

1

2

-

-

-

1.0

-

-

2

2

-

-

1.0

1.0

-

-

40

70

30

35

*50

60MB

30MB

55

40

0MB

90

0MB

*40MB

*55MB

25

*40MB

0

*60

45MB

*60

60-10

30

*60

*60MB

35MB

*70

40

40MB

90MB

60MB

0

50MB

0MB

20

20

*50MB

*40MB

*40

55

*70MB

*70MB

28.6

28.7

29.1

29.3

29.6

30

30.5

31.1

31.3

31.8

31.9

32

32.8

33.5

34.2

35.1

36.2

36.6

36.9

37.3

37.9

39.9

40.5

40.9

41.3

41.8

42

43.1

43.3

43.5

43.7

43.8

44.5

45.4

45.5

46

46.7

47.2

48.3

49.1

49.5

4" (4.5")

2"

TYPE:

CORE BARREL DATA:

CASING SIZE:

NOTES:

CORE SIZE:

NX

O.D.:

I.D.: 2"

3"

DEPTH (feet)

WEATHERING

RQD (%)

DESCRIPTION AND REMARKS

(Lithology, Structure, Weathering,

Continuity, Strength, Color, Grain Size)

* - Denotes discontinuity along foliation

MB - Denotes mechanical break

Ja

ANGLE (deg)

DISCONTINUITY DATA

RECOVERY (in)

DEPTH (feet)

Jr

RECOVERY (%)

CORING RATE (ft/min)

CORE RUN NO.

AND DEPTH (ft)

STRENGTH

PROJECT:

A. Zabala

CME 75

MTA

Date

STN. NO.:

FINISH DATE:

START DATE:

SURFACE ELEV.:

DATUM:

GROUNDWATER DATA

INSPECTOR:

No 7 Subway line Extension

Manhattan N: 213,874.0

6/6/03

LIRR (West Side Yard)

OFFSET:

TIME:

108.0 feet

TIME:

CONTRACTOR:

LOCATION:

CLIENT:

Jersey Boring & Drilling

M. Blejuwas

E: 983,206.0

4:00 pm

8:00 am

RIG TYPE:

DRILLING METHOD:Diamond drilling with double core barrel

LOCATION:

COORD.

6/2/03

Time

Hole

Depth

(ft)

Casing

Depth

(ft)

Water

Depth

(ft)

DRILLER:

NO. 7 CORING LOG NO_7NE.GPJ MAINLI~1.GLB 8/21/06

CD-15 of

SHEET NUMBER:

CD-15

of

PROJECT NUMBER:

Sheet

26553A

30

35

40

45

50

Boring No. 1 4

CORING LOG

BORING NUMBER:

1 4

Parsons

Brinckerhoff

Quade &

Douglas, Inc.
35

*75

30MB

65MB

70

*50

*60

10MB

0-50MB

*70

35MB

*55MB

20

50

85

50

40MB

*40MB

*60MB

30-40

0

40MB

120

120

120

112

C-4

51.2 - 61.2

C-5

61.2 - 71.2

C-6

71.2 - 81.2

C-7

81.2 - 90.5

100

91

95

98

100

100

100

100

-Garnets 1/8" along the run

Gray SCHIST, slightly weathered, sound, wide

fracture spacing, strong rock, coarse to fine grained

Except 69.8' to 71.2' - light gray-white PEGMATITE

-Slight rusty coating and greenish gray discoloration

on joints at 70' and 71.2'

-Possible micro-shear along foliation from 69' to 70'

Gray SCHIST, slightly weathered, sound, wide

fracture spacing, strong rock, coarse to fine grained,

wavy foliation

-Garnets 1/8" along the run

-Rusted Joints:

71.7' and 71.9' - green stains

77.7' and 77.8' - yellow stains

-Possible micro-shears along foliation from 71.2' to

71.7' and from 81' to 81.2'

-GRANOFELS from 79.4' to 79.7' and 80.3' to 81'

Gray SCHIST, slightly weathered, sound, wide

fracture spacing, strong rock, coarse to fine grained,

wavy foliation

R4

R4

R4

II

II

II

-

-

1.5

1.0

-

-

-

-

1.5

-

-

-

-

-

-

-

-

-

-

-

-

-

1.5

1.5

1.5

-

-

1.5

1.5

-

-

1.5

1.5

1.5

-

-

1.5

-

-

1.5

1.5

1.5

1.5

-

-

-

1.5

1.5

-

-

-

-

-

-

2

2

-

-

-

-

2.0

-

-

-

-

-

-

-

-

-

-

-

-

-

3.0

3.0

3.0

-

-

2

1.0

-

-

1.0

1.0

1.0

-

-

1.0

-

-

2

1.0

1.0

2.0

-

-

-

1.0

2.0

-

-

-

-

0MB

40MB

40

0

*70MB

0MB

*60MB

10MB

40

20MB

40MB

*60MB

*60MB

*65MB

*80MB

*70MB

*70MB

65MB

35MB

*70MB

60-90MB

40MB

*60

0

*65

0MB

55MB

20MB

*60MB

0-30MB

49.9

50.6

51

51.2

52.2

53.8

54.8

55.2

55.4

55.8

56.4

57.2

57.8

58.6

59.9

60.6

61.2

61.4

62.2

62.6

64

65.5

67

67.2

67.4

68.5

69.7

69.9

70

70.1

70.3

71.2

71.7

72.7

73.5

75.4

76.3

76.8

77

77.2

77.7

77.8

77.9

78.4

79.9

81.2

84

84.2

84.6

84.9

85.3

85.7

PROJECT: No 7 Subway line Extension

LOCATION: Manhattan

CLIENT: MTA

DRILLER: M. Blejuwas

INSPECTOR: A. Zabala

CONTRACTOR: Jersey Boring & DrillingDEPTH (feet) WEATHERING

RQD (%)

DESCRIPTION AND REMARKS

(Lithology, Structure, Weathering,

Continuity, Strength, Color, Grain Size)

* - Denotes discontinuity along foliation

MB - Denotes mechanical break

Ja

ANGLE (deg)

DISCONTINUITY DATA

RECOVERY (in)

DEPTH (feet)

Jr

RECOVERY (%)

CORING RATE (ft/min)

CORE RUN NO.

AND DEPTH (ft)

STRENGTH

NO. 7 CORING LOG NO_7NE.GPJ MAINLI~1.GLB 8/21/06

(continued)

CD-15 of

SHEET NUMBER:

CD-15

of

PROJECT NUMBER:

Sheet

26553A

55

60

65

70

75

80

85

Boring No. 2 4

CORING LOG

BORING NUMBER:

2 4

Parsons

Brinckerhoff

Quade &

Douglas, Inc.
114

115

110

74

C-8

90.5 -

100.0

C-9

100.0 -

109.6

C-10

109.6 -

118.8

C-11

118.8 -

125.0

100

92

100

100

100

100

100

100

Gray SCHIST, unweathered, sound, very wide

fracture spacing, strong rock, coarse to fine grained

-PEGMATITE Material from 98.3' to 98.7' congruent

to foliation

-Possible micro-shears at 98.2' to 98.3'

Gray SCHIST, slightly weathered, sound, wide

fracture spacing, strong rock, coarse to fine grained

(100'-103.8'), except PEGMATITE material from

101.1' to 101.5' congruent with wavy foliation

Light gray PEGMATITE, unweathered, very wide

fracture spacing, sound, very strong, medium to fine

grained (103.8'-109.6')

-Core barrel jammed from 108.5' to 109.6'. Rock

damaged.

Light gray-white PEGMATITE, unweathered, very

wide fracture spacing, sound, very strong, medium to

fine grained (109.6'-112',113.4'-116' and

116.4'-117.1')

Gray SCHIST, unweathered, sound, wide fracture

spacing, strong rock, coarse to fine grained

(112'-113.4'), (116'-116.4'), (117.1'-118.8')

Gray SCHIST, slightly weathered, sound, wide

fracture spacing, strong rock, coarse to fine grained.

Foliation is + or - 65 degrees along the run.

R4

R4

R5

R5

R4

R4

I

II

I

I

I

II

1.5

1.5

1.5

-

-

-

-

-

-

-

-

-

-

-

1.5

1.5

1.5

1.5

1.5

-

-

-

-

-

-

-

-

-

-

-

-

-

1.0

1.0

1.0

-

-

-

-

-

-

-

-

-

-

-

1.0

2.0

1.0

1.0

1.0

-

-

-

-

-

-

-

-

-

-

-

-

-

0

*65

45

30MB

*65MB

*65MB

*50MB

40MB

70MB

40MB

20MB

60MB

0MB

*50MB

*40

*30

*30

*30

50

10MB

30MB

*65MB

0MB

40MB

60MB

50MB

20MB

55MB

30MB

*60MB

10MB

*70MB

88.3

89.3

90

90.5

90.9

93

95.3

95.8

96.3

96.5

98.2

100

101.3

101.7

102.5

103.1

103.4

103.6

103.8

104.8

106.1

112

113.3

113.8

114.3

116.8

117.9

118.4

118.8

119.5

120.2

121.4

PROJECT: No 7 Subway line Extension

LOCATION: Manhattan

CLIENT: MTA

DRILLER: M. Blejuwas

INSPECTOR: A. Zabala

CONTRACTOR: Jersey Boring & DrillingDEPTH (feet) WEATHERING

RQD (%)

DESCRIPTION AND REMARKS

(Lithology, Structure, Weathering,

Continuity, Strength, Color, Grain Size)

* - Denotes discontinuity along foliation

MB - Denotes mechanical break

Ja

ANGLE (deg)

DISCONTINUITY DATA

RECOVERY (in)

DEPTH (feet)

Jr

RECOVERY (%)

CORING RATE (ft/min)

CORE RUN NO.

AND DEPTH (ft)

STRENGTH

NO. 7 CORING LOG NO_7NE.GPJ MAINLI~1.GLB 8/21/06

(continued)

CD-15 of

SHEET NUMBER:

CD-15

of

PROJECT NUMBER:

Sheet

26553A

90

95

100

105

110

115

120

Boring No. 3 4

CORING LOG

BORING NUMBER:

3 4

Parsons

Brinckerhoff

Quade &

Douglas, Inc.
E.O.B. at 125'.

-

-

-

-

-

-

20MB

*65MB

10MB

123.7

124.4

125

PROJECT: No 7 Subway line Extension

LOCATION: Manhattan

CLIENT: MTA

DRILLER: M. Blejuwas

INSPECTOR: A. Zabala

CONTRACTOR: Jersey Boring & DrillingDEPTH (feet) WEATHERING

RQD (%)

DESCRIPTION AND REMARKS

(Lithology, Structure, Weathering,

Continuity, Strength, Color, Grain Size)

* - Denotes discontinuity along foliation

MB - Denotes mechanical break

Ja

ANGLE (deg)

DISCONTINUITY DATA

RECOVERY (in)

DEPTH (feet)

Jr

RECOVERY (%)

CORING RATE (ft/min)

CORE RUN NO.

AND DEPTH (ft)

STRENGTH

NO. 7 CORING LOG NO_7NE.GPJ MAINLI~1.GLB 8/21/06

(continued)

CD-15 of

SHEET NUMBER:

CD-15

of

PROJECT NUMBER:

Sheet

26553A

125

130

135

140

145

150

155

Boring No. 4 4

CORING LOG

BORING NUMBER:

4 4

Parsons

Brinckerhoff

Quade &

Douglas, Inc.














































24''

New York, New York

Rotary Wash; Diamond Coring

DATUM:

4/15/08

FINISH DATE: 4/18/08 11:00 am

7:00 am

TIME:

START DATE: TIME:

11th Ave at 30th St, NW

corner

30'' 2.25" (2.625")

G

24"

3"

2.938"

Grab

LOCATION:

S U

Core Barrel

C

24"

CME-75, Truck-mounted, Automatic Safety Hammer

2"

1.375"

Shelby Tube Piston

PARTNERSHIP BORING GDR (FINAL) 00 EPE ALL PACKAGES 4-30-08.GPJ THE PARTNERSHIP EPE LAND (FINAL) 11-07-08.GLB 11/11/08

NWJ

G

LOCATION:

Trans-Hudson Express (THE) Project

CLIENT:

Casing

3"

Drill Rod Size

I.D. (O.D.)

Type/Symbol

I.D.

O.D.

Length

Hammer Wt.

Hammer Fall

1.875"

P

10.0 - 12.0

2

6

29

5

5

2

4

5

7

2

2

3

3"

15.0 - 17.0 3

8.0 - 10.0

6.0 - 8.0

0.5 - 6.0

0.0 - 0.5

5

4

3

2

1

S

S

S

S 7

HW

Split Spoon

318.5 feet

N: 699,757.3 E: 629,565.0

Horizontal: NJ State Plane

Vertical: NYCT datum-200 ft

COORD.:

Brown, SILT, some f Sand, trace c-f Gravel. (ML)

Black and white, c-f GRAVEL, some c-f Sand, trace

Silt with mica. (GP)

Brown, c-f SAND, little m-f Gravel, trace Silt. (FILL)

Brown, c-f SAND, trace (+) m-f Gravel, trace Silt,

concrete. (FILL)

4

4.5"

12

6

5

8

Hand augered from 0.0' to 6.0'.

0-0.5': Asphalt

0.5-6.0': Brown, c-f SAND, trace m-f Gravel, trace

Silt, brick & concrete pieces. (FILL)

71

PROJECT NUMBER:

L>4"

(in.)

RQD

%

REC.

(in.)

CORING

SOIL (Blows/6 in.)

Boring No.

PE-273

2

BORING LOG

4" 2.938"

2

GRAPHIC LOG

BORING NUMBER:

1 of

Sheet

TYPE

of

CASING (Blows/ft)

DEPTH (feet)

SHEET NUMBER:

PE-273

DRILLER:

Casing

Depth

(ft)

6/12

Hole

Depth

(ft)

24"

SURFACE ELEV.:

R. Sidorski/M. Tekin

J. Kurzynowski

12/18

60"

INSPECTOR:

NJ Transit

300 lbs.

DRILLING METHOD:

120"

Jersey Boring & Drilling

140 lbs.

PROJECT:

CONTRACTOR:

Time

5

10

15

DEPTH (feet)

SAMPLE

NUMBERSYMBOL

19499B

1

FIELD CLASSIFICATION AND REMARKS

Water

Depth

(ft)

REC.

%

Date

18/24

GROUNDWATER DATA

REC.

(in.)

RUN

(in.)

RIG TYPE:

0/6
4

Jersey Boring & Drilling

3

4

41.5'

11

9

2

15

20

2

1

11

18

J. Kurzynowski

CONTRACTOR:

DRILLER:

TYPE

INSPECTOR:

1

Dark gray, m-f SAND, little m-f Gravel, trace Silt

with mica. (SM) (Decomposed Rock)

Roller-bit to 41.5' depth and start rock coring.

Dark gray, c-f GRAVEL, trace Silt . (GP)

Note: Gravel is stuck in tip.

Hard drilling at 39.0'.

Dark gray, CLAY & SILT, trace f Sand with marine

shells. (CL)

Red brown, c-f SAND, some m-f Gravel, trace Silt.

(SP)

Red & gray, c-f SAND, some c-f Gravel, trace (+)

Silt. (SP)

S

S

S

PARTNERSHIP BORING GDR (FINAL) 00 EPE ALL PACKAGES 4-30-08.GPJ THE PARTNERSHIP EPE LAND (FINAL) 11-07-08.GLB 11/11/08

6 WOH

BORING NUMBER:

2

35.0 - 37.0

LOCATION:

9

WOH

100/3"

WOH

2

24

S

S 40.0 - 40.3

30.0 - 32.0

25.0 - 27.0

20.0 - 22.0

10

9

8

7

1

1

2

L>4"

(in.)

RQD

%

REC.

(in.)

CORING

SOIL (Blows/6 in.)

CLIENT:

BORING LOG

Sheet

CASING (Blows/ft)

GRAPHIC LOG

DEPTH (feet)

of

(continued)

of

PE-273

SHEET NUMBER:

PROJECT NUMBER:

2

PE-273

REC.

%

25

30

35

40

REC.

(in.)

FIELD CLASSIFICATION AND REMARKS

0/6 6/12 12/18 18/24

11th Ave at 30th St, NW corner

Trans-Hudson Express (THE) Project

NJ Transit

PROJECT:

RUN

SYMBOL(in.)

R. Sidorski/M. Tekin

Boring No. 2

19499B

DEPTH (feet)

SAMPLE

NUMBER
R3/R4

COORD.:

2.0

1.5

2.0

2.0

2.0

2.0

I

I/II

I

II

R4

2.0

R4

1.5

5

4

100

100

114

61

C-2

46.6 - 56.1

C-1

41.5 - 46.6

95

70

R4

C-2: Dark gray SCHIST, with interlayered medium

to light gray to light red GRANITE; alternating schist

and granite bands are 1/4" to 8" thick; schist has f-c

grains of biotite, quartz, muscovite, feldspar, and

sparse garnet; granite has f-m grains of quartz,

feldspar, and muscovite, with hematite at 53.8-54.3'

and 55.7-56.1'; moderate to wide fracture spacing,

except close at 55.6-56.1'; unweathered to slightly

weathered; strong; schist has distinct planar

schistosity dipping 50-70 deg; schist-granite contacts

are intact and parallel to schistosity; pure QUARTZ

at 55.5-55.6'; pink PEGMATITE at 51.0-51.1'.

41.5

DATUM:

New York, New York

TIME: 11:00 am

TIME:

4/18/08

R. Sidorski/M. Tekin

11th Ave at 30th St, NW

corner

CONTRACTOR: Jersey Boring & Drilling

1.0

C-3: 56.1-61.0': Light red to light gray GRANITE

6.0

C-1: 41.5-45.8': Dark gray SCHIST; f-c grains of

biotite, quartz, muscovite, feldspar, and sparse

garnet; close to moderate fracture spacing, except

extremely close at 42.3-42.4'; slightly weathered;

medium strong to strong; distinct wavy and

crenulated schistosity dips 50-80 deg; orange iron

staining on some fracture surfaces; no rock wall

contact at horizontal fracture at 44.1'; 1/2-inch thick

quartz-feldspar pegmatites; parallel to schistosity at

43.6', 44.4', and 44.6'.

45.8-46.3': Medium gray GRANITE; medium grains

of mostly quartz, with some muscovite and white

feldspar; moderate fracture spacing; unweathered;

strong; upper contact is parallel to foliation in schist.

2.0

3.0

1.0

1.0

1.5

2.0

3.0

1.5

1.5

3.0

3.0

TYPE:

49.7

5

0

*50

*80

*60

30

30

*70

55.6

55.5

54.8

54.6

1.0

51.2

10

47

46.3

45.6

45.4

44.8

44.6

44.1

43.6

43.4

42.8

42.4

42.3

53.3

2.0

Horizontal: NJ State Plane

Vertical: NYCT datum-200 ft

1.0

1.0

1.0

1.0

1.0

1.0

2.0

2.0

1.0

2.0

6.0

*70

1.0

15

2.0

2.0

2.0

*50

30

30

*50

*50

*70

25

*70

*70

1.0

1.0

SURFACE ELEV.:

Boring No.

DESCRIPTION AND REMARKS

1

BORING NUMBER:

PROJECT NUMBER:

1 9

RQD (%)

DISCONTINUITY DATADEPTH (feet) Jr Ja ANGLE (deg)

STRENGTH

WEATHERING

CORE RUN NO.

AND DEPTH (ft)

19499B

CORING RATE (min/ft)

PE-273 Sheet of

of

PE-273

SHEET NUMBER: CORING LOG 9

DEPTH (feet)

45

50

55

RECOVERY (%)

NJ Transit

DRILLER: J. Kurzynowski

CLIENT:

LOCATION:

PROJECT: LOCATION:

Rotary Wash; Diamond Coring

NQ

START DATE:

Trans-Hudson Express (THE) Project

O.D.:

1.875"

4" (4.5")

NOTES:

CASING SIZE:

I.D.:

CORE SIZE:

CORE BARREL DATA:

318.5 feet

N: 699,757.3 E: 629,565.0

Date

PARTNERSHIP CORING GDR (FINAL) 00 EPE ALL PACKAGES 4-30-08.GPJ THE PARTNERSHIP EPE (FINAL) 10-24-08.GLB 10/24/08

RECOVERY (in)

CME-75, Truck-mounted, Automatic Safety Hammer

Hole

Depth

(ft)

Casing

Depth

(ft)

INSPECTOR:

Time

DRILLING METHOD: 7:00 am

3"

Double Barrel, solid inner barrel with wireline

GROUNDWATER DATA

RIG TYPE:

4/15/08

FINISH DATE:

Water

Depth

(ft)
1.0

56

2.0

1.0

1.0

4.0

4.0

4.0

4.0

4.0

97

1.0

86

MB

1.0

1.0

MB

MB

6.0

2.0

2.0

MB

1.0

R4

MB

MB

1.0

1.5

2.0

MB

1.5

1.0

II

1.0

R4

60

5

5

98

100

118

119

C-4

66.0 - 76.0

C-3

56.1 - 66.0 II

66

74.3

73

72.4

71

70.9

70.8

70.2

70

67.3

1.0

66.5

25

65.6

65

64.4

63.4

62

61.3

60

59.4

56.1

66.8

5

MB

90

*60

*60

*70

*70

85

90

80

74.35

20

20

*60

60

*60

10

40

60

*50

20

0

6.0

35

RECOVERY (%)

2 9

CORING LOG

Boring No.

DESCRIPTION AND REMARKS

RQD (%)

BORING NUMBER:

PROJECT NUMBER: (continued)

CORE RUN NO.

AND DEPTH (ft)

1.5

2

CORING RATE (min/ft)

PE-273 Sheet of

of

60

65

70

75

SHEET NUMBER: 9

19499B

DEPTH (feet)

PE-273

2.0

LOCATION:

CLIENT: INSPECTOR:

C-4: Dark to medium gray SCHIST; f-c grains of

quartz, biotite, muscovite, feldspar, and scattered

garnets, up to 1/8" across; close to wide fracture

spacing, except extremely close at 70.6-71.0'; slightly

weathered; strong; wavy to crenulated schistosity

dips 60-80 deg; strike-slip slickensides on 70 deg

foliation fracture at 70.9', with thin (<0.1") coating of

brown clay; near-vertical cross foliation fracture at

70.0-70.8' has thin coating of gray clay; thin brown

clay coating also on smooth 70 deg foliation fracture

at 71.0'; calcite coatings on fractures at 72.4-74.3';

orange iron staining on fractures at 75.3-76.0'; white

near-vertical hairline veins of calcite, partly

weathered out, at 72.4-76.0'; medium gray

GRANITE at 71.0-72.4', with medium grains of

quartz, feldspar, and muscovite and faint

near-vertical banding; upper and lower granite

contacts are along smooth foliation fractures.

with interlayered dark gray SCHIST; alternating

granite and schist bands are 1/4" to 10" thick; granite

has f-m grains of quartz, feldspar, muscovite, and

sparse garnet, with hematite at 56.1-59.0'; schist has

f-c grains of biotite, quartz, muscovite, and feldspar;

moderate to wide fracture spacing; unweathered;

strong; distinct planar schistosity in schist dips 50-60

deg; granite-schist contacts are intact and parallel to

schistosity.

61.0-66.0': Dark gray SCHIST; f-c grains of biotite,

quartz, muscovite, and feldspar; moderate fracture

spacing; slightly weathered; strong; distinct wavy

and crenulated schistosity dips 60-80 deg; no rock

wall contact at 60 deg foliation fracture at 62.0', with

smooth, polished surfaces and thin coating of brown

clay; light gray granite intrusion along foliation at

63.3-63.8'; black, f-grained, and biotite-rich at

65.4-66.0'.

3.0

1.0

1.0

0.5

1.5

1.5

1.5

2.0

2.0

2.0

PARTNERSHIP CORING GDR (FINAL) 00 EPE ALL PACKAGES 4-30-08.GPJ THE PARTNERSHIP EPE (FINAL) 10-24-08.GLB 10/24/08

3.0

DISCONTINUITY DATADEPTH (feet) Jr Ja ANGLE (deg)

STRENGTH

WEATHERING

DRILLER:

CONTRACTOR:

RECOVERY (in)

11th Ave at 30th St, NW corner

Trans-Hudson Express (THE) Project

NJ Transit

PROJECT:

R. Sidorski/M. Tekin

Jersey Boring & Drilling

J. Kurzynowski

1.0
2.0

5

100

100

120

121

C-6

86.1 - 96.1

C-5

76.0 - 86.1

1.0

100

1.0

1.0

1.0

1.0

1.0

2.0

1.0

1.0

100

1.5

74.4

2.0

2.0

2.0

1.5

1.0

3.0

MB

5

2.0

1.5

3.0

3.0

I

II

R4

R4

MB

1.5

84.5

20

10

93.6

91.9

90.2

88.6

86.9

1.0

85.3

30

82.2

81.6

80.8

80.5

79.3

78.4

76

75.3

85.7

30

2.0

2.0

1.0

1.0

2.0

2.0

*60

10

80

*60

*60

*70

*50

*50

*50

20

*50

*50

3.0

*50

Boring No.

80

85

90

RECOVERY (%)

3

CORING LOG

DESCRIPTION AND REMARKS

3

BORING NUMBER:

PROJECT NUMBER:

1.0

9

SHEET NUMBER:

CORING RATE (min/ft)

PE-273 Sheet of

PE-273

9

19499B

DEPTH (feet)

(continued)

of

LOCATION:

Trans-Hudson Express (THE) Project

NJ Transit

PROJECT:

R. Sidorski/M. Tekin

Jersey Boring & Drilling

DRILLER: J. Kurzynowski

CLIENT: INSPECTOR:

C-6: Medium to dark gray SCHIST; f-m grains of

biotite, quartz, muscovite, feldspar, calcite, and

scattered garnets, up to 1/4" across; rock is f-c

grained below 90.7'; moderate fracture spacing;

unweathered; strong; planar to crenulated schistosity

dips 50-80 deg, becoming near-vertical below 93.6';

contorted quartz-feldspar band, 1/2" thick, at 89.2';

thin (<0.1") calcite coatings on most fractures;

scattered hairline veins of white calcite parallel to

schistosity; core sides are slightly bulging at

92.0-93.5'.

C-5: Medium to dark gray SCHIST; f-m grains of

biotite, muscovite, quartz, feldspar, calcite, and

garnets up to 1/4" across; moderate to wide fracture

spacing; slightly weathered; strong; crenulated

schistosity dips 50-70 deg; enriched in biotite at

82.1-82.3'; pure QUARTZ at 80.6-80.8'; scattered

hairline calcite veins parallel to foliation; all fractures

are along foliation, most with thin (<(0.1") calcite

coatings.

1.5

CONTRACTOR:

ANGLE (deg)

CORE RUN NO.

AND DEPTH (ft)

RQD (%)

DISCONTINUITY DATADEPTH (feet)

11th Ave at 30th St, NW corner

Jr

RECOVERY (in)

STRENGTH

WEATHERING

PARTNERSHIP CORING GDR (FINAL) 00 EPE ALL PACKAGES 4-30-08.GPJ THE PARTNERSHIP EPE (FINAL) 10-24-08.GLB 10/24/08

Ja
1.0

C-7

96.1 - 105.8

93

95

1.0

1.0

1.0

1.0

1.0

1.0

1.0

115

1.0

1.0

1.0

1.0

1.0

1.0

6.0

1.0

2.0

1.0

I

95.1

2.0

1.5

1.0

1.0

MB

3.0

MB

3.0

C-8

105.8 - 115.4

I

116

R4

R4

5

5

100

100

MB

MB

105.4

112.1

111.3

110.1

109.9

109.3

109.2

108.6

107.7

MB

105.8

50

105.1

104.7

103.6

100.9

100.2

99.7

98.1

96.1

95.6

107.2

40

1.0

MB

0

15

*50

35

*70

*70

40

15

*60

20

*50

*60

0

*60

10

*60

40

30

2.0

*60

4

95

100

105

110

RECOVERY (%)

4 9

CORING LOG

Boring No.

BORING NUMBER:

PROJECT NUMBER: (continued)

1.5

DESCRIPTION AND REMARKS

CORING RATE (min/ft)

PE-273 Sheet of

SHEET NUMBER: of 9

19499B

DEPTH (feet)

PE-273

C-7: Dark gray SCHIST; f-c grains of biotite,

muscovite, quartz, feldspar, calcite, and many

garnets, up to 1/4" across; moderate to wide fracture

spacing, except close at 105.1-105.8'; unweathered;

strong; crenulated schistosity dips 50-80 deg,

near-vertical at 96.1-97.2'; thin (<0.1") calcite

coatings on some foliation fractures; no rock wall

contact at near-horizontal fractures at 100.9', with

rough, unweathered fracture surfaces.

CONTRACTOR:

LOCATION: DRILLER:

CLIENT: INSPECTOR: CORE RUN NO. AND DEPTH (ft)

C-8: Dark to medium gray SCHIST; f-m grains of

muscovite, biotite, quartz, feldspar, calcite, and

scattered garnets, up to 1/4" across; close to

moderate fracture spacing; unweathered; strong;

planar to crenulated schistosity dips 50-70 deg; thin

(0.1") calcite coatings on many fractures; medium

gray, pure QUARTZ at 112.9-114.1'.

R. Sidorski/M. Tekin

2.0

3.0

1.5

2.0

2.0

1.5

2.0

2.0

1.0

RQD (%)

DISCONTINUITY DATADEPTH (feet) Jr Ja ANGLE (deg)

STRENGTH

WEATHERING

J. Kurzynowski

Jersey Boring & Drilling

RECOVERY (in)

11th Ave at 30th St, NW corner

Trans-Hudson Express (THE) Project

NJ Transit

PROJECT:

PARTNERSHIP CORING GDR (FINAL) 00 EPE ALL PACKAGES 4-30-08.GPJ THE PARTNERSHIP EPE (FINAL) 10-24-08.GLB 10/24/08
1.0

30

2.0

1.0

1.0

MB

1.0

1.0

1.0

1.0

1.0

2.0

1.0

2.0

1.0

MB

1.0

1.0

1.0

1.0

1.0

1.0

1.0

2.0

1.0

5

112.2

1.5

3.0

1.5

1.0

II

I

R4

R4

4.0

5

30

100

100

124

120

C-10

125.4 - 135.7

C-9

115.4 - 125.4

81

94

1.0

1.0

121.1

10

128.6

128.4

127.5

127

126.5

126.1

125.4

122.7

122.55

130.3

121.3

130.7

120.5

118.4

117.3

117

116.6

116.1

115.4

114.2

114.1

112.8

122.5

*60

5

*80

20

30

50

10

40

*65

50

90

129.7

*70

3.0

5

*70

0

30

40

30

*40

10

*60

*50

*80

PROJECT NUMBER:

DEPTH (feet)

5 9

CORING LOG

Boring No.

DESCRIPTION AND REMARKS

5

BORING NUMBER:

RECOVERY (%)

115

120

125

130

(continued)

CORE RUN NO.

AND DEPTH (ft)

RQD (%)

3.0

CORING RATE (min/ft)

PE-273 Sheet of

of

PE-273

Ja

9

19499B

DEPTH (feet)

SHEET NUMBER:

MB

DISCONTINUITY DATA

C-10: 125.4-132.4': Black and white pinstriped

SCHIST; f-m grains of biotite, amphibole (?), quartz,

feldspar, and calcite; close to moderate fracture

spacing; slightly weathered; strong; distinct planar

schistosity and wavy banding dip 70-90 deg; planar

bands of white calcite and quartz parallel to

schistosity are hairline to 1/2" thick; some contorted

bands of quartz-feldspar; thin (<0.1") coating of gray

clay on 80 deg foliation fracture at 128.4'; calcite on

most fracture surfaces.

132.4-135.7': Light gray GRANITE; m grains of

feldspar, quartz, muscovite, and sparse garnet; close

to moderate fracture spacing, except extremely close

at 135.0-135.6' (may be mechanical); unweathered;

very strong; calcite on some fracture surfaces

inclusion of dark gray schist at 133.1-133.4'.

C-9: 115.4-121.3' and 124.0-125.4': Medium to dark

gray SCHIST; f--m grains of quartz, biotite,

muscovite, feldspar, calcite, and sparse garnet; close

to moderate fracture spacing, except two very close

foliation fractures at 121.1-121.3'; unweathered;

strong; indistinct schistosity is wavy to crenulated,

dips 60-80 deg; calcite coatings on many fracture

surfaces; QUARTZ band parallel to schistosity at

124.9-125.35'; core sides bulging at 119.5-120.4'.

121.3-124.0': Light gray GRANITE; indistinct f-m

grains of quartz, feldspar, and muscovite, with some

pink orthoclase; moderate fracture spacing;

unweathered; strong; faint near-vertical banding;

near-vertical inclusion of dark gray schist at

122.5-123.0'.

3.0

3.0

3.0

3.0

1.5

3.0

2.0

CLIENT:

2.0

1.0

1.5

2.0

1.0

1.5

1.5

3.0

1.5

MB

3.0

Trans-Hudson Express (THE) Project

Jr

ANGLE (deg)

STRENGTH

WEATHERING

11th Ave at 30th St, NW corner

PARTNERSHIP CORING GDR (FINAL) 00 EPE ALL PACKAGES 4-30-08.GPJ THE PARTNERSHIP EPE (FINAL) 10-24-08.GLB 10/24/08

NJ Transit

PROJECT:

R. Sidorski/M. Tekin

Jersey Boring & Drilling

J. Kurzynowski

CONTRACTOR:

LOCATION: DRILLER:

INSPECTOR:

RECOVERY (in)
2.0

131.2

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

2.0

1.0

2.0

2.0

1.0

4.0

*40

*60

*50

55

*50

*50

*50

*40

1.0

1.0

I/II

I

R4

R4

R5

R5

4

119 100

1.0

94

50

1.0

1.0

1.0

1.0

MB

1.0

MB

1.0

6.0

MB

1.0

C-11 1.0

135.7 - 145.6

135.7

144.6

143.9

142.4

141.5

140.5

139.9

139.7

139.6

139.5

138.3

137.6

*50

135.8

146.4

135.5

135.3

135.1

134.8

134.4

133.9

133.1

132

131.8

131.6

131.4

131.3

137.2

40

1.5

15

10

5

10

5

10

30

50

10

90

60

144.9

20

145.7

40

60

80

50

*90

5

10

*80

149.8

148.5

147.8

0

30

CORE RUN NO.

AND DEPTH (ft)

CORING LOG

Boring No.

DESCRIPTION AND REMARKS

6

BORING NUMBER:

PROJECT NUMBER:

RQD (%)

DISCONTINUITY DATADEPTH (feet) Jr Ja ANGLE (deg)

STRENGTH

WEATHERING

I/II

(continued)

19499B

CORING RATE (min/ft)

PE-273 Sheet of

of

PE-273

SHEET NUMBER:

9

9

6

DEPTH (feet)

135

140

145

150

RECOVERY (%)

3.0

MB

1.0

1.0

MB

2.0

1.5

1.5

1.5

2.0

1.5

1.5

2.0

1.0

3.0

2.0

2.0

2.0

2.0

1.0

1.5

2.0

2.0

2.0

3.0

PARTNERSHIP CORING GDR (FINAL) 00 EPE ALL PACKAGES 4-30-08.GPJ THE PARTNERSHIP EPE (FINAL) 10-24-08.GLB 10/24/08

2.0

LOCATION:

RECOVERY (in)

11th Ave at 30th St, NW corner

Trans-Hudson Express (THE) Project

NJ Transit

PROJECT:

R. Sidorski/M. Tekin

Jersey Boring & Drilling

J. Kurzynowski

1.5

DRILLER:

MB

CLIENT: INSPECTOR:

C-12: Medium to dark gray SCHIST; f-m grains of

quartz, biotite, feldspar, muscovite, calcite, and

scattered garnets, up to 1/8" across; moderate

fracture spacing, except very close foliation fractures

at 150.1-150.7'; unweathered; strong; planar

schistosity dips 50-60 deg; calcite on most fracture

surfaces; pure QUARTZ at 149.0-149.7' and

155.1-155.5', light gray APLITE at 149.8-149.9',

150.1-150.3', and 148.1-148.5, with some orange

potassium feldspar.

C-11: 135.7-141.5': Light gray GRANITE; f-m

grains of feldspar, quartz, muscovite, and garnet;

close to moderate fracture spacing, except very close

low-angle fractures at 139.5-139.9'; unweathered to

slightly weathered; very strong; becoming f-grained

below 139.9', with faint banding dipping 50 deg;

slight iron stains on fracture surfaces at 139.5-139.7'

and at lower contact at 141.5'; calcite on some

fracture surfaces; black schist inclusion at

136.3-136.9'.

141.5-145.6': Black to dark gray SCHIST; f-m grains

of biotite, quartz, feldspar, and muscovite; close to

moderate fracture spacing; unweathered to slightly

weathered; strong; planar schistosity dip 50 deg;

calcite on all fracture surfaces; no rock wall contact

and softened biotite on horizontal fracture at upper

contact with granite; pure QUARTZ at 142.7-143.2'.

1.0

1.5

1.0

1.5

I

CONTRACTOR:
1.0

150.1

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

4.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

3.0

1.0

1.0

1.5

1.5

1.5

II

I

R3/R4

MB

15

5

100

100

120

120

C-13

155.6 - 165.6

C-12

145.6 - 155.6

97

94

4.0

R4

159.1

167.5

167.05

167

166.4

165.6

165.45

165.4

164.2

163.3

*70

160.6

*50

157.5

155.6

155.2

155.1

154

152.9

152.3

150.7

150.5

150.3

161.4

30

2.0

*60

*50

*60

*50

*50

*50

*50

*50

*60

167.9

*70

168.2

15

45

*50

*60

0

*60

*50

*50

*50

*50

*50

7 9

CORING LOG

Boring No.

DESCRIPTION AND REMARKS

7

DISCONTINUITY DATA

PROJECT NUMBER: (continued)

CORE RUN NO.

AND DEPTH (ft)

RQD (%)

1.0

BORING NUMBER:

CORING RATE (min/ft)

PE-273 Sheet of

of

PE-273

RECOVERY (%)

155

160

165

9

19499B

DEPTH (feet)

DEPTH (feet)

SHEET NUMBER:

1.5

C-14: Medium gray SCHIST; f-m grains of

muscovite, biotite, quartz, feldspar, and scattered

garnets, up to 1/8" across; very close to moderate

fracture spacing, except extremely close at

172.8-172.9' and 175.2-175.6'; slightly weathered;

medium strong to strong; distinct wavy to planar

schistosity dips 50-70 deg; clay and softened mica on

fractures at 167.9', 172.9' and 173.1'.

C-13: Medium to dark gray SCHIST; f-c grains of

quartz, biotite, muscovite, feldspar, calcite, and

scattered garnets, up to 1/4" across; moderate

fracture spacing, except for two extremely close

foliation fractures at 165.4-165.45'; unweathered;

strong; planar to slightly crenulated schistosity dips

50-60 deg; most fractures are along schistosity;

calcite on most fracture surfaces; irregular white

granitic intrusions, 1" thick and near-vertical, at

160.0', 161.3', and 162.1'; 1/2" of adjacent schist is

enriched in biotite.

1.0

1.0

3.0

1.0

1.0

LOCATION:

1.0

1.0

1.0

1.0

1.5

1.5

1.0

2.0

2.0

PARTNERSHIP CORING GDR (FINAL) 00 EPE ALL PACKAGES 4-30-08.GPJ THE PARTNERSHIP EPE (FINAL) 10-24-08.GLB 10/24/08

1.0

11th Ave at 30th St, NW corner

Jr

Ja

ANGLE (deg)

STRENGTH

WEATHERING

CLIENT:

RECOVERY (in)

INSPECTOR:

Trans-Hudson Express (THE) Project

NJ Transit

PROJECT:

R. Sidorski/M. Tekin

Jersey Boring & Drilling

J. Kurzynowski

CONTRACTOR:

DRILLER:

1.5
2.0

4.0

1.0

2.0

1.0

6.0

MB

2.0

90

1.0

2.0

4.0

1.0

4.0

169.1

1.0

20

90

40

80

*70

60

15

1.0

20

70

10

40

*40

80

30

1.0

20

1.0

1.0

1.0

1.0

2.0

1.0

1.0

2.0

2.0

72

89

C-14

165.6 - 175.6

C-15

175.6 - 185.3

120

116

1.0

2.0

1.0

1.0

1.0

1.0

2.0

1.0

1.0

1.0

1.0

4.0

1.0

4.0

1.0

4.0

*30 1.0

178.6

175.35

175.5

175.6

175.7

176.8

25

178.3

174.6

178.9

179.2

179.8

180

180.3

180.9

177.9

172

169.3

169.5

170.05

170.2

170.8

171

175.3

171.6

175.2

172.8

172.9

173

173.1

173.4

184.6

171.5

*50

181.6

*50

80

*50

80

10

20

*50

*60

*50

*40

*50

20

*50

0

*70

*60

185.1

185.3

185.6

185.9

186

*40

186.9

183.8

*60

*50

30

15

10

15

186.5

(continued)

DISCONTINUITY DATA

RQD (%)

R. Sidorski/M. Tekin Jr

PROJECT NUMBER:

BORING NUMBER:

CORE RUN NO.

AND DEPTH (ft)

100

NJ Transit

Trans-Hudson Express (THE) Project

11th Ave at 30th St, NW corner RECOVERY (in)

DEPTH (feet)

Ja

WEATHERING

STRENGTH

ANGLE (deg)

DESCRIPTION AND REMARKS

Sheet

SHEET NUMBER: 8 9

PE-273

DEPTH (feet)

PE-273 of

CORING RATE (min/ft)

of

170

175

180

185

Jersey Boring & Drilling

Boring No.

CORING LOG

8 9

19499B

RECOVERY (%)

3.0

2.0

3.0

1.5

1.5

2.0

PROJECT:

3.0

3.0

MB

1.5

1.0

1.5

2.0

1.5

1.5

I

PARTNERSHIP CORING GDR (FINAL) 00 EPE ALL PACKAGES 4-30-08.GPJ THE PARTNERSHIP EPE (FINAL) 10-24-08.GLB 10/24/08

R4

R5

R5

R4

3.0

II

1.0

II

1.5

1.5

1.0

2.0

1.0

II

CLIENT:

3.0

3.0

169.9-172.6': Rock is gneissic, with irregular bands

of quartz and orange potassium-feldspar; core

surfaces is pitted; no rock wall contact at 170.8';

hard, green epidote (?) on weathered fracture

surfaces at 170.8' and 171.6'.

C-15: 175.6-181.6': Dark gray SCHIST; f-m grains

of biotite, muscovite, quartz, feldspar, and garnet;

close to moderate fracture spacing, except for 2

extremely close intersecting high-angle fractures at

179.8-180.0'; slightly weathered; strong; planar to

crenulated schistosity dips 50-70 deg; high angle

cross-foliation fractures at 178.9-179.8 have orange

and red iron staining, softened mica, and sandy clay

coatings; softened mica on some foliation fractures;

calcite on fracture surfaces at 176.8-178.1'.

181.6-183.4': Light gray GRANITE; f-c grains of

white and pink feldspar, quartz, and muscovite;

moderate fracture spacing; unweathered; very strong;

healed hairline fracture dips 70 deg.

183.4-185.3': Medium gray, pure QUARTZ; close to

moderate fracture spacing; unweathered; very strong;

few small (<0.1") inclusions of white feldspar.

C-16: 185.3-185.5': Medium gray QUARTZ, as

above.

185.5-188.0': Light gray GRANITE; f-c grains of

feldspar, quartz, and muscovite; close to moderate

fracture spacing; slightly weathered; strong; coarse

1.5

2.0

INSPECTOR:

LOCATION: DRILLER:

CONTRACTOR:

J. Kurzynowski

3.0

100

1.0

3.0

2.0

3.0

2.0

3.0

2.0

1.5

2.0

1.5

3.0

1.5

3.0

3.0

1.5
1.5

2.0

3.0

3.0

1.0

1.0

1.0

1.0

11th Ave at 30th St, NW corner

3.0

1.0

I/II R4 1.5

1.0

188

NJ Transit

PROJECT:

R. Sidorski/M. Tekin

Jersey Boring & Drilling

J. Kurzynowski

grained at 186.1-187.4', with muscovite seams

dipping 30 deg spaced 1/8" to 1/2" apart; vertical

fracture at 186.5' has rough, orange iron-stained

surface.

188.0-195.2': Dark gray SCHIST; f-m grains of

biotite, muscovite, quartz, feldspar, calcite, and

sparse garnet; close to moderate fracture spacing,

except very close at 194.6-195.2'; unweathered to

slightly weathered; strong; planar to wavy schistosity

dips 50-60 deg; most fractures along foliation, many

with calcite on surface; light gray granitic intrusions

at 189.5-190.0', 190.5-190.8', 191.2-191.5', and

192.3-192.9'; schistosity is contorted around granite

contacts.

End of Boring at 195.2'

LOCATION: DRILLER:

CLIENT: INSPECTOR:

C-16

185.3 - 195.2

CONTRACTOR:

194.7

100

*60

*60

50

*45

*50

*60

*50

195

*50 194.6

194.2

193.5

192.4

191.7

189.8

189

188.7

195.2

1.0

RECOVERY (in)

82

1.0

1.0

1.0

1.0

*50 1.0

119

2.0

1.0

1.0

1.0

1.0

40

40

30

1.0

PE-273 Sheet of

of

PE-273

Trans-Hudson Express (THE) Project

CORING RATE (min/ft)

9

19499B

DEPTH (feet)

SHEET NUMBER:

PARTNERSHIP CORING GDR (FINAL) 00 EPE ALL PACKAGES 4-30-08.GPJ THE PARTNERSHIP EPE (FINAL) 10-24-08.GLB 10/24/08

ANGLE (deg)

RQD (%)

DISCONTINUITY DATADEPTH (feet) Jr

(continued)

STRENGTH

WEATHERING

Ja

DESCRIPTION AND REMARKS

190

195

200

205

RECOVERY (%)

9 9

CORE RUN NO.

AND DEPTH (ft)

Boring No.

9

BORING NUMBER:

PROJECT NUMBER:

CORING LOG
FINISH DATE:

Date

Drill Rod Size

I.D. (O.D.)

G

Casing

New York, New York

Rotary Wash; Diamond Coring

DATUM:

4/15/08

CME-75, Truck-mounted, Automatic Safety Hammer

LOCATION:

Grab

2.938"

3"

24"

4/24/08

30''

11:30 am

11th Ave at 30th St, NE

corner

START DATE: TIME:

TIME:

10:00 am

24''

NWJ

GROUNDWATER DATA

115.1

166.1

S

RIG TYPE:

2.938"

24"

2"

1.375"

Shelby Tube Piston

CLIENT:

1.875"

Type/Symbol P

I.D.

O.D.

Length

Hammer Wt.

Hammer Fall

4.5"

Trans-Hudson Express (THE) Project

LOCATION:

4"

7

3

3

17

12

4

3

16

14

4

3

13

9

3

0.0 - 6.0

S

S

S

1

2

4 3

9

6.0 - 8.0

8.0 - 10.0

10.0 - 12.0

15.0 - 17.0

3

6

3

2.25" (2.625")

4

318.6 feet

Split Spoon

HW

N: 699,717.1

3"

Horizontal: NJ State Plane

Vertical: NYCT datum-200 ft

3"

C

Core Barrel

S U

E: 629,641.9

4

Hand-augered from 0.0' to 6.0'.

0-0.5': Concrete

0.5-6.0': Brown, c-f SAND, little c-f Gravel, little Silt,

occasional black pebble. (FILL)

Black brown, c-f SAND, little m-f Gravel, little (-)

organic silt. (FILL)

Black brown, c-f SAND, little m-f Gravel, little (-)

organic silt, with brick fragments. (FILL)

Dark brown, c-f SAND, and c-f Gravel, little Silt,

with brick fragments. (FILL)

Gray brown, c-f SAND, and Silt, trace (+) m-f

Gravel, micaceous. (SM)

COORD.:

PE-274 Sheet of

of

PE-274

SHEET NUMBER:

PROJECT NUMBER:

BORING LOG

CORING

2

Time

SOIL (Blows/6 in.)

REC.

(in.)

RQD

%

L>4"

(in.)

115.1

166.1

4/22/08

4/24/08

7:00 am

7:00 am

35.0

35.0

PARTNERSHIP BORING GDR (FINAL) 00 EPE ALL PACKAGES 4-30-08.GPJ THE PARTNERSHIP EPE LAND (FINAL) 11-07-08.GLB 11/11/08

115.1

166.1

4/22/08

4/24/08

7:00 am

7:00 am

19.5

19.0

35.0

35.0

DEPTH (feet)

GRAPHIC LOG

CASING (Blows/ft)TYPE

1

BORING NUMBER:

SURFACE ELEV.:

RUN

(in.)

INSPECTOR:

REC.

%

0/6 6/12 12/18 18/24

CONTRACTOR:

300 lbs.

60" 120"

Jersey Boring & Drilling

24"

PROJECT:

DRILLER:

DRILLING METHOD:

NJ Transit

J. Kurzynowski

M. Tekin

140 lbs.

SYMBOLDEPTH (feet)

2

NUMBER

Boring No.

REC.

(in.)

Hole

Depth

(ft)

Casing

Depth

(ft)

SAMPLE

Water

Depth

(ft)

5

10

15

FIELD CLASSIFICATION AND REMARKS

1

19499B
J. Kurzynowski

CONTRACTOR:

LOCATION: DRILLER:

CLIENT: M. Tekin

PROJECT:

Gray, c-f SAND, trace Silt . (Decomposed Schist)

Note: Start rock coring at 35.9' depth.

Gray, SILT & CLAY, trace (+) f Sand. (ML)

Gray brown, c-f SAND, some (+) c-f Gravel, trace

(+) Silt, wet. (SP)

Gray, c-f SAND, some (+) m-f Gravel, some Silt,

micaceous. (SM)

INSPECTOR:

PARTNERSHIP BORING GDR (FINAL) 00 EPE ALL PACKAGES 4-30-08.GPJ THE PARTNERSHIP EPE LAND (FINAL) 11-07-08.GLB 11/11/08

RUN

(in.)

Jersey Boring & Drilling

REC.

%

0/6 6/12 12/18 18/24

11th Ave at 30th St, NE corner

Trans-Hudson Express (THE) Project

NJ Transit

8 100/4"

5

14

4

35.0 - 35.3

30.0 - 32.0

20.0 - 22.0

7 4

6

5

S

S

S

S

25.0 - 27.0

6

25

30

35

40

35.9'

4

29

10 6

8

8

22

6

6

16

22

PE-274

PE-274 Sheet of

SHEET NUMBER: of

PROJECT NUMBER:

REC.

(in.)

BORING NUMBER:

CASING (Blows/ft)TYPE

GRAPHIC LOG

DEPTH (feet)

2 BORING LOG

Boring No. 2

DEPTH (feet)

SAMPLE

NUMBERSYMBOL

19499B

2

FIELD CLASSIFICATION AND REMARKS

2

(continued)

SOIL (Blows/6 in.)

CORING

REC.

(in.)

RQD

%

L>4"

(in.)
4.0

2.0

1.0

1.0

MB

1.0

4.0

4.0

4.0

2.0

2.0

4.0

2.0

1.0

1.0

2.0

2.0

2.0

1.0

1.0

1.0

2.0

*50

50

85

*60

85

30

45

50

*60

1.0

30

1.0

10

10

40

2.0

2.0

2.0

1.0

2.0

2.0

30

II

R3

R2

R3

R3

R3/R4

II

1.0

II

4

II

2.0

3.0

1.5

1.5

3.0

2.0

2.0

NOTES:

III

C-1

35.9 - 43.4

*60

1.0

2.0

2.0

2.0

6.0

3.0

2.0

59

5

91

4

C-2

43.5 - 45.3

C-3

45.2 - 55.1

90

21

118

100

100

99

1.0

57

37.5

4/15/08

RIG TYPE:

GROUNDWATER DATA

Double Barrel, solid inner barrel with wireline

3"

36.1

36.5

36.7

42.2

37.2

DRILLING METHOD:

37.8

38.4

38.7

39.5

40

40.7

41

41.8

80

37

4" (4.5")

1.875"

O.D.:

Trans-Hudson Express (THE) Project

NJ Transit

NQ

FINISH DATE:

Rotary Wash; Diamond Coring START DATE:

PROJECT: LOCATION:

LOCATION:

CLIENT:

DRILLER: J. Kurzynowski

INSPECTOR:

42.5

15

*20

*60

20

*40

*70

*50

*5

*40

41.9

*60

48.6

*50

*60

*60

*70

30

*75

5

*60

1.5

15

45.1

42.55

42.6

42.9

43.2

43.5

43.8

43.9

44

44.3

70

45

*45

45.2

45.8

45.9

47.2

47.9

48.3

48.4

48.5

*60

44.7

PE-274

1.5

DEPTH (feet)

19499B

SHEET NUMBER: of 9

PE-274 Sheet of

CORING RATE (min/ft)

DESCRIPTION AND REMARKS

CORE RUN NO.

AND DEPTH (ft)

PROJECT NUMBER:

BORING NUMBER:

7:00 am

7:00 am

Boring No.

CORING LOG

1 9

RECOVERY (%)

40

45

50

1

115.1

166.1

4/22/08

4/24/08

7:00 am

7:00 am

19.5

19.0

35.0

35.0

115.1

166.1

4/22/08

4/24/08

7:00 am

7:00 am

PARTNERSHIP CORING GDR (FINAL) 00 EPE ALL PACKAGES 4-30-08.GPJ THE PARTNERSHIP EPE (FINAL) 10-24-08.GLB 10/24/08

35.0

35.0

4/22/08

4/24/08

19.5

19.0

35.0

35.0

115.1

166.1

4/22/08

4/24/08

7:00 am

7:00 am

19.5

19.0

35.0

35.0

RQD (%)

35.0

35.0

115.1

166.1

4/22/08

4/24/08

7:00 am

7:00 am

19.5

19.0

35.0

35.0

115.1

166.1

7:00 am

7:00 am

19.5

19.0

35.0

35.0

115.1

166.1

4/22/08

4/24/08

7:00 am

7:00 am

19.5

19.0

35.0

35.0

115.1

166.1

4/22/08

4/24/08

3.0

1.5

1.0

3.0

2.0

C-1, 35.9-37.6' and 38.5-40.7': Light gray to medium

gray PEGMATITE; medium to coarse grains of

quartz, white feldspar, muscovite, and biotite; close

to moderate fracture spacing; slightly weathered;

medium strong; irregular seams of mica throughout;

orange iron-staining above 37.6'; schist inclusion at

36.8-37.0'.

37.6-38.5' and 40.7-43.5': Dark gray to brown

SCHIST; fine to medium grains of biotite, muscovite,

quartz, feldspar, and scattered garnets, up to 1/8"

across; very close to moderate fracture spacing,

except extremely close at 43.1-43.5'; slightly

weathered, except moderately weathered at

41.8-42.5'; medium strong, except weak at

41.8-42.5'; distinct wavy to laminated schistosity

dips 50-75 degrees; orange iron staining at

41.8-43.0', with thin (<0.1") coatings of softened

mica and gray clay on fracture surfaces.

C-2: 43.5-44.4': Tan to light gray PEGMATITE;

coarse grains of quartz, white feldspar, and

muscovite, with gray schist inclusions; close fracture

spacing; slightly weathered; medium strong; orange

iron staining throughout, with healed hairline

fractures.

44.4-45.2': Dark gray SCHIST; fine to coarse grains

of biotite, muscovite, quartz, feldspar, scattered

garnets, up to 1/8" across; close fracture spacing;

slightly weathered; medium strong; distinct wavy to

crenulated schistosity dips 60-75 degrees.

C-3: Dark gray to medium gray SCHIST; fine to

coarse grains of muscovite, biotite, quartz, feldspar,

and scattered garnets, up to 1/8" across; close to

moderate fracture spacing; slightly weathered;

medium strong to strong; distinct crenulated

schistosity dips 50-80 degrees; medium gray to tan

PEGMATITE; with muscovite seams, at 47.5-48.8';

no rock wall contact, with increased weathering at

fractures at 48.7' and 48.8'; clay and softened mica

CONTRACTOR: SURFACE ELEV.:

3.0

Jersey Boring & Drilling

11th Ave at 30th St, NE

corner

M. Tekin

4/24/08

TIME:

TIME: 11:30 am

New York, New York

TYPE:

1.5

2.0

MB

1.5

1.0

1.0

1.5

2.0

2.0

1.5

2.0

2.0

1.5

2.0

1.5

2.0

3.0

1.5

3.0

3.0

3.0

COORD.:

3.0

CME-75, Truck-mounted, Automatic Safety Hammer RECOVERY (in)

DATUM:

WEATHERING

STRENGTH

ANGLE (deg)

Jr

Ja

DEPTH (feet)

DISCONTINUITY DATA

115.1

166.1

10:00 am

Horizontal: NJ State Plane

Vertical: NYCT datum-200 ft

N: 699,717.1 E: 629,641.9

318.6 feet

CORE BARREL DATA:

CORE SIZE:

I.D.:

CASING SIZE:

Date Time

Water

Depth

(ft)

Casing

Depth

(ft)

Hole

Depth

(ft)
3.0

*50

1.0

1.0

2.0

2.0

1.0

6.0

1.0

1.0

2.0

1.0

2.0

4.0

2.0

2.0

4.0

6.0

MB

30

20

15

*60

20

20

1.5

4.0

97

48.7

1.0

MB

I/II

I/II

R4

R4

5

100

1.0

C-4

55.1 - 65.1

0

1.0

2.0

1.0

1.0

6.0

1.0

2.0

4.0

1.0

4.0

1.0

120

56.6

0 65.1

64.7

63.1

62.6

62.3

62.2

61.3

60.2

59.7

58.8

65.6

57.8

66

55.5

55.4

55.1

54.6

53.8

51.8

51.3

50.1

49.7

49.3

48.8

58.2

*60

*50

20

*55

*50

*60

*60

*60

*40

15

30

10

65.5

60

1.0

*60

*60

50

*50

*60

*60

30

0

68.4

67.9

67.3

*70

(continued)

STRENGTH

9

CORING LOG

Boring No.

DESCRIPTION AND REMARKS

2

BORING NUMBER:

PROJECT NUMBER:

CORE RUN NO.

AND DEPTH (ft)

RQD (%)

DISCONTINUITY DATADEPTH (feet) Jr Ja

1.5

9

CORING RATE (min/ft)

PE-274 Sheet of

of

PE-274

SHEET NUMBER:

2

WEATHERING

19499B

DEPTH (feet)

55

60

65

RECOVERY (%)

2.0

ANGLE (deg)

3.0

2.0

1.0

2.0

3.0

1.0

2.0

1.0

3.0

1.0

3.0

1.5

on 50 degree fractures at 51.3' and 51.8'; quartz vein

along schistosity at 50.1-50.2'.

1.5

1.0

2.0

3.0

1.0

2.0

2.0

1.5

2.0

1.5

2.0

1.5

J. Kurzynowski

RECOVERY (in)

11th Ave at 30th St, NE corner

Trans-Hudson Express (THE) Project

NJ Transit

PROJECT:

3.0

Jersey Boring & Drilling

PARTNERSHIP CORING GDR (FINAL) 00 EPE ALL PACKAGES 4-30-08.GPJ THE PARTNERSHIP EPE (FINAL) 10-24-08.GLB 10/24/08

CONTRACTOR:

LOCATION: DRILLER:

CLIENT: INSPECTOR:

C-5: Dark gray SCHIST; fine to coarse grains of

muscovite, biotite, quartz, feldspar, and scattered

garnets, up to 1/8" across; close to moderate fracture

spacing, except very close at 69.7-69.8' and

71.6-71.7'; unweathered to slightly weathered;

strong; distinct crenulated to wavy schistosity dips

50-80 degrees; softened mica on foliation fractures at

69.7' and 69.8'; thin (<0.1") calcite coatings on

foliation fractures at 73.1', 73.6' and 75.1'.

C-4: Dark gray SCHIST; fine to coarse grains of

biotite, muscovite, quartz, feldspar, and many

garnets, up to 1/4" across; close to moderate fracture

spacing; unweathered to slightly weathered; strong;

crenulated to wavy schistosity dips 40-80 degrees; no

rock wall contact at near horizontal fracture at 55.5';

softened mica along foliation fractures at 62.6' and

64.7'; ptygmatically folded bands of quartz-feldspar

~1/2" thick, at 60.1-60.5'; slightly bulging core sides

throughout; pure QUARTZ at 57.7-58.2' and

62.6-64.6'; lower quartz has 1/8" seams of black

mafic minerals and adjacent yellow metallic mineral

(gold?).

M. Tekin
2.0

2.0

96

120

120

C-6

75.5 - 85.5

C-5

65.1 - 75.5

100

90

4

1.0

4

1.0

2.0

MB

MB

1.0

1.0

1.0

3.0

1.0

1.5

69.7

MB

2.0

1.5

1.5

1.0

1.0

1.5

100

3.0

2.0

1.5

1.5

I

I/II

R4

R4

3.0

79

2.0

*60

87

85.9

85.5

83.5

81

80.7

*50

79.7

40

78

75.1

74.6

73.1

71.7

71.6

70.8

69.8

80.5

50

2.0

1.0

2.0

4.0

4.0

50

40

*60

*60

30

2.0

60

50

*60

*60

*60

*60

*60

40

*50

DESCRIPTION AND REMARKS

(continued)

70

75

80

85

RECOVERY (%)

Boring No. 3 9

3

BORING NUMBER:

PROJECT NUMBER:

MB

CORING LOG SHEET NUMBER:

CORING RATE (min/ft)

PE-274 Sheet of

PE-274

9

19499B

DEPTH (feet)

of

CLIENT:

PROJECT:

M. Tekin

Jersey Boring & Drilling

J. Kurzynowski

CONTRACTOR:

DRILLER:

Trans-Hudson Express (THE) Project

INSPECTOR:

11th Ave at 30th St, NE corner

C-7: Dark gray SCHIST; fine to coarse grains of

biotite, muscovite, quartz, feldspar and many

garnets, up to 1/4" across; moderate to wide fracture

spacing, except very close at 91.7-92.0', 94.0- 94.2'

and 94.8-95.6'; unweathered, except slightly

weathered at 94.8-95.5'; strong; wavy to crenulated

schistosity and scattered contorted quartz bands dip

60-75 degrees; thin (<0.1") calcite coatings on

C-6: Dark gray to medium gray SCHIST; fine to

coarse grains of biotite, muscovite, quartz, feldspar,

and scattered garnets, up to 1/4" across; moderate to

wide fracture spacing; unweathered, except slightly

weathered at 81.0-81.2'; strong; foliation defined by

distinct crenulated schistosity and few 1/2" thick

contorted bands of quartz-feldspar; orange iron

staining at 81.0'; calcite coatings on all foliation

fractures; core sides slightly bulging at 77.0-80.5'.

3.0

2.0

2.0

LOCATION:

STRENGTH

CORE RUN NO.

AND DEPTH (ft)

RQD (%)

DISCONTINUITY DATADEPTH (feet) Ja

NJ Transit

ANGLE (deg)

PARTNERSHIP CORING GDR (FINAL) 00 EPE ALL PACKAGES 4-30-08.GPJ THE PARTNERSHIP EPE (FINAL) 10-24-08.GLB 10/24/08

RECOVERY (in)

WEATHERING

Jr
MB

4

100

100

110

120

C-8

95.5 - 104.7

C-7

85.5 - 95.5

96

2.0

1.0

6.0

6.0

1.0

2.0

1.0

2.0

6.0

89

93

1.0

2.0

1.0

2.0

1.5

2.0

2.0

1.5

1.0

4

1.0

I/II

I/II

I

II

R4/R5

R5

R4

R4 1.0

3.0

95.2

*55

*50

104.7

103.9

101.9

101.6

99.1

98.4

1.0

95.5

*60

95.15

95.1

94.8

93.8

91.8

90.5

90

89.9

96.1

*60

1.0

1.0

1.0

1.0

1.0

1.0

40

15

0

0

*60

*60

*80

*60

10

*70

*70

*60

*60

1.5

0

90

95

100

105

RECOVERY (%)

4 9

CORING LOG

2.0

DESCRIPTION AND REMARKS

4

BORING NUMBER:

PROJECT NUMBER: (continued)

Boring No.

SHEET NUMBER:

CORING RATE (min/ft)

PE-274 Sheet of

PE-274

9

19499B

DEPTH (feet)

of

Jersey Boring & Drilling

J. Kurzynowski

CONTRACTOR:

LOCATION: DRILLER:

INSPECTOR:

PROJECT:

NJ Transit

C-9: 104.7-111.5': Light gray GRANITE; medium

grains of feldspar, quartz, and muscovite; moderate

to wide fracture spacing; unweathered, except

slightly weathered at 40 degree fracture at 107.0';

strong to very strong; faint banding and thin (<0.1")

muscovite seams at 107.8-109.6' are near vertical;

C-8: 95.5-99.1': Dark gray SCHIST; fine to medium

grains of biotite, muscovite, quartz, feldspar;

moderate to wide fracture spacing; unweathered;

strong; wavy to crenulated schistosity dips 60-80

degrees; calcite coating on foliation fracture at 96.1';

pure QUARTZ at 98.8-99.0'.

99.1-104.7': Medium gray to light gray GRANITE;

fine to medium grains of feldspar, quartz, and

muscovite; wide fracture spacing; unweathered,

except slightly weathered at horizontal fractures at

101.6' and 101.9'; very strong; faint near vertical

banding; trace QUARTZ at 101.6-101.9', with no

contact at horizontal fractures at upper and lower

contacts.

foliation fractures at 89.0', 90.5', and 91.8'; no rock

wall contact at weathered low-angle fracture at 95.2'.

2.0

MB

1.0

1.0

PARTNERSHIP CORING GDR (FINAL) 00 EPE ALL PACKAGES 4-30-08.GPJ THE PARTNERSHIP EPE (FINAL) 10-24-08.GLB 10/24/08

CLIENT:

WEATHERING

1.5

RQD (%)

DISCONTINUITY DATADEPTH (feet) Jr Ja

M. Tekin STRENGTH

CORE RUN NO.

AND DEPTH (ft)

RECOVERY (in)

11th Ave at 30th St, NE corner

Trans-Hudson Express (THE) Project

ANGLE (deg)
C-10

111.5 - 115.5

2.0

4

4

100

100

100

117

48

C-11

115.5 - 125.3

C-9

104.7 - 111.5

100

100

100

1.0

1.0

2.0

1.0

81

MB

107

1.5

1.5

1.0

3.0

1.5

3.0

3.0

4

1.0

1.0

3.0

I

I/II

I

R4

R4

R4

MB

114.7

20

*80

0

40

125.3

124.6

122

120.6

MB

115.5

*50

114

112.9

111.5

110.9

110.3

109

108.9

108.3

117

20

2.0

1.0

1.0

1.0

1.0

2.0

MB

4.0

0

2.0

20

*60

85

20

30

*60

*50

*60

*50

1.0

MB

DESCRIPTION AND REMARKS

MB

110

115

120

125

RECOVERY (%)

Boring No. 5 9

5

BORING NUMBER:

PROJECT NUMBER:

CORING LOG SHEET NUMBER:

CORING RATE (min/ft)

PE-274 Sheet of

PE-274

CORE RUN NO.

AND DEPTH (ft)

9

19499B

DEPTH (feet)

of

PROJECT:

M. Tekin

Jersey Boring & Drilling

J. Kurzynowski

CONTRACTOR:

LOCATION: DRILLER:

(continued)

CLIENT:

11th Ave at 30th St, NE corner

C-12: Dark gay to black SCHIST; fine to medium

C-11: Dark gray SCHIST; fine to medium grains of

biotite, muscovite, quartz, and feldspar; wide fracture

spacing; unweathered, except slightly weathered at

near vertical fracture at 122.0'; strong; faint wavy

schistosity dips 60-90 degrees; orange iron staining

on rough, near vertical cross-foliation fracture at

122.0'; contorted intrusions of light gray GRANITE

at 116.5-117.0', 119.3-120.7' and 123.1-124.2';

schistosity parallels contorted contacts.

C-10: 111.5-112.9': Medium gray QUARTZ, with

biotite schist and feldspar pegmatite inclusions;

moderate fracture spacing; unweathered; strong.

112.9-115.5': Dark gray to black SCHIST; fine to

medium grains of biotite, muscovite, quartz, and

feldspar; moderate fracture spacing, unweathered;

strong; planar schistosity dips 60 degrees; all

fractures have thin (<0.1") calcite coatings.

pure QUARTZ at 107.0-107.5', 108.1-108.4', and

110.9-111.5';

dark gray SCHIST inclusion at 110.2-110.9', with

medium grains of biotite, other mafic minerals,

muscovite, quartz, and feldspar; iron staining at

horizontal fracture at 110.3'.

3.0

1.5

INSPECTOR:

STRENGTH

PARTNERSHIP CORING GDR (FINAL) 00 EPE ALL PACKAGES 4-30-08.GPJ THE PARTNERSHIP EPE (FINAL) 10-24-08.GLB 10/24/08

RQD (%)

DISCONTINUITY DATADEPTH (feet) Ja

NJ Transit

ANGLE (deg)

Trans-Hudson Express (THE) Project RECOVERY (in)

WEATHERING

Jr
1.0

121

120

C-13

135.3 - 145.4

C-12

125.3 - 135.3

93

100

1.0

2.0

5

1.0

1.0

1.0

MB

6.0

6.0

3.0

4.0

2.0

C-13: Dark gray SCHIST; fine to medium grains of

biotite, muscovite, quartz, feldspar, and sparse

medium grained garnet; close to moderate fracture

spacing; unweathered to slightly weathered; strong;

indistinct schistosity dips 60-90 degrees; contorted

1/2" band of quartz-feldspar at 142.4-142.6', parallel

to schistosity; no rock wall contact and orange iron

staining at low-angle fracture at 136.6'; thin (<0.1")

calcite coating on foliation fracture at 142.8';

softened mica on smooth foliation fracture at 143.9'.

grains of biotite, muscovite, quartz, feldspar, and

sparse garnets, up to 1/8" across; wide fracture

spacing; unweathered; strong; faint, wavy schistosity

dips 60-90 degrees; pure QUARTZ, with vertical

contacts at 125.3-126.0'; light gray GRANITE, with

near-vertical muscovite seams, with vertical contacts

along schistosity at 126.5-129.0'.

MB

1.0

1.0

100

2.0

100

3.0

1.5

I/II R4

4

2.0

3.0

134.6

142.8

141

139.9

138.9

137.5

136.6

1.0

135.3

143.9

130.2

126.5

1.0

1.5

3.0

2.0

2.0

135.6

10

1.0

1.0

*70

*50

40

*60

*50

143.1

40

143.7

20

30

0

*80

45

*60

INSPECTOR:

30

6

130

135

140

RECOVERY (%)

DEPTH (feet)

9

CORING LOG

Boring No.

DESCRIPTION AND REMARKS

6

BORING NUMBER: PE-274

CORING RATE (min/ft)

PE-274 Sheet of

SHEET NUMBER: of 9

PROJECT NUMBER: 19499B

M. Tekin

RECOVERY (in)

11th Ave at 30th St, NE corner

PROJECT: Trans-Hudson Express (THE) Project Jersey Boring & Drilling

J. Kurzynowski

CONTRACTOR:

LOCATION: DRILLER:

PARTNERSHIP CORING GDR (FINAL) 00 EPE ALL PACKAGES 4-30-08.GPJ THE PARTNERSHIP EPE (FINAL) 10-24-08.GLB 10/24/08

CLIENT: NJ Transit

(continued)

CORE RUN NO.

AND DEPTH (ft)

RQD (%)

DISCONTINUITY DATADEPTH (feet) Jr Ja ANGLE (deg)

STRENGTH

WEATHERING
20

4.0

20

75

15

*60

10

10

15

15

*60

*70

*65

*65

*60

30

*70

*60

160

160.3

160.7

*60

60

*40

*60

*70

45

*60

10

80

0

*50

75

40

2.0

3.0

2.0

2.0

2.0

2.0

2.0

*60

2.0

4.0

1.0

2.0

4.0

2.0

2.0

1.0

2.0

20

158.2

*50

*60

*50

*30

40

2.0

*50

2.0

1.0

2.0

1.0

1.0

1.0

4.0

20

30

1.5

2.0

2.0

2.0

3.0

1.5

2.0

144.2

1.5

2.0

3.0

1.5

3.0

2.0

1.5

159

MB

1.5

1.0

1.5

2.0

2.0

1.0

1.0

1.5

1.5

2.0

1.0

1.5

2.0

3.0

1.0

2.0

144.7

3.0

156.1

148.1

148.15

149.9

150.1

150.4

151.4

1.5

153

147.68

156.8

157.4

157.6

157.65

157.8

MB

151.7

146.55

145.3

145.4

145.8

146.1

146.2

146.3

147.72

146.5

147.7

146.6

146.65

146.7

146.8

147.6

147.65

158.7

146.4

1.0

DEPTH (feet)

DISCONTINUITY DATA

RQD (%)

Jr

CORE RUN NO.

AND DEPTH (ft)

ANGLE (deg)

(continued) PROJECT NUMBER:

Jersey Boring & Drilling

M. Tekin

PROJECT:

NJ Transit

Trans-Hudson Express (THE) Project

11th Ave at 30th St, NE corner

Ja

WEATHERING

STRENGTH

RECOVERY (in)

Sheet

19499B

SHEET NUMBER: 9

BORING NUMBER: PE-274

PE-274 of

CORING RATE (min/ft)

of

RECOVERY (%)

CONTRACTOR:

DESCRIPTION AND REMARKS

Boring No.

CORING LOG

7 9

DEPTH (feet)

145

150

155

160

7

94 C-14

145.4 - 146.9

C-15

146.9 - 150.4

C-16

150.4 - 156.1

C-17

156.1 - 166.1

17

35

4

120

83 60

100

100

6

6

J. Kurzynowski

68

2.0

1.0

2.0

1.0

1.0

2.0

2.0

91

1.0

100

1.0

1.0

1.0

1.0

1.0

22

4.0

2.0

1.5

2.0

C-14: 145.4-146.0': Light gray GRANITE; medium

grains of quartz, feldspar, and muscovite; closely

fractured; slightly weathered; strong; healed hairline

fractures dip 70 degrees.

146.0-146.9': Dark gray SCHIST; fine to medium

grains of biotite and other mafic minerals, quartz,

muscovite and feldspar; very close to extremely close

fracture spacing; slightly weathered at 146.0-146.9';

moderately weathered at 146.2-146.9'; weak to

medium strong; softened mica on foliation fractures

below 146.0'; irregular, broken pieces are pitted and

weathered.

C-15: 146.9-147.8': Dark gray SCHIST; as above,

except extremely close fracture spacing throughout;

moderately weathered; some overdrilled pieces;

recovery loss likely at 146.9-147.6';

147.8-150.4': Dark gray SCHIST; fine to coarse

grains of biotite, muscovite, quartz, feldspar; many

garnets, up to 1/2" across; close to moderate fracture

spacing; slightly weathered; strong; crenulated

schistosity dips 60-80 degrees.

C-16: Dark gray to medium gray SCHIST; fine to

coarse grains of biotite, muscovite, quartz, feldspar,

sparse calcite, and many garnets, up to 3/8" across;

moderate fracture spacing; slightly weathered;

strong; distinct crenulated schistosity dips 60-70

degrees; calcite coating on foliation fracture at 153.0'.

4

1.0

CLIENT: INSPECTOR:

LOCATION: DRILLER:

PARTNERSHIP CORING GDR (FINAL) 00 EPE ALL PACKAGES 4-30-08.GPJ THE PARTNERSHIP EPE (FINAL) 10-24-08.GLB 10/24/08

C-17: 156.1-158.6': Dark to medium gray SCHIST;

as above, except close fracture spacing and extremely

close foliation fractures at 157.6-157.8'.

158.6-164.2': Black to dark green AMPHIBOLITE;

fine to medium grains of hornblende, quartz, biotite,

and sparse calcite; close to wide fracture spacing;

unweathered to slightly weathered; very strong; faint

schistosity and quartz bands dip ~ 50 degrees;

biotite-rich at 160.2-160.7', where core sides are

slightly bulging; calcite on most fracture surfaces;

extremely dense.

164.2-166.1': Dark to medium gray SCHIST; fine to

medium grains of biotite, muscovite, quartz, and

feldspar; moderate fracture spacing; unweathered;

strong; distinct crenulated schistosity dips 60

degrees.

R5

R2/R3

R2/R3

R4

1.5

R4

1.5

II/III

III

II

II

II

I/II

R4
MB

50

4.0

4.0

2.0

4.0

1.0

1.0

1.0

1.0

1.0

1.0

2.0

4.0

1.0

4.0

2.0

2.0

4.0

2.0

1.0

1.0

2.0

1.0

0

*70

30

*70

164.2

1.0

44

R2/R3

R4

R4

R5

R4

R4

5

6

4

4.0

100

*70

112

C-19

175.4 - 179.1

C-18

166.1 - 175.4

23

89

2.0

4.0

3.0

4.0

4.0

2.0

4.0

4.0

100

174.9

*70

178.6

178.3

178

177.9

177.7

177.6

177.5

177.1

176.8

176.3

175.4

179.05

175.2

179.1

174.3

174.1

172.7

170.8

170.6

169.8

168.2

167.2

166.8

166.1

165.9

165.3

164.7

175.3

*70

*60

*70

*70

*70

30

*80

*70

*50

20

*70

*70

5

179

*50

I

*70

*70

20

*70

*60

*60

50

*50

*50

*50

0

180.5

179.9

*40

R3/R4

DESCRIPTION AND REMARKS

8

BORING NUMBER:

PROJECT NUMBER: (continued)

CORING LOG

9

RQD (%)

DISCONTINUITY DATADEPTH (feet) Jr Ja ANGLE (deg)

STRENGTH

WEATHERING

CORE RUN NO.

AND DEPTH (ft)

19499B

CORING RATE (min/ft)

PE-274 Sheet of

of

PE-274

SHEET NUMBER:

Boring No.

9

RECOVERY (in)

DEPTH (feet)

165

170

175

180

RECOVERY (%)

8

1.5

3.0

0.5

1.0

4.0

4.0

1.0

2.0

3.0

1.5

2.0

2.0

1.5

MB

1.0

1.0

1.5

2.0

2.0

1.5

1.5

2.0

II

III

II

I/II

I

PARTNERSHIP CORING GDR (FINAL) 00 EPE ALL PACKAGES 4-30-08.GPJ THE PARTNERSHIP EPE (FINAL) 10-24-08.GLB 10/24/08

1.5

I

11th Ave at 30th St, NE corner

Trans-Hudson Express (THE) Project

NJ Transit

PROJECT:

M. Tekin

Jersey Boring & Drilling

J. Kurzynowski

CONTRACTOR:

LOCATION: DRILLER:

INSPECTOR:

1.0

1.0

1.0

1.5

2.0

1.0

CLIENT:

2.0

3.0

C-18: 166.1-170.8': Dark gray SCHIST; as above;

near vertical healed hairline fractures have orange,

weathered calcite fillings.

170.8-172.0': Black and white pinstriped

HORNBLENDE-BIOTITE-SCHIST; fine to medium

grains of hornblende, biotite, quartz, and thin (<0.1"

bands of calcite; moderate fracture spacing;

unweathered; very strong; distinct planar schistosity

and banding dip 60-70 degrees; very dense.

172.0 ft to 175.4 ft: Dark to medium gray SCHIST;

fine to medium grains of biotite, muscovite, quartz,

feldspar, and sparse garnets, up to 1/4" across;

moderate fracture spacing; unweathered to slightly

weathered; strong; wavy schistosity dips 70-80

degrees; calcite coatings on most fracture surfaces;

pure, medium gray QUARTZ at 174.2-175.0', with

yellow metallic flakes (pyrite ?) on fracture surface at

174.9'.

C-19, Dark gray SCHIST; fine to coarse grains of

biotite, quartz, muscovite, feldspar, and medium

grained garnet; close to moderate fracture spacing,

except very close to extremely close at 175.7-179.1';

slightly weathered, except moderately weathered

along fractures at 175.7-179.1'; strong, except weak

to medium strong at 175.7-179.1'; foliation defined

by distinct wavy schistosity and wavy bands and

nodules of quartz; strike-slip slickensides on 80

degree foliation fracture at 177.1'; thick (>0.1")

coatings of gray clay and calcite on all fractures at

177.1-179.1', most of which are along foliation.

C-20: Dark to medium gray SCHIST; fine to medium

grains of muscovite, biotite, quartz, feldspar, and

calcite; close to moderate fracture spacing, except

very close foliation fractures at 185.0-185.1'; slightly

weathered; medium strong to strong; distinct planar

schistosity dips 60-70 degrees; calcite coatings on

1.5

1.0
1.0

5

4

100

100

121

79

C-21

185.7 - 195.8

C-20

179.1 - 185.7

1.5

89

R3/R4

1.0

1.0

1.0

3.0

3.0

1.0

1.0

1.0

MB

1.0

94

2.0

180.7

3.0

1.0

1.0

MB

1.0

1.0

1.0

1.0

1.0

1.0

MB

1.5

1.0

II

I

II

R4

R5

1.0

2.0

188.1

4.0

20

15

*70

195.8

195.7

195.5

195.4

194.9

194.8

*70

191.4

*70

186.7

186.4

185.9

185.8

185.7

185.5

185.1

185

184.3

182.8

181

194.1

5

2.0

2.0

4.0

4.0

3.0

MB

2.0

2.0

15

80

0

0

1.0

0

45

*50

*50

10

*50

*60

*60

*60

*60

10

SHEET NUMBER: 9

19499B

DEPTH (feet)

1.5

185

190

195

200

RECOVERY (%)

9 9

CORING LOG

Boring No.

DESCRIPTION AND REMARKS

PE-274

of

PARTNERSHIP CORING GDR (FINAL) 00 EPE ALL PACKAGES 4-30-08.GPJ THE PARTNERSHIP EPE (FINAL) 10-24-08.GLB 10/24/08

CORING RATE (min/ft)

PE-274 Sheet of

CLIENT:

9

Trans-Hudson Express (THE) Project

NJ Transit

PROJECT:

M. Tekin

Jersey Boring & Drilling

J. Kurzynowski

CONTRACTOR:

DRILLER:

RECOVERY (in)

INSPECTOR:

End of Boring at 195.8'

C-21: 185.7-186.4': Dark gray SCHIST, as above.

186.4-191.2': Light to medium gray GRANITE; fine

to medium grains of quartz, feldspar, muscovite, and

sparse medium grained garnet; moderate fracture

spacing; unweathered; very strong; faint banding

dips 50 degrees; quartz-feldspar PEGMATITE at

187.4 ft, 187.8 ft, 190.0-190.3', and 190.7-191.1';;

dark gray schist at 188.1-188.6'.

191.2-194.0': Dark to medium gray SCHIST; fine to

medium grains of biotite, muscovite, quartz, and

feldspar; wide fracture spacing; slightly weathered;

strong; distinct planar schistosity dips 50 degrees.

194.1-195.8': Light gray GRANITE, as above except

close to moderate fracture spacing; slightly

weathered; strong; schist inclusion at 195.3-195.6';

very close horizontal fractures at 194.8-194.9' have

orange iron staining and silt coatings.

almost all fractures; silt coatings on horizontal

fractures at 180.5' and 184.3'; pitted horizontal

healed hairline fracture at 184.35'.

2.0

3.0

2.0

LOCATION:

DISCONTINUITY DATA

PROJECT NUMBER: (continued)

CORE RUN NO.

AND DEPTH (ft)

11th Ave at 30th St, NE corner

BORING NUMBER:

DEPTH (feet)

Jr

Ja

ANGLE (deg)

STRENGTH

WEATHERING

RQD (%)
1

14

6

2

5

2

2

5

5

6

G

S

S

S

S

S

1

8

6

3

3

1

5

4

2

8

8

24

10

0

9

0.0 - 6.0

6.0 - 8.0

8.0 - 10.0

10.0 - 12.0

15.0 - 17.0

20.0 - 22.0

1

1

2

3

4

5

Excavated top 6' soil to clear utilities.

Mud at 3' to 4'.

S-1: Dark brown medium to fine SAND, trace

medium to fine Gravel, very loose, moist-Fill.

S-2: Brown coarse to fine SAND,some medium to

fine Gravel, little Silt,medium dense, moist (SM)-Fill.

S-3: Brown medium to fine SAND, some medium to

fine Gravel, trace Silt, medium dense, moist-Fill.

S-4: No Recovery.

S-5: Brown coarse to fine SAND, little medium to

fine Gravel, little Silt, loose, wet (SM).

REC.

(in.)

DEPTH (feet)

Depth

Elev.

SAMPLE

CASING (Blows/ft) TYPE

RQD

%

RUN

(in.)

SOIL (Blows/6 in.)

6/12 NUMBER SYMBOL DEPTH (feet)

CORING

REC.

%

FIELD CLASSIFICATION AND REMARKS

REC.

(in.) 12/18

L>4"

(in.)

0/6 GRAPHIC LOG18/24

65

30'' in.

Casing

S

30"

1.375"

Shelby Tube

G

Drill Rod Size

I.D. (O.D.)

Type/Symbol

I.D.

O.D.

Length

Hammer Wt.

Hammer Fall

3"

U

24" "

C

Core Barrel

"

"

" "

" 2.155"

2.98"

60"

2.938"

2"

140 lbs

30 in.

Split Spoon

4"

HW P

Grab

2.25" (2.625")

140 lb lbs

4.5"

NW

Pitcher

N: 1,915,821.2

CONTRACTOR:

CME-75 (truck mounted), Automatic Hammer

Dominick Pepe, George Raymond

Juan Zapata Jr.

8/26/15

LOCATION:

30th St., 11th Ave., New York,

30th St., 11th Ave., New York, NY NY

E: 14,802,907.7

OFFSET:

AMTRAK Hudson Yards

GROUNDWATER DATA

CLIENT:

ADT

PROJECT:

Date

FINISH DATE:

TIME:

DRILLER:

8/24/15

INSPECTOR:

LOCATION:

TIME:

DRILLING METHOD: Rotary Wash 1:00 pm

Water

Depth

(ft)

START DATE:

RIG TYPE:

Time

Hole

Depth

(ft)

Casing

Depth

(ft)

2:30 pm

COORD.

STN. NO.:

SURFACE ELEV.:

DATUM:

306.5 feet

AMTRAK

Boring No. 1

5

10

15

20

3

BORING LOG 1 3

BORING NUMBER:

PROJECT NUMBER:

SHEET NUMBER:

SEG-3-1T

of

SEG-3-1T Sheet of

4016879 TEST BOREING SEG 3 BORING LOGS SOIL.GPJ CANARSIE-LIB.GLB - COPY.GLB 2/29/16

8/26/2015 7:15:00 AM 10.9 65 70
10

4

8

3

2

2

3

5

5

2

8

3

3

2

S

S

S

S

S

S

S

11

3

7

4

3

2

2

7

5

6

4

4

2

2

0

13

11

0

24

11

2

25.0 - 27.0

30.0 - 32.0

35.0 - 37.0

40.0 - 42.0

45.0 - 47.0

50.0 - 52.0

55.0 - 57.0

6

7

8

9

10

11

12

S-6: No Recovery.

S-7: Brown coarse to fine SAND, little Silt, trace

medium to fine Gravel, loose, wet (SM).

S-8A: 35' to 35.7': Same as above;

S-8B: 35.7' to 37': Dark gray Clayey SILT, stiff, wet

(ML).

S-9: No Recovery.

S-10: Gray Fat CLAY, trace fine Gravel, medium

stiff, wet (CH).

S-11: Gray Fat CLAY, soft, wet (CH).

Spoon is getting jammed and rods are getting jammed

which hold back sampling efficiency.

S-12 Gray Fat CLAY and Organic CLAY, trace

medium to fine Gravel, medium stiff, wet (CH-OH).

REC.

(in.)

DEPTH (feet)

Depth

Elev.

SAMPLE

CASING (Blows/ft) TYPE

RQD

%

RUN

(in.)

SOIL (Blows/6 in.)

6/12 NUMBER SYMBOL DEPTH (feet)

CORING

REC.

%

FIELD CLASSIFICATION AND REMARKS

REC.

(in.) 12/18

L>4"

(in.)

0/6 GRAPHIC LOG18/24

PROJECT: AMTRAK Hudson Yards CONTRACTOR: ADT

DRILLER: Dominick Pepe, George Raymond

CLIENT: AMTRAK INSPECTOR:

LOCATION:

Juan Zapata Jr.

30th St., 11th Ave., New York, NY

Boring No. 2

30

35

40

45

50

55

3

BORING LOG 2 3

BORING NUMBER:

PROJECT NUMBER:

SHEET NUMBER:

SEG-3-1T

of

SEG-3-1T Sheet of

(continued) 4016879 TEST BOREING SEG 3 BORING LOGS SOIL.GPJ CANARSIE-LIB.GLB - COPY.GLB 2/29/16
WOH

WOR

WOH

WOH

50/4''

WOH

WOR

WOR

WOR

40

S

S

S

S

S

WOH

WOR

WOH

WOH

35

WOH

WOR

2

1

-

22

18

0

20

0

60.0 - 62.0

65.0 - 67.0

70.0 - 72.0

75.0 - 77.0

80.0 - 81.3

13

14

15

16

17

S-13: Gray Fat CLAY, frequent marine material, very

soft, wet (CH).

S-14: Same as above.

S-15: No Recovery.

S-16: Gray Silty CLAY, frequent marine material,

very soft, wet (CL).

S-17: No Recovery.

End of soil at 83' bgs.

Start rock coring at 83' bgs.

REC.

(in.)

DEPTH (feet)

Depth

Elev.

SAMPLE

CASING (Blows/ft) TYPE

RQD

%

RUN

(in.)

SOIL (Blows/6 in.)

6/12 NUMBER SYMBOL DEPTH (feet)

CORING

REC.

%

FIELD CLASSIFICATION AND REMARKS

REC.

(in.) 12/18

L>4"

(in.)

0/6 GRAPHIC LOG18/24

PROJECT: AMTRAK Hudson Yards CONTRACTOR: ADT

DRILLER: Dominick Pepe, George Raymond

CLIENT: AMTRAK INSPECTOR:

LOCATION:

Juan Zapata Jr.

30th St., 11th Ave., New York, NY

Boring No. 3

65

70

75

80

85

90

3

BORING LOG 3 3

BORING NUMBER:

PROJECT NUMBER:

SHEET NUMBER:

SEG-3-1T

of

SEG-3-1T Sheet of

(continued) 4016879 TEST BOREING SEG 3 BORING LOGS SOIL.GPJ CANARSIE-LIB.GLB - COPY.GLB 2/29/16
-1

1

3

6

6

6

6

2

2

1

2

1

1

1

1

1

2

2

2

2

2

1

2

2

1

1

1

1

2

1

2

1

2

68

87

93

95

85

83

83.4

84.1

84.3

85

85.05

85.1

85.7

86.65

86.95

87.7

88

88.3

89.5

90.4

91.5

92.7

93

96.3

96.45

97.8

98

98.6

100.35

101

101.7

102.15

102.2

102.3

103

104.4

105.55

106.3

106.4

C-1: Gray Garnet-Mica SCHIST, coarse to fine grains

of quartz, feldspar, biotite, muscovite and garnet,

slightly weathered, medium strong, close to moderate

fracture spacing, schistosity dips 55° to 65°, recovery

loss assumed at 85.1'-85.7', granitic band at

84.1'-84.3'.

C-2: Gray SCHIST, medium to fine grains of quartz,

feldspar, biotite, muscovite and garnet, slightly

weathered, medium strong, close to moderate fracture

spacing, granitic bands at 88.7'-88.9', and 89.2' to

89.3', schistosity dips 60° to 65°.

C-3: Gray gneissic SCHIST, medium to fine grains of

quartz, feldspar, biotite, muscovite and sparse garnet,

slightly weathered, medium strong, moderate to wide

fracture spacing except very close fracture spacing at

93.3' to 93.45' and 97.8' to 98', schistosity and

gneissic bandings dip 70° to 80°, indistinct

schistosity band at 95.7', granitic band at 95.7' to

96.3'.

C-4: Gray SCHIST, medium to fine grains of quartz,

feldspar, biotite, muscovite and sparse garnet, slightly

weathered, medium strong, close to moderate fracture

spacing except extremely close to very close fracture

spacing at 102.15' to 102.3', schistosity dips 65° to

70°.

C-5: Gray SCHIST, medium to fine grains of quartz,

feldspar, biotite, muscovite and sparse garnet, slightly

weathered, medium strong to strong, close to

moderate fracture spacing except extremely close to

very close fracture spacing at 106.3' to 106.5',

schistosity dips 60° to 65°, quartz band at 106' to

106.4', loss of recovery assumed at 106.4' to 106.6',

multiple healed fractures.

C-1

83.0 - 88.0

C-2

88.0 - 93.0

C-3

93.0 - 98.0

C-4

98.0 -

103.0

C-5

103.0 -

108.0

0MB *60MB *60MB *60MB 10MB 80MB 10MB 10MB *65MB 15MB *55MB 20MB *60MB *60MB 15MB *60MB *65MB 10MB

60MB 10MB 10MB 15MB *70MB 10MB *70MB *70MB *65MB *70MB 10MB 10MB *60MB 30MB 10MB 80MB

-1

1

1

1

1

1

1

1.5

2

1

3

1.5

1

1.5

1.5

1

3

1.5

2

2

1.5

1

1.5

1.5

1

1

1

2

3

1

3

3

1

R3

R3

R3

R3

R3/R4

53

60

60

60

58

88

100

100

100

97

II

II

II

II

II RECOVERY (%) STRENGTH Jr RQD (%) Ja RECOVERY (in)

CORING RATE (ft/min)

ANGLE (deg)

DEPTH (feet)

DEPTH (feet) CORE RUN NO. AND DEPTH (ft) WEATHERING

DISCONTINUITY DATA

DESCRIPTION AND REMARKS

(Lithology, Structure, Weathering,

Continuity, Strength, Color, Grain Size)

* - Denotes discontinuity along foliation

MB - Denotes mechanical break

CASING SIZE:

NOTES:

2.98"

3" (3.5")

O.D.:

TYPE:

CORE BARREL DATA:

NQ

1.875"

Double Tube Swivel

CORE SIZE:

I.D.:

GROUNDWATER DATA

AMTRAK Hudson Yards

Dominick Pepe, George Raymond

Juan Zapata Jr.

CME-75 (truck mounted), Automatic Hammer TIME:

1:00 pm

Water

Depth

(ft)

START DATE:

RIG TYPE:

AMTRAK

8/26/15

LOCATION:

CLIENT:

ADT

PROJECT:

DRILLING METHOD: MUD ROTARY

CONTRACTOR:

FINISH DATE:

TIME:

DRILLER:

8/24/15

INSPECTOR:

LOCATION:

Date Time

Hole

Depth

(ft)

Casing

Depth

(ft)

2:30 pm

COORD.

STN. NO.:

SURFACE ELEV.:

DATUM:

OFFSET:

30 St., 11 Ave., New York, NY

CORING LOG

Boring No. 1

85

90

95

100

105

2

BORING NUMBER:

1 2

PROJECT NUMBER:

SHEET NUMBER:

SEG-3-1T

of

SEG-3-1T Sheet of

4016879 PB CORING LOG HUDSON YARD ROCK.GPJ CANARSIE-LIB.GLB - COPY.GLB 10/25/15
2

2

1

2

2

100

106.6

107

107.6

108

109.9

C-6: Gray gneissic SCHIST, medium to fine grains of

quartz, feldspar, biotite, muscovite and sparse garnet,

slightly weathered, strong, moderate fracture spacing,

schistosity dips 65° to 70°.

End of boring at 109.9' bgs.

C-6

108.0 -

109.9

*60MB 85MB 65MB *60MB 40MB1

3

3

3

3

R4

23 100

II RECOVERY (%) STRENGTH Jr RQD (%) Ja RECOVERY (in)

CORING RATE (ft/min)

ANGLE (deg)

DEPTH (feet)

DEPTH (feet) CORE RUN NO. AND DEPTH (ft) WEATHERING

DISCONTINUITY DATA

DESCRIPTION AND REMARKS

(Lithology, Structure, Weathering,

Continuity, Strength, Color, Grain Size)

* - Denotes discontinuity along foliation

MB - Denotes mechanical break

PROJECT: AMTRAK Hudson Yards CONTRACTOR: ADT

DRILLER: Dominick Pepe, George Raymond

CLIENT: AMTRAK INSPECTOR:

LOCATION:

Juan Zapata Jr.

30th St., 11th Ave., New York, NY

CORING LOG

Boring No. 2

110

115

120

125

130

135

140

2

BORING NUMBER:

2 2

PROJECT NUMBER:

SHEET NUMBER:

SEG-3-1T

of

SEG-3-1T Sheet of

(continued) 4016879 PB CORING LOG HUDSON YARD ROCK.GPJ CANARSIE-LIB.GLB - COPY.GLB 10/25/15
3

4

3

4

10

3

7

2

3

5

G

S

S

S

S

S

3

7

11

7

8

4

4

4

4

6

8

3

0

1

0

0.0 - 5.0

5.0 - 7.0

7.0 - 9.0

9.0 - 11.0

15.0 - 17.0

20.0 - 22.0

1

1

2

3

4

5

Excavated top 5' soil to clear utilities.

S-1: Brown and red brown coarse to fine SAND,

some medium to fine Gravel, some Silt, loose, moist

(SM)-Fill.

S-2: Same as above.

S-3: No Recovery.

S-4: Dark brown coarse to fine SAND, little Silt,

trace fine Gravel, medium dense, wet (SM).

S-5: No Recovery.

Gravel jammed at spoon tip.

REC.

(in.)

DEPTH (feet)

Depth

Elev.

SAMPLE

CASING (Blows/ft) TYPE

RQD

%

RUN

(in.)

SOIL (Blows/6 in.)

6/12 NUMBER SYMBOL DEPTH (feet)

CORING

REC.

%

FIELD CLASSIFICATION AND REMARKS

REC.

(in.) 12/18

L>4"

(in.)

0/6 GRAPHIC LOG18/24

60

30'' in.

Casing

S

30"

1.375"

Shelby Tube

G

Drill Rod Size

I.D. (O.D.)

Type/Symbol

I.D.

O.D.

Length

Hammer Wt.

Hammer Fall

3"

U

24" "

C

Core Barrel

"

"

" "

" 2.155"

2.98"

60"

2.938"

2"

140 lbs

30 in.

Split Spoon

4"

HW P

Grab

2.25" (2.625")

140 lb lbs

4.5"

NW

Pitcher

N: 1,915,957.9

CONTRACTOR:

CME-75 (truck mounted), Automatic Hammer

Dominick Pepe, George Raymond

Juan Zapata Jr.

8/15/15

LOCATION:

30th St., 11th Ave., New York,

30th St., 11th Ave., New York, NY NY

E: 14,802,845.3

OFFSET:

AMTRAK Hudson Yards

GROUNDWATER DATA

CLIENT:

ADT

PROJECT:

Date

FINISH DATE:

TIME:

DRILLER:

8/10/15

INSPECTOR:

LOCATION:

TIME:

DRILLING METHOD: Rotary Wash 11:00 am

Water

Depth

(ft)

START DATE:

RIG TYPE:

Time

Hole

Depth

(ft)

Casing

Depth

(ft)

10:30 am

COORD.

STN. NO.:

SURFACE ELEV.:

DATUM:

307.3 feet

AMTRAK

Boring No. 1

5

10

15

20

3

BORING LOG 1 3

BORING NUMBER:

PROJECT NUMBER:

SHEET NUMBER:

SEG-3-2T

of

SEG-3-2T Sheet of

4016879 TEST BOREING SEG 3 BORING LOGS SOIL.GPJ CANARSIE-LIB.GLB - COPY.GLB 2/29/16
9

4

11

9

8

WOH

WOH

WOH

11

12

6

21

6

WOH

WOR

WOR

S

S

S

S

S

S

S

S

7

7

10

8

7

WOH

WOH

WOH

7

6

10

18

8

2

WOH

3

0

3

9

3

21

23

23

24

25.0 - 27.0

27.0 - 29.0

30.0 - 32.0

35.0 - 37.0

40.0 - 42.0

45.0 - 47.0

50.0 - 52.0

55.0 - 57.0

6

7

8

9

10

11

12

13

S-6: No Recovery.

S-7: Brown coarse to fine SAND, trace medium to

fine Gravel, little Silt, medium dense, wet (SM).

S-8: Brown coarse to fine SAND, little Silt, some

medium to fine Gravel, medium dense, wet (SM).

S-9: Same as above.

S-10: Gray Fat CLAY, trace medium to fine Sand,

frequent marine material, stiff, wet (CH).

S-11: Gray Fat CLAY, trace medium to fine Sand,

frequent marine material, very soft, wet (CH).

S-12: Gray Silty CLAY, trace medium to fine Sand,

frequent marine material, very soft, wet (CL).

S-13: Gray fine SAND, some Clayey Silt, frequent

marine material, very soft, wet (SM).

REC.

(in.)

DEPTH (feet)

Depth

Elev.

SAMPLE

CASING (Blows/ft) TYPE

RQD

%

RUN

(in.)

SOIL (Blows/6 in.)

6/12 NUMBER SYMBOL DEPTH (feet)

CORING

REC.

%

FIELD CLASSIFICATION AND REMARKS

REC.

(in.) 12/18

L>4"

(in.)

0/6 GRAPHIC LOG18/24

PROJECT: AMTRAK Hudson Yards CONTRACTOR: ADT

DRILLER: Dominick Pepe, George Raymond

CLIENT: AMTRAK INSPECTOR:

LOCATION:

Juan Zapata Jr.

30th St., 11th Ave., New York, NY

Boring No. 2

30

35

40

45

50

55

3

BORING LOG 2 3

BORING NUMBER:

PROJECT NUMBER:

SHEET NUMBER:

SEG-3-2T

of

SEG-3-2T Sheet of

(continued) 4016879 TEST BOREING SEG 3 BORING LOGS SOIL.GPJ CANARSIE-LIB.GLB - COPY.GLB 2/29/16
S 14 60.0 - 61.8 6 8 7 60/4'' 8 S-14: Brown coarse to fine SAND, some coarse to

fine Gravel, some Silt, medium dense, wet (SM) -

Decomposed SCHIST.

End of soil at 63' bgs.

Start rock coring at 63' bgs.

REC.

(in.)

DEPTH (feet)

Depth

Elev.

SAMPLE

CASING (Blows/ft) TYPE

RQD

%

RUN

(in.)

SOIL (Blows/6 in.)

6/12 NUMBER SYMBOL DEPTH (feet)

CORING

REC.

%

FIELD CLASSIFICATION AND REMARKS

REC.

(in.) 12/18

L>4"

(in.)

0/6 GRAPHIC LOG18/24

PROJECT: AMTRAK Hudson Yards CONTRACTOR: ADT

DRILLER: Dominick Pepe, George Raymond

CLIENT: AMTRAK INSPECTOR:

LOCATION:

Juan Zapata Jr.

30th St., 11th Ave., New York, NY

Boring No. 3

65

70

75

80

85

90

3

BORING LOG 3 3

BORING NUMBER:

PROJECT NUMBER:

SHEET NUMBER:

SEG-3-2T

of

SEG-3-2T Sheet of

(continued) 4016879 TEST BOREING SEG 3 BORING LOGS SOIL.GPJ CANARSIE-LIB.GLB - COPY.GLB 2/29/16
-2

2

4

2

6

6

6

6

3

3

2

2

2

2

2

2

2

2

1

1

1

2

2

2

1

2

2

1

1

1

1

2

2

1

1

1

1

46

52

93

88

100

100

63

63.5

63.95

64.3

64.6

64.7

65.3

65.6

65.85

66.9

67.1

67.3

68.25

68.5

68.55

68.75

68.9

69.1

69.7

69.8

69.9

70

70.1

70.6

71.25

72

72.15

73.15

73.5

74

74.1

75

75.4

77.6

78.5

80

84.4

85

C-1: Gray Garnet-Mica SCHIST, coarse to fine grains

of quartz, feldspar, biotite, muscovite, garnet and

chlorite, slightly to moderately weathered, medium

strong, very close to close fracture spacing,

schistosity dips 65° to 75°, recovery loss assumed at

64.7'-65.7'.

C-2: Gray Garnet-Mica SCHIST, coarse to fine grains

of quartz, feldspar, biotite, muscovite, garnet and

chlorite, slightly to moderately weathered from 65' to

66.9', slightly weathered from 66.9' to 70', medium

strong, very close to moderate fracture spacing,

schistosity dips 70° to 85°, recovery loss assumed at

65'-65.3'.

C-3: Gray Garnet-Mica SCHIST, coarse to fine grains

of quartz, feldspar, biotite, muscovite, garnet and

chlorite, slightly weathered, medium strong, very

close to moderate fracture spacing, schistosity dips

75°, quartz band at 73.8' to 74.6'.

C-4: Gray SCHIST, medium to fine grains of quartz,

feldspar, biotite, muscovite and garnet, slightly

weathered, strong, moderate to wide fracture spacing

except close fracture spacing at 75' to 75.4',

schistosity dips 75° to 85°.

C-5: Gray SCHIST, medium to fine grains of quartz,

feldspar, biotite, muscovite and garnet, slightly

weathered to fresh, strong, wide fracture spacing

except close fracture spacing at 84.4' to 85',

schistosity dips 70° to 85°.

C-6: Gray SCHIST, medium to fine grains of quartz,

feldspar, biotite, muscovite and garnet, slightly

weathered to fresh, strong, wide fracture spacing,

schistosity dips 70° to 85°.

C-1

63.0 - 65.0

C-2

65.0 - 70.0

C-3

70.0 - 75.0

C-4

75.0 - 80.0

C-5

80.0 - 85.0

C-6

85.0 - 89.8

0MB 55MB 0MB *80MB 50MB 10MB 20MB *70MB 30MB 10MB *85MB 50MB 30MB 30MB *80MB 10MB *80MB 50MB 10MB 20MB *85MB 45MB *75MB 10MB 10MB *75MB 10MB 25MB 20MB 15MB 20MB 20MB *85MB 30MB 15MB 25MB 15MB 10MB-3

10

1.5

3

1

1

1

1

1.5

1.5

3

3

3

1

3

1

3

1

3

1

3

1.5

3

1.5

1

1.5

3

3

1.5

1

3

1

3

3

3

3

3

R3

R3

R3

R4

R4

R4

20

56

60

60

60

58

83

93

100

100

100

100

II/III

II/III

II

II

II/I

I RECOVERY (%) STRENGTH Jr RQD (%) Ja RECOVERY (in)

CORING RATE (ft/min)

ANGLE (deg)

DEPTH (feet)

DEPTH (feet) CORE RUN NO. AND DEPTH (ft) WEATHERING

DISCONTINUITY DATA

DESCRIPTION AND REMARKS

(Lithology, Structure, Weathering,

Continuity, Strength, Color, Grain Size)

* - Denotes discontinuity along foliation

MB - Denotes mechanical break

CASING SIZE:

NOTES:

2.98"

3" (3.5")

O.D.:

TYPE:

CORE BARREL DATA:

NQ

1.875"

Double Tube Swivel

CORE SIZE:

I.D.:

GROUNDWATER DATA

AMTRAK Hudson Yards

Dominick Pepe, George Raymond

Juan Zapata Jr.

CME-75 (truck mounted), Automatic Hammer TIME:

11:00 am

Water

Depth

(ft)

START DATE:

RIG TYPE:

AMTRAK

8/15/15

LOCATION:

CLIENT:

ADT

PROJECT:

DRILLING METHOD: MUD ROTARY

CONTRACTOR:

FINISH DATE:

TIME:

DRILLER:

8/10/15

INSPECTOR:

LOCATION:

Date Time

Hole

Depth

(ft)

Casing

Depth

(ft)

10:30 am

COORD.

STN. NO.:

SURFACE ELEV.:

DATUM:

OFFSET:

30 St., 11 Ave., New York, NY

CORING LOG

Boring No. 1

65

70

75

80

85

2

BORING NUMBER:

1 2

PROJECT NUMBER:

SHEET NUMBER:

SEG-3-2T

of

SEG-3-2T Sheet of

4016879 PB CORING LOG HUDSON YARD ROCK.GPJ CANARSIE-LIB.GLB - COPY.GLB 10/25/15
End of boring at 89.8' bgs. 40MB 3 2 89.8

RECOVERY (%) STRENGTH Jr RQD (%) Ja RECOVERY (in)

CORING RATE (ft/min)

ANGLE (deg)

DEPTH (feet)

DEPTH (feet) CORE RUN NO. AND DEPTH (ft) WEATHERING

DISCONTINUITY DATA

DESCRIPTION AND REMARKS

(Lithology, Structure, Weathering,

Continuity, Strength, Color, Grain Size)

* - Denotes discontinuity along foliation

MB - Denotes mechanical break

PROJECT: AMTRAK Hudson Yards CONTRACTOR: ADT

DRILLER: Dominick Pepe, George Raymond

CLIENT: AMTRAK INSPECTOR:

LOCATION:

Juan Zapata Jr.

30th St., 11th Ave., New York, NY

CORING LOG

Boring No. 2

90

95

100

105

110

115

120

2

BORING NUMBER:

2 2

PROJECT NUMBER:

SHEET NUMBER:

SEG-3-2T

of

SEG-3-2T Sheet of

(continued) 4016879 PB CORING LOG HUDSON YARD ROCK.GPJ CANARSIE-LIB.GLB - COPY.GLB 10/25/15
3

3

3

1

4

5

7

3

1

4

G

S

S

S

S

S

3

5

3

WOH

4

3

2

1

1

4

10

10

7

16

0

0.0 - 6.0

6.0 - 8.0

8.0 - 10.0

10.0 - 12.0

15.0 - 17.0

20.0 - 22.0

1

1

2

3

4

5

Excavated top 6' soil to clear utilities.

Mud from 0' to 6'.

S-1: Black coarse to fine SAND, some medium to

fine Gravel, loose, moist (Fill).

S-2: Black coarse to fine SAND, some medium to

fine Gravel, loose, moist (Fill).

S-3: Black coarse to fine SAND, some medium to

fine Gravel, loose, moist (Fill).

S-4: Black Clayey SILT, trace fine Sand, trace fine

Gravel, very soft, wet (ML)-Fill.

S-5: No Recovery.

REC.

(in.)

DEPTH (feet)

Depth

Elev.

SAMPLE

CASING (Blows/ft) TYPE

RQD

%

RUN

(in.)

SOIL (Blows/6 in.)

6/12 NUMBER SYMBOL DEPTH (feet)

CORING

REC.

%

FIELD CLASSIFICATION AND REMARKS

REC.

(in.) 12/18

L>4"

(in.)

0/6 GRAPHIC LOG18/24

68

30'' in.

Casing

S

30"

1.375"

Shelby Tube

G

Drill Rod Size

I.D. (O.D.)

Type/Symbol

I.D.

O.D.

Length

Hammer Wt.

Hammer Fall

3"

U

24" "

C

Core Barrel

"

"

" "

" 2.155"

2.98"

60"

2.938"

2"

140 lbs

30 in.

Split Spoon

4"

HW P

Grab

2.25" (2.625")

140 lb lbs

4.5"

NW

Pitcher

N: 1,915,923.2

CONTRACTOR:

CME-75 (truck mounted), Automatic Hammer

Dominick Pepe, George Raymond

Juan Zapata Jr.

8/24/15

LOCATION:

30th St., 11th Ave., New York,

30th St., 11th Ave., New York, NY NY

E: 14,802,927.9

OFFSET:

AMTRAK Hudson Yards

GROUNDWATER DATA

CLIENT:

ADT

PROJECT:

Date

FINISH DATE:

TIME:

DRILLER:

8/19/15

INSPECTOR:

LOCATION:

TIME:

DRILLING METHOD: Rotary Wash 2:00 pm

Water

Depth

(ft)

START DATE:

RIG TYPE:

Time

Hole

Depth

(ft)

Casing

Depth

(ft)

12:00 pm

COORD.

STN. NO.:

SURFACE ELEV.:

DATUM:

306.6 feet

AMTRAK

Boring No. 1

5

10

15

20

3

BORING LOG 1 3

BORING NUMBER:

PROJECT NUMBER:

SHEET NUMBER:

SEG-3-3T

of

SEG-3-3T Sheet of

4016879 TEST BOREING SEG 3 BORING LOGS SOIL.GPJ CANARSIE-LIB.GLB - COPY.GLB 2/29/16

8/24/2015 7:10:00 AM 8.5 68 93
3

2

WOH

WOH

WOH

WOH

WOH

3

2

WOH

WOR

WOR

1

2

S

S

S

S

S

S

S

4

3

WOH

WOH

WOH

1

1

5

3

WOH

WOH

WOH

WOH

WOH

5

0

21

18

24

24

24

25.0 - 27.0

30.0 - 32.0

35.0 - 37.0

40.0 - 42.0

45.0 - 47.0

50.0 - 52.0

55.0 - 57.0

6

7

8

9

10

11

12

S-6: Brown coarse to fine SAND, some medium to

fine Gravel, little Silt, loose, wet (SM).

S-7: No Recovery.

S-8: Gray Fat CLAY, occasional marine material,

very soft, wet (CH).

S-9: Gray Fat CLAY, trace fine Sand, trace fine

Gravel, very soft, wet (CH).

S-10: Gray Fat CLAY, occasional marine material,

very soft, wet (CH).

S-11: Same as above.

S-12: Gray Fat CLAY, some medium to fine Sand,

occasional marine material, very soft, wet (CH).

REC.

(in.)

DEPTH (feet)

Depth

Elev.

SAMPLE

CASING (Blows/ft) TYPE

RQD

%

RUN

(in.)

SOIL (Blows/6 in.)

6/12 NUMBER SYMBOL DEPTH (feet)

CORING

REC.

%

FIELD CLASSIFICATION AND REMARKS

REC.

(in.) 12/18

L>4"

(in.)

0/6 GRAPHIC LOG18/24

PROJECT: AMTRAK Hudson Yards CONTRACTOR: ADT

DRILLER: Dominick Pepe, George Raymond

CLIENT: AMTRAK INSPECTOR:

LOCATION:

Juan Zapata Jr.

30th St., 11th Ave., New York, NY

Boring No. 2

30

35

40

45

50

55

3

BORING LOG 2 3

BORING NUMBER:

PROJECT NUMBER:

SHEET NUMBER:

SEG-3-3T

of

SEG-3-3T Sheet of

(continued) 4016879 TEST BOREING SEG 3 BORING LOGS SOIL.GPJ CANARSIE-LIB.GLB - COPY.GLB 2/29/16
2

50/1

2

WOR

S

S

2

5

3

-

10

13

60.0 - 62.0

65.0 - 66.1

13

14

S-13: Gray Fat CLAY, occasional marine material,

soft, wet (CH).

S-14: Gray Clayey SILT, some medium to fine Sand,

frequent decomposed SCHIST, hard, wet (ML).

End of soil at 68' bgs.

Start rock coring at 68'.

REC.

(in.)

DEPTH (feet)

Depth

Elev.

SAMPLE

CASING (Blows/ft) TYPE

RQD

%

RUN

(in.)

SOIL (Blows/6 in.)

6/12 NUMBER SYMBOL DEPTH (feet)

CORING

REC.

%

FIELD CLASSIFICATION AND REMARKS

REC.

(in.) 12/18

L>4"

(in.)

0/6 GRAPHIC LOG18/24

PROJECT: AMTRAK Hudson Yards CONTRACTOR: ADT

DRILLER: Dominick Pepe, George Raymond

CLIENT: AMTRAK INSPECTOR:

LOCATION:

Juan Zapata Jr.

30th St., 11th Ave., New York, NY

Boring No. 3

65

70

75

80

85

90

3

BORING LOG 3 3

BORING NUMBER:

PROJECT NUMBER:

SHEET NUMBER:

SEG-3-3T

of

SEG-3-3T Sheet of

(continued) 4016879 TEST BOREING SEG 3 BORING LOGS SOIL.GPJ CANARSIE-LIB.GLB - COPY.GLB 2/29/16
-3

2

2

1

1

2

6

6

6

6

1

1

2

2

2

1

2

2

2

2

2

2

1

1

1

2

1

1

1

72

92

100

82

75

68

68.7

69.6

70.3

71.3

72.2

72.55

72.65

72.7

72.8

73.25

75.2

77.15

77.8

78

81.35

82.4

83

84.6

85

85.96

86.05

86.4

88

89

89.45

89.55

90.1

90.6

91

C-1: Gray Garnet-Mica SCHIST, coarse to fine grains

of quartz, feldspar, biotite, muscovite and garnet,

slightly weathered, medium strong, extremely close to

moderate fracture spacing, schistosity dips 70° to 80°,

pyrite on multiple fractures, recovery loss assumed at

72.8'-73'.

C-2: Gray Garnet-Mica SCHIST, coarse to fine grains

of quartz, feldspar, biotite, muscovite and garnet,

slightly weathered, medium strong, moderate fracture

spacing except very close to close fracture spacing at

77.8' to 78', schistosity dips 70° to 80°.

C-3: 78' to 81.35': Gray Garnet-Mica SCHIST, coarse

to fine grains of quartz, feldspar, biotite, muscovite

and garnet, slightly weathered, strong, wide fracture

spacing schistosity dips 70° to 80°;

81.35' to 83': Light gray-green Muscovite GRANITE,

coarse to fine grains of quartz, feldspar, muscovite,

epidote (?) and garnet, slightly weathered, strong,

close to moderate fracture spacing, high-angle healed

fractures.

C-4: 83' to 85': Light gray-green Muscovite

GRANITE, coarse to fine grains of quartz, feldspar,

muscovite, epidote (?) and garnet, slightly weathered,

strong, close to moderate fracture spacing;

85' to 88': Gray Garnet-Mica SCHIST, coarse to fine

grains of quartz, feldspar, biotite, muscovite and

garnet, slightly weathered, medium strong to strong,

very close to moderate fracture spacing, schistosity

dips 60° to 75°.

C-5: Gray Garnet-Mica SCHIST, coarse to fine grains

of quartz, feldspar, biotite, muscovite and garnet,

slightly weathered, medium strong to strong, very

close to moderate fracture spacing, schistosity dips

65° to 75°.

C-1

68.0 - 73.0

C-2

73.0 - 78.0

C-3

78.0 - 83.0

C-4

83.0 - 88.0

C-5

88.0 - 93.0

10MB *80MB *75MB *80MB *75MB *80MB *80MB 10MB 85MB 10MB 15MB 30MB *75MB 40MB 20MB

60MB 75MB 10MB 70MB *70MB 10MB 45MB 50MB 20MB 60MB 40MB *75MB *70MB *65MB *65MB

-1.5

1.5

1.5

1.5

1

1

1

1

1

1

1.5

1

3

3

1.5

3

3

1

1

3

1.5

1.5

3

1.5

3

1

1

1

1

R3

R3

R4

R3/R4

R3/R4

58

57

60

60

60

97

95

100

100

100

II

II

II

II

II RECOVERY (%) STRENGTH Jr RQD (%) Ja RECOVERY (in)

CORING RATE (ft/min)

ANGLE (deg)

DEPTH (feet)

DEPTH (feet) CORE RUN NO. AND DEPTH (ft) WEATHERING

DISCONTINUITY DATA

DESCRIPTION AND REMARKS

(Lithology, Structure, Weathering,

Continuity, Strength, Color, Grain Size)

* - Denotes discontinuity along foliation

MB - Denotes mechanical break

CASING SIZE:

NOTES:

2.98"

3" (3.5")

O.D.:

TYPE:

CORE BARREL DATA:

NQ

1.875"

Double Tube Swivel

CORE SIZE:

I.D.:

GROUNDWATER DATA

AMTRAK Hudson Yards

Dominick Pepe, George Raymond

Juan Zapata Jr.

CME-75 (truck mounted), Automatic Hammer TIME:

2:00 pm

Water

Depth

(ft)

START DATE:

RIG TYPE:

AMTRAK

8/24/15

LOCATION:

CLIENT:

ADT

PROJECT:

DRILLING METHOD: MUD ROTARY

CONTRACTOR:

FINISH DATE:

TIME:

DRILLER:

8/19/15

INSPECTOR:

LOCATION:

Date Time

Hole

Depth

(ft)

Casing

Depth

(ft)

12:00 pm

COORD.

STN. NO.:

SURFACE ELEV.:

DATUM:

OFFSET:

30 St., 11 Ave., New York, NY

CORING LOG

Boring No. 1

70

75

80

85

90

2

BORING NUMBER:

1 2

PROJECT NUMBER:

SHEET NUMBER:

SEG-3-3T

of

SEG-3-3T Sheet of

4016879 PB CORING LOG HUDSON YARD ROCK.GPJ CANARSIE-LIB.GLB - COPY.GLB 10/25/15
1

1

91.6

93

End of boring at 93' bgs. *70MB 30MB 1

3 RECOVERY (%) STRENGTH Jr RQD (%) Ja RECOVERY (in)

CORING RATE (ft/min)

ANGLE (deg)

DEPTH (feet)

DEPTH (feet) CORE RUN NO. AND DEPTH (ft) WEATHERING

DISCONTINUITY DATA

DESCRIPTION AND REMARKS

(Lithology, Structure, Weathering,

Continuity, Strength, Color, Grain Size)

* - Denotes discontinuity along foliation

MB - Denotes mechanical break

PROJECT: AMTRAK Hudson Yards CONTRACTOR: ADT

DRILLER: Dominick Pepe, George Raymond

CLIENT: AMTRAK INSPECTOR:

LOCATION:

Juan Zapata Jr.

30th St., 11th Ave., New York, NY

CORING LOG

Boring No. 2

95

100

105

110

115

120

125

2

BORING NUMBER:

2 2

PROJECT NUMBER:

SHEET NUMBER:

SEG-3-3T

of

SEG-3-3T Sheet of

(continued) 4016879 PB CORING LOG HUDSON YARD ROCK.GPJ CANARSIE-LIB.GLB - COPY.GLB 10/25/15
5

8

3

2

2

16

10

1

15

17

G

S

S

S

S

S

9

8

2

1

1

8

11

1

1

1

9

5

3

1

1

0.0 - 6.0

6.0 - 8.0

8.0 - 10.0

10.0 - 12.0

15.0 - 17.0

20.0 - 22.0

1

1

2

3

4

5

Excavated top 6' soil to clear utilities.

S-1: Brown, green and dark brown coarse to fine

SAND, and Silt, little coarse to fine Gravel, medium

dense, moist (SM)-Fill.

S-2: Same as above.

S-3: Brown and green coarse to fine SAND, trace

Silt, very loose, moist (SP)-Fill.

S-4: Brown medium to fine SAND, trace Silt, very

loose, moist (SP)-Fill.

S-5: Gray Fat CLAY, some fine Sand, trace fine

Gravel, very soft wet (CH)

REC.

%

FIELD CLASSIFICATION AND REMARKS

REC.

(in.) TYPE

RQD

%

RUN NUMBER DEPTH (feet)

(in.)

Depth

Elev.

DEPTH (feet)

CORING SYMBOL

REC.

(in.)

SAMPLE

CASING (Blows/ft)

SOIL (Blows/6 in.)

6/12 12/18

L>4"

(in.)

0/6 GRAPHIC LOG18/24

Split Spoon

S

4"

P

Grab

140 lb

" 2.98"

C

Core Barrel

HW

30'' 60"

"

Casing

1.375"

Shelby Tube

G

Drill Rod Size

I.D. (O.D.)

Type/Symbol

I.D.

O.D.

Length

Hammer Wt.

Hammer Fall

U

140 lbs

30'' 30 in. 2.25" (2.625")

4.5"

NW

Pitcher

35

3''

24" "

2.938'' 2.155"

3"

CONTRACTOR:

CME-75 (truck mounted), Automatic Hammer

Dominick Pepe, George Raymond

Juan Zapata Jr.

TIME:

DRILLER:

8/13/15

INSPECTOR:

LOCATION:

TIME:

11:00 am

8/19/15

LOCATION:

GROUNDWATER DATA

AMTRAK Hudson Yards

CLIENT:

PROJECT:

Date

FINISH DATE:

N: 1,916,164.6

DRILLING METHOD: Rotary Wash

30th St., 11th Ave., New York,

30th St., 11th Ave., New York, NY NY

E: 14,802,800.5

OFFSET:

Water

Depth

(ft)

START DATE:

RIG TYPE:

Time

Hole

Depth

(ft)

Casing

Depth

(ft)

2:00 pm

COORD.

STN. NO.:

SURFACE ELEV.:

DATUM:

308.6 feet

AMTRAK

ADT

5

10

15

20

2

2

Boring No. 1

BORING LOG 1

BORING NUMBER:

PROJECT NUMBER:

SHEET NUMBER:

SEG-3-4T

of

SEG-3-4T Sheet of

4016879 PB BORINGS 2 SEG 3 BORING LOGS SOIL.GPJ CANARSIE-LIB.GLB - COPY.GLB 2/21/16

35

35

35

35

35

35

11.5

11

9.3

9:00:00 AM

10:00:00 AM

7:00:00 AM

8/17/2015

8/18/2015

8/19/2015
2

1

23

5

S

S

WOH

1

WOH

1

WOH

WOH

25.0 - 27.0

30.0 - 32.0

6

7

S-6: Dark green-gray Fat CLAY, some fine Sand,

trace fine Gravel, very loose, wet (CH).

S-7: Dark gray Clayey SILT, trace fine Sand,

occasional marine material, very soft, wet (ML).

End of soil at 35' bgs.

Start rock coring at 35' bgs.

REC.

%

FIELD CLASSIFICATION AND REMARKS

REC.

(in.) TYPE

RQD

%

RUN NUMBER DEPTH (feet)

(in.)

Depth

Elev.

DEPTH (feet)

CORING SYMBOL

REC.

(in.)

SAMPLE

CASING (Blows/ft)

SOIL (Blows/6 in.)

6/12 12/18

L>4"

(in.)

0/6 GRAPHIC LOG18/24

PROJECT: AMTRAK Hudson Yards CONTRACTOR: ADT

DRILLER: Dominick Pepe, George Raymond

CLIENT: AMTRAK INSPECTOR:

LOCATION:

Juan Zapata Jr.

30th St., 11th Ave., New York, NY

30

35

40

45

50

55

2

2

Boring No. 2

BORING LOG 2

BORING NUMBER:

PROJECT NUMBER:

SHEET NUMBER:

SEG-3-4T

of

SEG-3-4T Sheet of

(continued) 4016879 PB BORINGS 2 SEG 3 BORING LOGS SOIL.GPJ CANARSIE-LIB.GLB - COPY.GLB 2/21/16
-2

2

1

2

2

2

2

2

1

1

2

2

2

2

2

2

2

4

4

2

2

1

1

1

1

1

2

6

2

1

1

1

2

2

-2

1

2

1

91

83

58

92

68

35.25

36.3

36.7

37.5

38

38.9

39

39.5

39.9

40

40.7

41.5

41.85

42.8

43.5

44

44.2

44.6

45

45.25

45.5

46.7

47

47.35

47.6

47.8

47.9

47.95

48

48.9

49

50.8

51.2

52.9

53.2

54.3

54.9

55.2

55.5

56.5

C-1: Gray SCHIST, coarse to fine grains of quartz,

feldspar, biotite, muscovite and sparse garnet, slightly

weathered, medium strong, very close to moderate

fracture spacing, schistosity dips 60° to 65°,

occasional banding parallel to schistosity.

C-2: Gray Garnet-Mica SCHIST, coarse to fine grains

of quartz, feldspar, biotite, muscovite and garnet,

slightly weathered, strong, close to moderate fracture

spacing, schistosity dips 55° to 65°, occasional

banding parallel to foliation.

C-3: Gray Garnet-Mica SCHIST, coarse to fine grains

of quartz, feldspar, biotite, muscovite and garnet,

slightly weathered, strong, very close to moderate

fracture spacing.

C-4: Gray Garnet-Mica SCHIST, coarse to fine grains

of quartz, feldspar, biotite, muscovite and garnet,

slightly weathered, strong, close to moderate fracture

spacing, schistosity dips 50° to 65°.

C-5: 54.9' to 57.7': Gray Garnet-Mica SCHIST,

coarse to fine grains of quartz, feldspar, biotite,

muscovite and garnet, slightly weathered, strong,

close to moderate fracture spacing, schistosity dips

55° to 60°;

57.7' to 58.6': QUARTZ, fresh, strong, moderate

fracture spacing;

58.6' to 59.9': Gray Garnet-Mica SCHIST, medium to

fine grains of quartz, feldspar, biotite, muscovite and

C-1

35.3 - 40.0

C-2

40.0 - 45.0

C-3

45.0 - 50.0

C-4

50.0 - 54.9

C-5

54.9 - 59.9

0MB *65MB *65MB *60MB *65MB *60MB *60MB *60MB *60MB *60MB *60MB *60MB *60MB *65MB *55MB *55MB *55MB *55MB *60MB *60MB *60MB *50MB *55MB *60MB *65MB *65MB *65MB *65MB 30MB 30MB 35MB *65MB 20MB *50MB 65MB 45MB *60MB 20MB *55MB 35MB-1

1

1

1

1

1

1

1

1

1

1

1.5

1

1

1

1

1.5

1

1.5

1

1

1

1

1

1

1

1.5

1

1.5

3

1

1.5

1.5

3

-1

1.5

1.5

1

R4

R4

R4

R4

R4

57

58

59

59

59

100

97

98

100

98

II

II

II

II

I/II

RECOVERY (%) STRENGTH Jr RQD (%) Ja RECOVERY (in)

CORING RATE (ft/min)

ANGLE (deg)

DEPTH (feet)

DEPTH (feet) CORE RUN NO. AND DEPTH (ft) WEATHERING

DISCONTINUITY DATA

DESCRIPTION AND REMARKS

(Lithology, Structure, Weathering,

Continuity, Strength, Color, Grain Size)

* - Denotes discontinuity along foliation

MB - Denotes mechanical break

CASING SIZE:

NOTES:

2.98"

3" (3.5")

O.D.:

TYPE:

CORE BARREL DATA:

NQ

1.875"

Double Tube Swivel

CORE SIZE:

I.D.:

GROUNDWATER DATA

AMTRAK Hudson Yards

Dominick Pepe, George Raymond

Juan Zapata Jr.

CME-75 (truck mounted), Automatic Hammer TIME:

11:00 am

Water

Depth

(ft)

START DATE:

RIG TYPE:

AMTRAK

8/19/15

LOCATION:

CLIENT:

ADT

PROJECT:

DRILLING METHOD: MUD ROTARY

CONTRACTOR:

FINISH DATE:

TIME:

DRILLER:

8/13/15

INSPECTOR:

LOCATION:

Date Time

Hole

Depth

(ft)

Casing

Depth

(ft)

2:00 pm

COORD.

STN. NO.:

SURFACE ELEV.:

DATUM:

OFFSET:

30 St., 11 Ave., New York, NY

CORING LOG

Boring No. 1

40

45

50

55

60

2

BORING NUMBER:

1 2

PROJECT NUMBER:

SHEET NUMBER:

SEG-3-4T

of

SEG-3-4T Sheet of

4016879 PB CORING LOG HUDSON YARD ROCK.GPJ CANARSIE-LIB.GLB - COPY.GLB 10/25/15
2

1

2

1

2

2

1

1

2

2

2

2

1

2

6

6

2

2

1

1

1

1

3

6

2

6

1

2

2

1

2

2

2

93

88

93

60

56.7

57

57.5

58.1

58.9

59.05

59.9

60.4

61.7

63.7

64.1

64.9

67.55

69.5

69.8

70.1

70.25

70.7

71.5

72.15

72.6

73.25

74.3

74.35

74.4

74.9

77

77.35

77.7

78.55

79.4

79.6

79.9

garnet, slightly weathered, strong, very close to

moderate fracture spacing, schistosity dips 55° to 60°.

C-6: Gray Garnet-Mica SCHIST, coarse to fine grains

of quartz, feldspar, biotite, muscovite and garnet,

slightly weathered, strong, close to moderate fracture

spacing, schistosity dips 55° to 60°, quartz band at

64.1' to 64.35'.

C-7: Gray Garnet-Mica SCHIST, coarse to fine grains

of quartz, feldspar, biotite, muscovite and garnet,

slightly weathered, strong, moderate to wide fracture

spacing except close fracture spacing at 69.6' to 69.9',

schistosity dips 60° to 70°.

C-8: Gray Garnet-Mica SCHIST, coarse to fine grains

of quartz, feldspar, biotite, muscovite and garnet,

slightly weathered, medium strong to strong, very

close to moderate fracture spacing, schistosity dips

65°, muscovite granite bands at 70.9' to 71.8', and

73.55' to 73.75' with coarse to fine grains of quartz,

feldspar, muscovite and garnet.

C-9: Gray Garnet-Mica SCHIST, coarse to fine grains

of quartz, feldspar, biotite, muscovite and garnet,

slightly weathered, medium strong, very close to

moderate fracture spacing, schistosity dips 65° to 70°,

loss of recovery assumed at 74.9' to 75.35'.

End of boring at 79.9' bgs.

C-6

59.9 - 64.9

C-7

64.9 - 69.9

C-8

69.9 - 74.9

C-9

74.9 - 79.9

40MB *55MB 60MB 10MB 30MB 15MB 55MB 50MB *60MB 10MB *55MB 55MB 30MB *70MB 10MB 10MB 25MB *65MB 40MB 40MB 40MB 40MB *65MB *65MB *65MB 35MB *65MB *65MB 30MB 30MB 35MB 10MB 30MB1

1

3

1.5

1

1.5

1.5

1.5

1

3

1

3

3

1.5

1

1

3

1

3

1.5

1.5

1.5

1

1

1

1

1

1

3

3

3

1.5

3

R4

R4

R3/R4

R3

60

59

58

55

100

98

97

92

II

II

II

II RECOVERY (%) STRENGTH Jr RQD (%) Ja RECOVERY (in)

CORING RATE (ft/min)

ANGLE (deg)

DEPTH (feet)

DEPTH (feet) CORE RUN NO. AND DEPTH (ft) WEATHERING

DISCONTINUITY DATA

DESCRIPTION AND REMARKS

(Lithology, Structure, Weathering,

Continuity, Strength, Color, Grain Size)

* - Denotes discontinuity along foliation

MB - Denotes mechanical break

PROJECT: AMTRAK Hudson Yards CONTRACTOR: ADT

DRILLER: Dominick Pepe, George Raymond

CLIENT: AMTRAK INSPECTOR:

LOCATION:

Juan Zapata Jr.

30th St., 11th Ave., New York, NY

CORING LOG

Boring No. 2

65

70

75

80

85

90

95

2

BORING NUMBER:

2 2

PROJECT NUMBER:

SHEET NUMBER:

SEG-3-4T

of

SEG-3-4T Sheet of

(continued) 4016879 PB CORING LOG HUDSON YARD ROCK.GPJ CANARSIE-LIB.GLB - COPY.GLB 10/25/15
4

14

9

2

1

7

1

9

6

1

G

S

S

S

S

S

6

8

10

2

1

4

9

8

5

1

2

10

15

1

WOH

0.0 - 6.0

6.0 - 8.0

8.0 - 10.0

10.0 - 12.0

15.0 - 17.0

20.0 - 22.0

1

1

2

3

4

5

Excavated top 6' soil to clear utilities.

S-1: Gray medium to fine SAND, trace medium to

fine Gravel, loose, moist-Fill.

S-2: Gray coarse to fine GRAVEL, medium dense,

moist-Fill.

S-3: Gray Coarse to fine SAND, and Silt, some

coarse to fine Gravel, medium dense, moist (SM)-Fill.

S-4: Brown medium to fine SAND, loose, moist-Fill.

S-5: Brown medium to fine SAND, little coarse to

fine Gravel, very loose, wet-Fill.

REC.

%

FIELD CLASSIFICATION AND REMARKS

REC.

(in.) TYPE

RQD

%

RUN NUMBER DEPTH (feet)

(in.)

Depth

Elev.

DEPTH (feet)

CORING SYMBOL

REC.

(in.)

SAMPLE

CASING (Blows/ft)

SOIL (Blows/6 in.)

6/12 12/18

L>4"

(in.)

0/6 GRAPHIC LOG18/24

Split Spoon

S

4"

P

Grab

140 lb

" 2.98"

C

Core Barrel

HW

30'' 60"

"

Casing

1.375"

Shelby Tube

G

Drill Rod Size

I.D. (O.D.)

Type/Symbol

I.D.

O.D.

Length

Hammer Wt.

Hammer Fall

U

140 lbs

30'' 30 in. 2.25" (2.625")

4.5"

NW

Pitcher

35

3''

24" "

2.938'' 2.155"

3"

CONTRACTOR:

CME-75 (truck mounted), Automatic Hammer

Dominick Pepe, George Raymond

Juan Zapata Jr.

TIME:

DRILLER:

8/28/15

INSPECTOR:

LOCATION:

TIME:

2:00 pm

8/30/15

LOCATION:

GROUNDWATER DATA

AMTRAK Hudson Yards

CLIENT:

PROJECT:

Date

FINISH DATE:

N: 1,916,066.0

DRILLING METHOD: Rotary Wash

30th St., 11th Ave., New York,

30th St., 11th Ave., New York, NY NY

E: 14,802,889.8

OFFSET:

Water

Depth

(ft)

START DATE:

RIG TYPE:

Time

Hole

Depth

(ft)

Casing

Depth

(ft)

2:00 pm

COORD.

STN. NO.:

SURFACE ELEV.:

DATUM:

306.6 feet

AMTRAK

ADT

5

10

15

20

2

2

Boring No. 1

BORING LOG 1

BORING NUMBER:

PROJECT NUMBER:

SHEET NUMBER:

SEG-3-5T

of

SEG-3-5T Sheet of

4016879 PB BORINGS 2 SEG 3 BORING LOGS SOIL.GPJ CANARSIE-LIB.GLB - COPY.GLB 2/21/16
3

1

1

1

6

17

13

24

24

20

23

20

4

4

S

S

S

S

S

S

S

1

1

1

1

1

9

24

1

WOH

1

WOH

1

19

21

WOH

1

2

WOH

WOH

15

24

25.0 - 27.0

30.0 - 32.0

35.0 - 37.0

40.0 - 42.0

45.0 - 47.0

50.0 - 52.0

55.0 - 57.0

6

7

8

9

10

11

12

S-6: Dark gray Fat CLAY and Organic CLAY, very

soft, wet (CH-OH).

S-7: Dark gray Fat CLAY and Organic CLAY,

occasional marine material, very soft, wet (CH-OH).

S-8: Dark gray Fat CLAY and Organic CLAY,

occasional marine material, very soft, wet (CH-OH).

S-9: Brown medium to fine SAND, and Clayey Silt,

occasional marine material, very loose, wet (SM).

S-10: Same as above.

S-11: Dark brown coarse to fine GRAVEL, and

coarse to fine Sand, little Silt, medium dense, wet

(GM).

S-12: Dark brown medium to fine SAND, some

medium to fine Gravel, dense, wet (SP).

End of soil at 58' bgs.

Start rock coring at 58' bgs.

REC.

%

FIELD CLASSIFICATION AND REMARKS

REC.

(in.) TYPE

RQD

%

RUN NUMBER DEPTH (feet)

(in.)

Depth

Elev.

DEPTH (feet)

CORING SYMBOL

REC.

(in.)

SAMPLE

CASING (Blows/ft)

SOIL (Blows/6 in.)

6/12 12/18

L>4"

(in.)

0/6 GRAPHIC LOG18/24

PROJECT: AMTRAK Hudson Yards CONTRACTOR: ADT

DRILLER: Dominick Pepe, George Raymond

CLIENT: AMTRAK INSPECTOR:

LOCATION:

Juan Zapata Jr.

30th St., 11th Ave., New York, NY

30

35

40

45

50

55

2

2

Boring No. 2

BORING LOG 2

BORING NUMBER:

PROJECT NUMBER:

SHEET NUMBER:

SEG-3-5T

of

SEG-3-5T Sheet of

(continued) 4016879 PB BORINGS 2 SEG 3 BORING LOGS SOIL.GPJ CANARSIE-LIB.GLB - COPY.GLB 2/21/16
-1

2

2

2

2

2

6

3

2

2

1

1

1

2

2

2

1

1

1

1

1

2

1

1

1

2

2

2

2

1

2

2

2

2

1

1

1

1

55

83

88

74

100

58

58.35

58.75

58.85

59

59.1

59.2

59.4

60.1

60.5

61

63

64.3

64.5

65.6

65.8

66

66.9

68

69.6

70.2

70.7

71

71.6

72.1

72.6

73.2

73.4

73.45

73.55

73.7

73.8

73.9

74.1

74.4

74.9

76.4

77.8

82.4

C-1: Light gray to pink intermixed PEGMATITE and

Muscovite GRANITE, coarse to fine grains of quartz,

feldspar, muscovite and sparse biotite, slightly

weathered, medium strong to strong, very close to

moderate fracture spacing except wide fracture

spacing at 61' to 63'.

C-2: Light gray to pink intermixed PEGMATITE and

Muscovite GRANITE, coarse to fine grains of quartz,

feldspar, muscovite and sparse biotite, slightly

weathered, strong, close to moderate fracture spacing.

C-3: Light gray Muscovite GRANITE, coarse to fine

grains of quartz, feldspar, biotite, muscovite and

sparse biotite, fresh to slightly weathered, strong,

close to moderate fracture spacing.

C-4: Light gray Muscovite GRANITE with

PEGMATITE lenses, coarse to fine grains of quartz,

feldspar, biotite, muscovite and sparse biotite, fresh

to slightly weathered, strong, very close to moderate

fracture spacing.

C-5: Light gray Muscovite GRANITE with

PEGMATITE lenses, coarse to fine grains of quartz,

feldspar, biotite, muscovite and sparse biotite, fresh,

strong, wide fracture spacing.

End of boring at 82.4' bgs.

C-1

58.0 - 63.0

C-2

63.0 - 68.0

C-3

68.0 - 72.7

C-4

72.7 - 77.8

C-5

77.8 - 82.4

0MB 10MB 10MB 85MB 10MB 10MB 85MB 60MB 60MB 55MB 25MB 10MB 15MB 20MB 10MB 25MB 85MB 10MB 10MB 10MB 0MB 10MB 80MB 20MB 5MB 15MB 10MB 80MB 10MB 80MB 15MB 80MB 10MB 45MB 80MB 10MB 10MB 30MB 25MB-3

3

1

1.5

1.5

1.5

1

3

1.5

3

1.5

1.5

1

1.5

1.5

1.5

1.5

1.5

1

1

1

1.5

1

1

1.5

1.5

1

1.5

1

1.5

1

1.5

3

1.5

1

1

1.5

1.5

R3/R4

R4

R4

R4

R4

53

60

56

61

55

88

100

100

100

100

II

II

I/II

I/II

I RECOVERY (%) STRENGTH Jr RQD (%) Ja RECOVERY (in)

CORING RATE (ft/min)

ANGLE (deg)

DEPTH (feet)

DEPTH (feet) CORE RUN NO. AND DEPTH (ft) WEATHERING

DISCONTINUITY DATA

DESCRIPTION AND REMARKS

(Lithology, Structure, Weathering,

Continuity, Strength, Color, Grain Size)

* - Denotes discontinuity along foliation

MB - Denotes mechanical break

CASING SIZE:

NOTES:

2.98"

3" (3.5")

O.D.:

TYPE:

CORE BARREL DATA:

NQ

1.875"

Double Tube Swivel

CORE SIZE:

I.D.:

GROUNDWATER DATA

AMTRAK Hudson Yards

Dominick Pepe, George Raymond

Juan Zapata Jr.

CME-75 (truck mounted), Automatic Hammer TIME:

2:00 pm

Water

Depth

(ft)

START DATE:

RIG TYPE:

AMTRAK

8/30/15

LOCATION:

CLIENT:

ADT

PROJECT:

DRILLING METHOD: MUD ROTARY

CONTRACTOR:

FINISH DATE:

TIME:

DRILLER:

8/28/15

INSPECTOR:

LOCATION:

Date Time

Hole

Depth

(ft)

Casing

Depth

(ft)

2:00 pm

COORD.

STN. NO.:

SURFACE ELEV.:

DATUM:

OFFSET:

30 St., 11 Ave., New York, NY

CORING LOG

Boring No. 1

60

65

70

75

80

1

BORING NUMBER:

1 1

PROJECT NUMBER:

SHEET NUMBER:

SEG-3-5T

of

SEG-3-5T Sheet of

4016879 PB CORING LOG HUDSON YARD ROCK.GPJ CANARSIE-LIB.GLB - COPY.GLB 10/25/15
2

10

9

1

WOH

13

13

22

22

8

17

G

S

S

S

S

U

S

5

10

6

WOH

WOH

2

9

10

1

WOH

4

4

6

WOH

WOR

0.0 - 6.0

6.0 - 8.0

8.0 - 10.0

10.0 - 12.0

15.0 - 17.0

17.0 - 19.0

19.0 - 21.0

1

1

2

3

4

1

5

Excavated top 6' soil to clear utilities.

Mud at around 2'.

S-1: Black coarse to fine SAND, loose, moist-Fill.

S-2: Brown coarse to fine GRAVEL, some coarse to

fine Sand, trace Silt, medium dense, moist (GW)-Fill.

S-3: Brown medium to fine SAND, trace fine Gravel,

medium dense, moist-Fill.

S-4: Gray Fat CLAY, very soft, wet (CH).

Shelby Tube.

S-5: Gray Clayey SILT, very soft, wet (ML).

REC.

%

FIELD CLASSIFICATION AND REMARKS

REC.

(in.) TYPE

RQD

%

RUN NUMBER DEPTH (feet)

(in.)

Depth

Elev.

DEPTH (feet)

CORING SYMBOL

REC.

(in.)

SAMPLE

CASING (Blows/ft)

SOIL (Blows/6 in.)

6/12 12/18

L>4"

(in.)

0/6 GRAPHIC LOG18/24

Split Spoon

S

4"

P

Grab

140 lb

" 2.98"

C

Core Barrel

HW

30'' 60"

"

Casing

1.375"

Shelby Tube

G

Drill Rod Size

I.D. (O.D.)

Type/Symbol

I.D.

O.D.

Length

Hammer Wt.

Hammer Fall

U

140 lbs

30'' 30 in. 2.25" (2.625")

4.5"

NW

Pitcher

35

3''

24" "

2.938'' 2.155"

3"

CONTRACTOR:

CME-75 (truck mounted), Automatic Hammer

Dominick Pepe, George Raymond

Juan Zapata Jr.

TIME:

DRILLER:

8/26/15

INSPECTOR:

LOCATION:

TIME:

4:00 pm

8/28/15

LOCATION:

GROUNDWATER DATA

AMTRAK Hudson Yards

CLIENT:

PROJECT:

Date

FINISH DATE:

N: 1,916,207.5

DRILLING METHOD: Rotary Wash

30th St., 11th Ave., New York,

30th St., 11th Ave., New York, NY NY

E: 14,802,887.9

OFFSET:

Water

Depth

(ft)

START DATE:

RIG TYPE:

Time

Hole

Depth

(ft)

Casing

Depth

(ft)

12:00 pm

COORD.

STN. NO.:

SURFACE ELEV.:

DATUM:

307.5 feet

AMTRAK

ADT

5

10

15

20

2

2

Boring No. 1

BORING LOG 1

BORING NUMBER:

PROJECT NUMBER:

SHEET NUMBER:

SEG-3-6T

of

SEG-3-6T Sheet of

4016879 PB BORINGS 2 SEG 3 BORING LOGS SOIL.GPJ CANARSIE-LIB.GLB - COPY.GLB 2/21/16

8/28/2015 7:10:00 AM 9.7 33 83
WOH

-

24

4

S

S

WOH

WOH

WOH

60/0

WOH

WOH

25.0 - 27.0

30.0 - 31.0

6

7

S-6: Gray Fat CLAY, occasional marine material,

very soft, wet (CH).

S-7: Gray Clayey SILT, very soft, wet (ML).

End of soil at 33' bgs.

Start rock coring from 33' bgs.

REC.

%

FIELD CLASSIFICATION AND REMARKS

REC.

(in.) TYPE

RQD

%

RUN NUMBER DEPTH (feet)

(in.)

Depth

Elev.

DEPTH (feet)

CORING SYMBOL

REC.

(in.)

SAMPLE

CASING (Blows/ft)

SOIL (Blows/6 in.)

6/12 12/18

L>4"

(in.)

0/6 GRAPHIC LOG18/24

PROJECT: AMTRAK Hudson Yards CONTRACTOR: ADT

DRILLER: Dominick Pepe, George Raymond

CLIENT: AMTRAK INSPECTOR:

LOCATION:

Juan Zapata Jr.

30th St., 11th Ave., New York, NY

30

35

40

45

50

55

2

2

Boring No. 2

BORING LOG 2

BORING NUMBER:

PROJECT NUMBER:

SHEET NUMBER:

SEG-3-6T

of

SEG-3-6T Sheet of

(continued) 4016879 PB BORINGS 2 SEG 3 BORING LOGS SOIL.GPJ CANARSIE-LIB.GLB - COPY.GLB 2/21/16
6

1

2

2

2

2

3

2

2

1

2

2

1

1

1

1

1

6

2

6

6

1

1

2

2

1

2

6

2

1

2

1

2

4

78

98

97

97

67

33.3

33.4

33.5

34.3

35

35.3

35.9

36

37.3

38

38.7

38.75

39.6

40.7

42.05

42.5

43

43.1

43.15

43.95

44

45.5

48

50

50.1

51.4

52.2

53

53.1

53.9

54.45

54.8

56.1

57.2

C-1: 33' to 33.5' and 35' to 38': Gray SCHIST, coarse

to fine grains of quartz, feldspar, biotite, muscovite

and sparse garnet, slightly weathered, medium strong,

very close to moderate fracture spacing, schistosity

dips 50° to 65°, recovery loss assumed at 33' to 33.3';

33.5' to 35': Light gray, white and pink Muscovite

GRANITE; gneissic towards the bottom, coarse to

fine grains of quartz, feldspar, biotite and muscovite,

slightly weathered, strong, moderate fracture spacing.

C-2: 38' to 42.05': Gray SCHIST, coarse to fine

grains of quartz, feldspar, biotite and muscovite,

slightly weathered, medium strong, moderate fracture

spacing except extremely close fracture spacing at

38.7' to 38.75';

42.05' to 43': Gray QUARTZ, coarse to fine grains

of quartz, fresh, very strong, close fracture spacing.

C-3: 43' to 43.95': Gray SCHIST, coarse to fine

grains of quartz, feldspar, biotite and muscovite,

slightly weathered, medium strong, moderate fracture

spacing except extremely close fracture spacing at 43'

to 43.15', schistosity dips 60°;

43.95' to 48': Light gray-green to pink Muscovite

GRANITE, medium to fine grains of quartz, feldspar,

muscovite and sparse garnet, in some areas coarse

grained, fresh, strong, moderate to wide fracture

spacing, healed fractures dipping 55°.

C-4: 48' to 50': Light gray-green to pink Muscovite

GRANITE, medium to fine grains of quartz, feldspar,

muscovite and sparse garnet, in some areas coarse

grained, fresh, strong, wide fracture spacing;

50' to 53': Gray SCHIST, coarse to fine grains of

quartz, feldspar, biotite and muscovite, slightly

weathered, strong, moderate fracture spacing except

extremely close fracture spacing at 50' to 50.1',

schistosity dips 55° to 65°.

C-5: Gray SCHIST, coarse to fine grains of quartz,

feldspar, biotite and muscovite, slightly weathered,

medium strong, very close to moderate fracture

spacing, schistosity dips 55°, quartz-feldspar band at

56.8' to 57.3'.

C-1

33.0 - 38.0

C-2

38.0 - 43.0

C-3

43.0 - 48.0

C-4

48.0 - 53.0

C-5

53.0 - 58.0

0MB *55MB *50MB 40MB *60MB *55MB *60MB *60MB *60MB *60MB *60MB *60MB *60MB 20MB 30MB 30MB 30MB 30MB 30

40MB 30MB 25MB 15MB 10MB *55MB *65MB *60MB 30MB *65MB "55MB 20MB *65MB 85MB *65MB

1

1

1.5

1.5

1.5

1.5

1

1

1

1

1

1

1

3

1.5

1

1.5

1

1.5

1

1

1.5

1.5

1.5

1

1.5

1

1

1

1

2

1

3

1.5

R3/R4

R3/R5

R3

R4

R3

56

60

58

60

59

93

100

97

100

98

II

I/II

II

I/II

II RECOVERY (%) STRENGTH Jr RQD (%) Ja RECOVERY (in)

CORING RATE (ft/min)

ANGLE (deg)

DEPTH (feet)

DEPTH (feet) CORE RUN NO. AND DEPTH (ft) WEATHERING

DISCONTINUITY DATA

DESCRIPTION AND REMARKS

(Lithology, Structure, Weathering,

Continuity, Strength, Color, Grain Size)

* - Denotes discontinuity along foliation

MB - Denotes mechanical break

CASING SIZE:

NOTES:

2.98"

3" (3.5")

O.D.:

TYPE:

CORE BARREL DATA:

NQ

1.875"

Double Tube Swivel

CORE SIZE:

I.D.:

GROUNDWATER DATA

AMTRAK Hudson Yards

Dominick Pepe, George Raymond

Juan Zapata Jr.

CME-75 (truck mounted), Automatic Hammer TIME:

4:00 pm

Water

Depth

(ft)

START DATE:

RIG TYPE:

AMTRAK

8/28/15

LOCATION:

CLIENT:

ADT

PROJECT:

DRILLING METHOD: MUD ROTARY

CONTRACTOR:

FINISH DATE:

TIME:

DRILLER:

8/26/15

INSPECTOR:

LOCATION:

Date Time

Hole

Depth

(ft)

Casing

Depth

(ft)

12:00 pm

COORD.

STN. NO.:

SURFACE ELEV.:

DATUM:

OFFSET:

30 St., 11 Ave., New York, NY

CORING LOG

Boring No. 1

35

40

45

50

55

2

BORING NUMBER:

1 2

PROJECT NUMBER:

SHEET NUMBER:

SEG-3-6T

of

SEG-3-6T Sheet of

4016879 PB CORING LOG HUDSON YARD ROCK.GPJ CANARSIE-LIB.GLB - COPY.GLB 10/25/15
2

2

4

2

6

6

2

2

2

2

2

2

6

6

6

6

2

2

2

1

6

2

1

1

1

92

77

90

93

100

57.35

57.5

57.6

57.8

58

58.2

58.5

59.6

61.2

63

63.3

64.9

65.4

65.6

65.65

65.7

65.75

66

67.8

68

68.1

68.4

70.8

72.5

73

C-6: Gray SCHIST, coarse to fine grains of quartz,

feldspar, biotite, muscovite and sparse garnet with

quartz and feldspar lenses up to 1'' thick, slightly

weathered, medium strong, moderate fracture spacing

except close fracture spacing at 58' to 58.5'.

C-7: Gray SCHIST, coarse to fine grains of quartz,

feldspar, biotite, muscovite and sparse garnet with

quartz and feldspar lenses up to 1'' thick, slightly

weathered, medium strong except medium strong to

weak at 65.4' to 65.8', very close to moderate fracture

spacing except extremely close fracture spacing at

65.6' to 65.8', schistosity dips 65° to 70°.

C-8: 68' to 72.5': Gray SCHIST, coarse to fine grains

of quartz, feldspar, biotite, muscovite and sparse

garnet with quartz and feldspar lenses up to 1'' thick,

slightly weathered, medium strong, moderate to wide

fracture spacing except close fracture spacing at 68'

to 68.4', schistosity dips 65° to 75°, quartz bands at

71.9' to 72.5';

72.5' to 73': Light gray-Muscovite GRANITE,

medium to fine grains of quartz, feldspar, muscovite

and sparse garnet, slightly weathered, strong, close

fracture spacing.

C-9: 73' to 76.2': Gray SCHIST, coarse to fine grains

of quartz, feldspar, biotite, muscovite and garnet,

slightly weathered, strong. wide fracture spacing

except very close fracture spacing at 76' to 76.2',

schistosity dips 45° to 50°; granitic band at 73.2' to

73.5'.

76.2' to 78': Light green-gray Muscovite GRANITE,

coarse to fine grained quartz, feldspar, muscovite,

epidote (?), chlorite and sparse garnet, slightly

weathered to fresh, strong, close to moderate fracture

spacing.

C-10: 78' to 78.8': Light green-gray Muscovite

GRANITE, coarse to fine grained quartz, feldspar,

muscovite, epidote (?), chlorite and sparse garnet,

slightly weathered to fresh, strong, moderate fracture

spacing;

78.8' to 83': Gray SCHIST, coarse to fine grains of

quartz, feldspar, biotite, muscovite and garnet,

slightly weathered, strong, close to wide fracture

spacing, schistosity dips 70° to 75°.

End of boring at 83' bgs.

C-6

58.0 - 63.0

C-7

63.0 - 68.0

C-8

68.0 - 73.0

C-9

73.0 - 78.0

C-10

78.0 - 83.0

10MB 10MB *65MB 85MB 30MB 20MB 75MB *60MB 65MB 30MB 55MB 65MB 10MB 10MB 30MB 40MB 40MB 25MB 50MB 20MB 40MB 0MB 50MB 40MB 50MB1.5

1.5

1.5

3

1

1

2

1.5

1.5

1.5

1.5

3

1

1

1

1

1.5

1.5

3

2

1

15

1.5

1.5

3

R3

R2/R3

R3/R4

R4

R4

58

60

59

59

60

97

100

98

98

100

II

II

II

I/II

I/II

RECOVERY (%) STRENGTH Jr RQD (%) Ja RECOVERY (in)

CORING RATE (ft/min)

ANGLE (deg)

DEPTH (feet)

DEPTH (feet) CORE RUN NO. AND DEPTH (ft) WEATHERING

DISCONTINUITY DATA

DESCRIPTION AND REMARKS

(Lithology, Structure, Weathering,

Continuity, Strength, Color, Grain Size)

* - Denotes discontinuity along foliation

MB - Denotes mechanical break

PROJECT: AMTRAK Hudson Yards CONTRACTOR: ADT

DRILLER: Dominick Pepe, George Raymond

CLIENT: AMTRAK INSPECTOR:

LOCATION:

Juan Zapata Jr.

30th St., 11th Ave., New York, NY

CORING LOG

Boring No. 2

60

65

70

75

80

85

90

2

BORING NUMBER:

2 2

PROJECT NUMBER:

SHEET NUMBER:

SEG-3-6T

of

SEG-3-6T Sheet of

(continued) 4016879 PB CORING LOG HUDSON YARD ROCK.GPJ CANARSIE-LIB.GLB - COPY.GLB 10/25/15
3

2

6

WOH

WOH

WOH

12

4

4

14

24

20

G

S

S

S

S

S

U

S

3

4

2

WOH

WOH

WOH

3

4

5

WOH

WOH

WOH

76

5

5

WOH

WOH

WOH

0.0 - 6.0

6.0 - 8.0

8.0 - 10.0

10.0 - 12.0

15.0 - 17.0

20.0 - 22.0

22.0 - 24.0

24.0 - 26.0

1

1

2

3

4

5

1

6

Hand augered to 6'.

0-0.5': Asphalt.

0.5'-5.5': Brown SAND, some Silt, frequent brick

fragments, occasional fabric, occasional wood

fragments (Fill).

5.5'-6.0': Brick fragments (Fill).

S-1: Brown and gray SAND, some Silt, frequent

brick fragments, occasional fabric, occasional wood

fragments, loose, moist (Fill).

Note: Brick layer at first 6''.

S-2: Brown and black SAND, some Silt, frequent

brick fragments, occasional wood fragments, loose,

moist (Fill).

S-3: Brown fine GRAVEL, and fine to coarse Sand,

trace Silt, frequent brick fragments, occasional wood

fragments, loose, moist (Fill).

S-4: Brown SILT, some Sand, very soft, moist (ML).

S-5: Gray and brown Silty CLAY, trace fine Sand,

very soft, wet (CL).

U-1: Shelby tube.

REC.

%

FIELD CLASSIFICATION AND REMARKS

REC.

(in.) TYPE

RQD

%

RUN NUMBER DEPTH (feet)

(in.)

Depth

Elev.

DEPTH (feet)

CORING SYMBOL

REC.

(in.)

SAMPLE

CASING (Blows/ft)

SOIL (Blows/6 in.)

6/12 12/18

L>4"

(in.)

0/6 GRAPHIC LOG18/24

Split Spoon

S

4"

P

Grab

140 lb

2" 3 " 2.98"

C

Core Barrel

HW

60"

"

Casing

1.375"

Shelby Tube

G

Drill Rod Size

I.D. (O.D.)

Type/Symbol

I.D.

O.D.

Length

Hammer Wt.

Hammer Fall

U

140 lbs

30'' 30 in. 2.25" (2.625")

4.5"

NW

Pitcher

94

2.938

24" 30 "

2.155"

CONTRACTOR:

CME-75 (truck mounted), Automatic Hammer

Dominick Pepe

Brian Connolly/Juan Zapata

TIME:

DRILLER:

3/19/15

INSPECTOR:

LOCATION:

TIME:

9:00 am

3/24/15

LOCATION:

GROUNDWATER DATA

Hudson Yards Phase II

CLIENT:

PROJECT:

Date

FINISH DATE:

DRILLING METHOD: Rotary Wash

30th St., 12th Ave., New York,

30th St., 12th Ave., New York, NY NY

OFFSET:

Water

Depth

(ft)

START DATE:

RIG TYPE:

Time

Hole

Depth

(ft)

Casing

Depth

(ft)

10:00 am

COORD.

STN. NO.:

SURFACE ELEV.:

DATUM:

AMTRAK

ADT

5

10

15

20

3

3

Boring No. 1

BORING LOG 1

BORING NUMBER:

PROJECT NUMBER:

SHEET NUMBER:

SEG 4-4T

of

SEG 4-4T Sheet of

4016879 PB BORINGS 2 HUDSON YARD LOGS SOIL.GPJ CANARSIE-LIB.GLB.GLB 5/13/15

93

133

35

94

11.1

8

7:26:00 AM

7:23:00 AM

3/23/2015

4/7/2015
WOH

WOH

WOH

WOH

2

WOH

20

24

24

24

22

24

S

S

S

S

S

S

WOH

WOH

WOH

WOH

WOH

WOH

WOH

WOH

WOH

WOH

WOH

WOH

WOH

WOH

WOH

WOH

WOH

WOH

30.0 - 32.0

35.0 - 37.0

40.0 - 42.0

45.0 - 47.0

50.0 - 52.0

55.0 - 57.0

7

8

9

10

11

12

S-6: Gray and brown Silty CLAY, trace fine Sand,

very soft, wet (CL).

S-7: Dark gray Clayey SILT, trace fine Sand, very

soft, wet (CL).

S-8: Dark gray Silty CLAY, trace fine Sand, frequent

decomposed marine material, very soft, wet

(CH/OH).

S-9: Dark gray Silty CLAY, trace fine Sand,

occasional decomposed marine material, very soft,

wet (CH/OH).

S-10: Dark gray Silty CLAY, little fine Sand,

occasional decomposed marine material, very soft,

wet (CH/OH).

S-11: Dark gray Silty CLAY, little fine Sand,

occasional decomposed marine material, very soft,

wet (CH/OH).

S-12: Dark gray Silty CLAY, trace fine Sand,

occasional decomposed marine material, very soft,

wet (CH/OH).

REC.

%

FIELD CLASSIFICATION AND REMARKS

REC.

(in.) TYPE

RQD

%

RUN NUMBER DEPTH (feet)

(in.)

Depth

Elev.

DEPTH (feet)

CORING SYMBOL

REC.

(in.)

SAMPLE

CASING (Blows/ft)

SOIL (Blows/6 in.)

6/12 12/18

L>4"

(in.)

0/6 GRAPHIC LOG18/24

PROJECT: Hudson Yards Phase II CONTRACTOR: ADT

DRILLER: Dominick Pepe

CLIENT: AMTRAK INSPECTOR:

LOCATION:

Brian Connolly/Juan

Zapata

30th St., 12th Ave., New York, NY

30

35

40

45

50

55

3

3

Boring No. 2

BORING LOG 2

BORING NUMBER:

PROJECT NUMBER:

SHEET NUMBER:

SEG 4-4T

of

SEG 4-4T Sheet of

(continued) 4016879 PB BORINGS 2 HUDSON YARD LOGS SOIL.GPJ CANARSIE-LIB.GLB.GLB 5/13/15
WOH

WOH

WOH

WOH

7

9

24

24

24

21

24

0

3

S

S

S

S

S

S

S

WOH

WOH

WOH

WOH

2

6

WOH

WOH

WOH

WOH

2

6

WOH

WOH

WOH

WOH

1

2

100/6''

60.0 - 62.0

65.0 - 67.0

70.0 - 72.0

75.0 - 77.0

80.0 - 82.0

85.0 - 87.0

90.0 - 90.5

13

14

15

16

17

18

19

S-13: Dark gray Silty CLAY, trace fine Sand,

occasional decomposed marine material, very soft,

wet (CH/OH).

S-14: Dark gray Silty CLAY, trace fine Sand,

occasional decomposed marine material, very soft,

wet (CH/OH).

S-15: Dark gray Silty CLAY, trace fine Sand,

occasional decomposed marine material, very soft,

wet (CL/OL).

S-16: Dark gray Silty CLAY, trace fine Sand,

occasional decomposed marine material, very soft,

wet (CL/OL).

S-17: Dark gray Silty CLAY, trace fine Sand,

medium stiff, wet (CL-ML).

S-18: No recovery.

S-19: Dark gray to black fine to coarse SAND, and

fine to coarse Gravel, very dense, moist (Completely

weathered bedrock).

End of boring at 93'.

REC.

%

FIELD CLASSIFICATION AND REMARKS

REC.

(in.) TYPE

RQD

%

RUN NUMBER DEPTH (feet)

(in.)

Depth

Elev.

DEPTH (feet)

CORING SYMBOL

REC.

(in.)

SAMPLE

CASING (Blows/ft)

SOIL (Blows/6 in.)

6/12 12/18

L>4"

(in.)

0/6 GRAPHIC LOG18/24

PROJECT: Hudson Yards Phase II CONTRACTOR: ADT

DRILLER: Dominick Pepe

CLIENT: AMTRAK INSPECTOR:

LOCATION:

Brian Connolly/Juan

Zapata

30th St., 12th Ave., New York, NY

65

70

75

80

85

90

3

3

Boring No. 3

BORING LOG 3

BORING NUMBER:

PROJECT NUMBER:

SHEET NUMBER:

SEG 4-4T

of

SEG 4-4T Sheet of

(continued) 4016879 PB BORINGS 2 HUDSON YARD LOGS SOIL.GPJ CANARSIE-LIB.GLB.GLB 5/13/15
80

92

92

97

90

C-1: Gray SCHIST, medium to coarse grained, fresh,

medium strong to strong, very close to moderate

fracture spacing, foliation dips 25°-70°, rock tends to

break along foliation, quartz and feldspar band from

96.6'-96.9'.

C-2: Gray SCHIST, medium to coarse grained, fresh,

medium strong to strong, very close to wide fracture

spacing, foliation dips generally 70°, rock tends to

break along foliation, quartz and feldspar bands up to

2'' thick.

C-3: 103'-103.7' & 105.7'- 108.0': Light gray and

gray garnet-biotite-muscovite SCHIST, medium

grained, fresh, medium strong, close to moderate

fracture spacing except extremely close fracture

spacing at 106.1'-106.25'.

103.7'-105.7': Light brown granitic GNEISS, fresh,

strong, moderate fracture spacing.

C-4: Gray SCHIST, medium to coarse grained, fresh,

medium strong to strong, close to wide fracture

spacing, foliation dips 65°-75°, rock tends to break

along foliation.

C-5: Gray SCHIST, medium to coarse grained, fresh,

medium strong to strong, close to moderate fracture

spacing, foliation dips 60°-65°, rock tends to break

along foliation.

C-1

93.0 - 98.0

C-2

98.0 -

103.0

C-3

103.0 -

108.0

C-4

108.0 -

113.0

C-5

113.0 -

118.0

56

60

59

60

60

93

100

98

100

99RECOVERY (%) STRENGTH Jr RQD (%) Ja RECOVERY (in)

CORING RATE (ft/min)

ANGLE (deg)

DEPTH (feet)

DEPTH (feet) CORE RUN NO. AND DEPTH (ft) WEATHERING

DISCONTINUITY DATA

DESCRIPTION AND REMARKS

(Lithology, Structure, Weathering,

Continuity, Strength, Color, Grain Size)

* - Denotes discontinuity along foliation

MB - Denotes mechanical break

CASING SIZE:

NOTES:

2.98"

3" (3.5")

O.D.:

TYPE:

CORE BARREL DATA:

NX

2.16"

Double Tube Swivel

CORE SIZE:

I.D.:

GROUNDWATER DATA

Hudson Yards Phase II

Dominick Pepe

Brian Connecy/Juan Zapata

CME-75 (truck mounted), Automatic Hammer TIME:

9:00 am

Water

Depth

(ft)

START DATE:

RIG TYPE:

AMTRAK

3/24/15

LOCATION:

CLIENT:

ADT

PROJECT:

DRILLING METHOD: MUD ROTARY

CONTRACTOR:

FINISH DATE:

TIME:

DRILLER:

3/19/15

INSPECTOR:

LOCATION:

Date Time

Hole

Depth

(ft)

Casing

Depth

(ft)

10:00 am

COORD.

STN. NO.:

SURFACE ELEV.:

DATUM:

OFFSET:

30th St., 12th Ave., New York, NY

CORING LOG

Boring No. 1

95

100

105

110

115

2

BORING NUMBER:

1 2

PROJECT NUMBER:

SHEET NUMBER:

SEG 4-4T

of

SEG 4-4T Sheet of

4016879 PB CORING LOG HUDSON YARD ROCK.GPJ CANARSIE-LIB.GLB.GLB 5/13/15
85

86

97

72

75

C-6: Gray SCHIST, medium to coarse grained,

slightly weathered to fresh, medium strong, close to

moderate fracture spacing except at 122.0'-122.35',

foliation dips 60°-65°, rock tends to break along

foliation planes.

C-7: Gray and light gray garnet-biotite-muscovite

SCHIST, medium to coarse grained, fresh, medium

strong, very close to moderate fractrue spacing,

foliation dips 50°-65°, rock tends to break along

foliation planes, 1-1/4' thick quartz band at 124'.

C-8: Gray SCHIST, medium to coarse grained, fresh,

medium strong to strong, close to moderate fractrue

spacing, foliation dips 45°-65°, rock tends to break

along foliation planes.

C-9: Gray SCHIST, medium to coarse grained, fresh,

medium strong to strong, close to moderate fractrue

spacing, foliation dips 45°-65°, rock tends to break

along foliation planes, frequent quartz and feldspar

bands and lenses up to 1'' thick.

C-10: Dark to light gray garnet-biotite-muscovite

SCHIST, medium to coarse grained, fresh, medium

strong, very close to moderate fractrue spacing,

pegmatite band at 138.95'-139.75', foliation where

observed, dips 45°-65°(centered in places).

End of coring at 141'.

C-6

118.0 -

123.0

C-7

123.0 -

128.0

C-8

128.0 -

133.0

C-9

133.0 -

138.0

C-10

138.0 -

141.0

60

60

60

60

35

100

100

100

100

97RECOVERY (%) STRENGTH Jr RQD (%) Ja RECOVERY (in)

CORING RATE (ft/min)

ANGLE (deg)

DEPTH (feet)

DEPTH (feet) CORE RUN NO. AND DEPTH (ft) WEATHERING

DISCONTINUITY DATA

DESCRIPTION AND REMARKS

(Lithology, Structure, Weathering,

Continuity, Strength, Color, Grain Size)

* - Denotes discontinuity along foliation

MB - Denotes mechanical break

PROJECT: Hudson Yards Phase II CONTRACTOR: ADT

DRILLER: Dominick Pepe

CLIENT: AMTRAK INSPECTOR:

LOCATION:

Brian Connecy/Juan

Zapata

30th St., 12th Ave., New York, NY

CORING LOG

Boring No. 2

120

125

130

135

140

145

150

2

BORING NUMBER:

2 2

PROJECT NUMBER:

SHEET NUMBER:

SEG 4-4T

of

SEG 4-4T Sheet of

(continued) 4016879 PB CORING LOG HUDSON YARD ROCK.GPJ CANARSIE-LIB.GLB.GLB 5/13/15
0.0 - 10.0

10.0 - 12.0

12.0 - 14.0

15.0 - 17.0

20.0 - 22.0

1

2

3

4

Cleared for utilities with by hand/vactron to 10' bgs.

No Recovery.

S-2A: Gray Silty CLAY at top 1'', stiff, moist (CL).

S-2B: Gray to grayish brown, fine to coarse SAND,

some fine gravel, little silt, medium dense, moist

(SM) at bottom 2'' (at tip of split spoon).

S-3 Gray CLAY, soft, moist (CL).

19': possible boulder.

S-4 Brown to light grayish brown SILT, stiff, moist

(ML).

S

S

S

S

40

7

7

12

41

16

3

9

50

9

5

13

0

3

24

12

41

10

2

8

2" (2.375")

Drill Rod Size

I.D. (O.D.)

Piston

1.375"

2"

C

Core Barrel

140 lbs

30 in.

Type/Symbol

I.D.

O.D.

Length

Hammer Wt.

Hammer Fall

3.5"

Shelby Tube

2.98"

U

24"

Grab

P

N

Casing

2.16"

S

3"

G

Split Spoon

N/A

N/A

5'

REC.

(in.)

6/12 TYPE

SOIL (Blows/6 in.)

12/18 NUMBER18/24

FIELD CLASSIFICATION AND REMARKS SYMBOL DEPTH (feet)

SAMPLE

L>4"

CASING (Blows/ft)

(in.)

RQD

%

RUN

(in.)

0/6 GRAPHIC LOG

CORING

DEPTH (feet)

Depth

Elev.

REC.

(in.)

REC.

%

CLIENT:

WGI

PROJECT:

CONTRACTOR:

FINISH DATE:

TIME:

DRILLER:

1/16/15

INSPECTOR:

LOCATION:

Date Time

Hole

Depth

(ft)

Casing

Depth

(ft)

2:30 pm

GROUNDWATER DATA

Under 11th Ave. overpass,

betw. 30th and 33th St., NYC

Gateway, Phase II

Hudson Yards, New York, NY

TPC

1/16/15

LOCATION:

C. Moreira

Baris Imamoglu

DK 525 (diesel fueled track rig) TIME:

10:30 am

Water

Depth

(ft)

START DATE:

RIG TYPE:

DRILLING METHOD:

COORD.

STN. NO.:

SURFACE ELEV.:

DATUM:

not surveyed

OFFSET:

Rotary Wash

Boring No.

5

10

15

20

2

BORING LOG 1

1

2

BORING NUMBER:

PROJECT NUMBER: 187625A

SHEET NUMBER:

NW-5B

of

NW-5B Sheet of PB BORING W/O GRAPHIC SCALE NEW GATEWAY.GPJ 148TH STREET YARD FENCE LOGS.GLB 1/23/15

10.0

58.2

 10.0

 44.0

1/9/15

1/19/15

6:20 pm

10:15 am

5.6

6.0

Parsons

Brinckerhoff

Quade &

Douglas, Inc.
25.0 - 27.0

30.0 - 31.3

5

6

End of Boring at 32.0'

S-5 Reddish brown fine to coarse SAND, and silt,

trace fine gravel; medium dense, moist (SM).

S-6 Brown to reddish brown, fine to coarse SAND,

some(+) fine to coarse gravel, trace silt, some rock

fragments; very dense, moist (SP).

S

S

29

-

30

78

27

100/3''

16

14

24

43

REC.

(in.)

6/12 TYPE

SOIL (Blows/6 in.)

12/18 NUMBER18/24

FIELD CLASSIFICATION AND REMARKS SYMBOL DEPTH (feet)

SAMPLE

L>4"

CASING (Blows/ft)

(in.)

RQD

%

RUN

(in.)

0/6 GRAPHIC LOG

CORING

DEPTH (feet)

Depth

Elev.

REC.

(in.)

REC.

%

PROJECT: Gateway, Phase II CONTRACTOR: WGI

DRILLER: C. Moreira

CLIENT: TPC INSPECTOR:

LOCATION: Hudson Yards, New York, NY

Baris Imamoglu

Boring No.

30

35

40

45

50

55

2

BORING LOG 2

2

2

BORING NUMBER:

PROJECT NUMBER: 187625A

SHEET NUMBER:

NW-5B

of

NW-5B Sheet of

(continued) PB BORING W/O GRAPHIC SCALE NEW GATEWAY.GPJ 148TH STREET YARD FENCE LOGS.GLB 1/23/15

Parsons

Brinckerhoff

Quade &

Douglas, Inc.
11

100

90

60

64

C-1 Light brown and light gray, fine to medium

grained gneissic GRANITE; fresh to highly

weathered, extremely weak to strong, very close to

close fracture spacing. 41'' recovery loss assumed at

top of run between 34' and 37.5', top of rock assumed

at 37.5' bgs.

C-2 Light brown and light gray, fine to medium

grained gneissic GRANITE; fresh to slightly

weathered, strong to very strong, close to moderate

fracture spacing, except at 39.55' to 39.8': extremely

close fracture spacing. Numerous 0°-30° joints,

slightly rough and planar to irregular with fresh to

slightly weathered surfaces, slight FeOx coating; one

90° joint at 39.2' to 39.55', slightly rough and planar

with slight FeOx coating; one 80° joint at 42.85' to

43.2', rough and undulating, heavy FeOx and silty

fine to medium sand infill.

C-3 Light gray, fine to coarse grained gneissic

GRANITE with Quartz and Feldspar PEGMATITE

bands and lenses; fresh , very strong to strong,

moderate to very close fracture spacing. Five 0°-50°

joints, slightly rough and wavy to planar with fresh

surfaces, one with silt coating.

C-4 Light gray, fine to coarse grained gneissic

GRANITE with Quartz and Feldspar PEGMATITE

bands and lenses, interlayered with SCHIST; fresh ,

very strong to strong, moderate to very close fracture

spacing. SCHIST is slightly to moderately weathered,

medium strong to weak. Prominent 70°-90° joint

between 48.7' and 49.95', smooth and undulating

with moderately weathered surfaces. Extremely close

fracture spacing between 48.6' and 48.7'. Four 0°-70°

joints, smooth to slightly rough, planar to wavy with

slightly to moderately weathered surfaces, few with

clayey sand infill and FeOx coating.

C-5 53.2'-56': Dark gray to gray, fine to coarse

grained schistose GNEISS; fresh, strong, moderate to

close fracture spacing except at 53.2' to 53.35':

slightly weathered, medium strong, very close

fracture spacing. One 60° foliation joint, smooth and

IV/I

I/II

I

I/III

I/II

R0/R4

R4/R5

R5/R4

R5/R2

R3/R5

18

100

94

100

79

C-1

34.0 - 38.2

C-2

38.2 - 43.2

C-3

43.2 - 48.2

C-4

48.2 - 53.2

C-5

53.2 - 58.2

9

60

56

60

48

CORE SIZE:

I.D.:

O.D.:

CASING SIZE:

NOTES:

2.98"

3" (3.5")

TYPE:

CORE BARREL DATA:

NX

2.16"

Double Tube Swivel

DEPTH (feet)

DEPTH (feet) CORE RUN NO. AND DEPTH (ft) WEATHERING

DISCONTINUITY DATA Jr RECOVERY (%) Ja RECOVERY (in)

DESCRIPTION AND REMARKS

(Lithology, Structure, Weathering,

Continuity, Strength, Color, Grain Size) STRENGTH RQD (%)

ANGLE (deg)

CORING RATE (min/ft)

CLIENT:

WGI

PROJECT:

CONTRACTOR:

FINISH DATE:

TIME:

DRILLER:

1/16/15

INSPECTOR:

LOCATION:

Date Time

Hole

Depth

(ft)

Casing

Depth

(ft)

11:10 am

GROUNDWATER DATA

Under 11th Ave. overpass,

betw. 30th and 33th St., NYC

Gateway, Phase II

Hudson Yards, New York, NY

TPC

1/19/15

LOCATION:

C. Moreira

Baris Imamoglu

DK 525 (diesel fueled track rig) TIME:

7:00 am

Water

Depth

(ft)

START DATE:

RIG TYPE:

DRILLING METHOD:

COORD.

STN. NO.:

SURFACE ELEV.:

DATUM:

not surveyed

OFFSET:

Rotary Wash

CORING LOG

Boring No. 1 2

35

40

45

50

55

BORING NUMBER:

1 2

PROJECT NUMBER:

SHEET NUMBER:

NW-5B

of

NW-5B Sheet of

187625A

55TH STREET CORING LOG (PB) NEW GATEWAY.GPJ 148TH STREET YARD FENCE LOGS.GLB 1/23/15

10.0

58.2

 10.0

 44.0

1/9/15

1/19/15

6:20 pm

10:15 am

5.6

6.0

Parsons

Brinckerhoff

Quade &

Douglas, Inc.
slightly undulating. Four 0°-30° cross joints, smooth

to slightly rough, planar to wavy with fresh surfaces.

56'-58.16': Light gray to light brown, Quartz and

Feldspar PEGMATITE; fresh, very strong, moderate

fracture spacing. No joints.

End of coring at 58.2' bgs.

PROJECT: Gateway, Phase II CONTRACTOR: WGI

DRILLER: C. Moreira

CLIENT: TPC INSPECTOR:

LOCATION: Hudson Yards, New York, NY

Baris Imamoglu

DEPTH (feet)

DEPTH (feet) CORE RUN NO. AND DEPTH (ft) WEATHERING

DISCONTINUITY DATA Jr RECOVERY (%) Ja RECOVERY (in)

DESCRIPTION AND REMARKS

(Lithology, Structure, Weathering,

Continuity, Strength, Color, Grain Size) STRENGTH RQD (%)

ANGLE (deg)

CORING RATE (min/ft)

CORING LOG

Boring No. 2 2

60

65

70

75

80

85

90

BORING NUMBER:

2 2

PROJECT NUMBER:

SHEET NUMBER:

NW-5B

of

NW-5B Sheet of

(continued) 187625A

55TH STREET CORING LOG (PB) NEW GATEWAY.GPJ 148TH STREET YARD FENCE LOGS.GLB 1/23/15

Parsons

Brinckerhoff

Quade &

Douglas, Inc.
9.0 - 11.0

14.0 - 16.0

16.0 - 18.0

19.0 - 19.4

21.5 - 23.5

1

2

3

4

5

S-1 Top 5'': Gray fine to medium SAND, some silt,

trace fine gravel, wet (SM).

Bottom 8'': Red brown SILT, little(+) fine sand,

interlayered with gray fine sand, some(+) silt, trace(-)

fine to medium gravel (ML).

Note: Drove casing to 14'.

S-2 No recovery due to coarse GRAVEL lodged in

tip.

S-3 Dark gray SILT, little clay, trace(+) fine sand,

trace shell fragments (ML).

PP up to 0.25 tsf.

S-4 Dark gray CLAY, little silt, some fine sand, trace

shell fragments, wet (CL).

Note: Rolled on it without advancement, telescoped

3-inch casing and set at depth 19.5'

19.4-20.5' Boulder (2.75 mins/ft).

S-5 Brown fine SAND, some silt, dense, wet,

micaceous (SM).

S

S

S

S

S

4

17

9

-

20

3

12

6

-

14

4

15

8

-

19

13

0

6

2

10

16

18

2

100/5''

12

2" (2.375")

Drill Rod Size

I.D. (O.D.)

Piston

1.375"

2"

C

Core Barrel

140 lbs

30 in.

Type/Symbol

I.D.

O.D.

Length

Hammer Wt.

Hammer Fall

3.5"

Shelby Tube

2.98"

U

24"

Grab

P

N

Casing

2.16"

S

3"

G

Split Spoon

N/A

N/A

5'

REC.

(in.)

6/12 TYPE

SOIL (Blows/6 in.)

12/18 NUMBER18/24

FIELD CLASSIFICATION AND REMARKS SYMBOL DEPTH (feet)

SAMPLE

L>4"

CASING (Blows/ft)

(in.)

RQD

%

RUN

(in.)

0/6 GRAPHIC LOG

CORING

DEPTH (feet)

Depth

Elev.

REC.

(in.)

REC.

%

CLIENT:

WGI

PROJECT:

CONTRACTOR:

FINISH DATE:

TIME:

DRILLER:

12/23/14

INSPECTOR:

LOCATION:

Date Time

Hole

Depth

(ft)

Casing

Depth

(ft)

10:30 am

GROUNDWATER DATA

Under 11th Ave. overpass,

betw. 30th and 33th St., NYC

Gateway, Phase II

Hudson Yards, New York, NY

TPC

12/26/14

LOCATION:

C. Moreira

L. Sepulveda

DK 525 (diesel fueled track rig) TIME:

7:30 pm

Water

Depth

(ft)

START DATE:

RIG TYPE:

DRILLING METHOD:

COORD.

STN. NO.:

SURFACE ELEV.:

DATUM:

306.3 feet

not surveyed

OFFSET:

Rotary Wash

Boring No.

5

10

15

20

2

BORING LOG 1

1

2

BORING NUMBER:

PROJECT NUMBER: 187625A

SHEET NUMBER:

WW-2

of

WW-2 Sheet of PB BORING W/O GRAPHIC SCALE NEW GATEWAY.GPJ 148TH STREET YARD FENCE LOGS.GLB 1/23/15

9.0

9.0

 9.0

 9.0

12/22/14

12/22/14

7:55 am

7:00 pm

6.7

6.6

Parsons

Brinckerhoff

Quade &

Douglas, Inc.
6 25.0 - 26.0

End of Boring at 30.0'

S-6 Brown SILT, little fine to coarse sand, very

dense, moist, slightly micaceous (ML).

Start coring at 30' bgs.

S 12 50/6'' - - 12

REC.

(in.)

6/12 TYPE

SOIL (Blows/6 in.)

12/18 NUMBER18/24

FIELD CLASSIFICATION AND REMARKS SYMBOL DEPTH (feet)

SAMPLE

L>4"

CASING (Blows/ft)

(in.)

RQD

%

RUN

(in.)

0/6 GRAPHIC LOG

CORING

DEPTH (feet)

Depth

Elev.

REC.

(in.)

REC.

%

PROJECT: Gateway, Phase II CONTRACTOR: WGI

DRILLER: C. Moreira

CLIENT: TPC INSPECTOR:

LOCATION: Hudson Yards, New York, NY

L. Sepulveda

Boring No.

30

35

40

45

50

55

2

BORING LOG 2

2

2

BORING NUMBER:

PROJECT NUMBER: 187625A

SHEET NUMBER:

WW-2

of

WW-2 Sheet of

(continued) PB BORING W/O GRAPHIC SCALE NEW GATEWAY.GPJ 148TH STREET YARD FENCE LOGS.GLB 1/23/15

Parsons

Brinckerhoff

Quade &

Douglas, Inc.
46

80

95

85

93

C-1 Gray and white, fine to coarse grained SCHIST;

moderately weathered, medium strong to strong, close

to moderate fracture spacing.

30'-30.2': coarse gravel sized rock fragments.

C-2 Gray and white, fine to coarse grained SCHIST;

slightly weathered, strong, very close to moderate

fracture spacing.

C-3 Gray and white, fine to coarse grained SCHIST;

fresh, strong, close to moderate fracture spacing.

C-4 Dark gray, medium to coarse grained SCHIST;

fresh, strong, moderate to wide fracture spacing.

C-5 Dark gray, medium to coarse grained SCHIST;

fresh, strong, moderate fracture spacing.

C-6 Dark gray, medium to coarse grained SCHIST;

III

II

I

I

I

I/II

R4

R4

R4

R4

R4

R4

78

98

95

85

93

C-1

30.0 - 34.2

C-2

34.2 - 39.2

C-3

39.2 - 44.2

C-4

44.2 - 49.2

C-5

49.2 - 54.2

39

59

57

51

56

CORE SIZE:

I.D.:

O.D.:

CASING SIZE:

NOTES:

2.98"

3" (3.5")

TYPE:

CORE BARREL DATA:

NX

2.16"

Double Tube Swivel

DEPTH (feet)

DEPTH (feet) CORE RUN NO. AND DEPTH (ft) WEATHERING

DISCONTINUITY DATA Jr RECOVERY (%) Ja RECOVERY (in)

DESCRIPTION AND REMARKS

(Lithology, Structure, Weathering,

Continuity, Strength, Color, Grain Size) STRENGTH RQD (%)

ANGLE (deg)

CORING RATE (min/ft)

CLIENT:

WGI

PROJECT:

CONTRACTOR:

FINISH DATE:

TIME:

DRILLER:

12/23/14

INSPECTOR:

LOCATION:

Date Time

Hole

Depth

(ft)

Casing

Depth

(ft)

10:30 am

GROUNDWATER DATA

Under 11th Ave. overpass,

betw. 30th and 33th St., NYC

Gateway, Phase II

Hudson Yards, New York, NY

TPC

12/26/14

LOCATION:

C. Moreira

L. Sepulveda

DK 525 (diesel fueled track rig) TIME:

7:30 pm

Water

Depth

(ft)

START DATE:

RIG TYPE:

DRILLING METHOD:

COORD.

STN. NO.:

SURFACE ELEV.:

DATUM:

306.3 feet

not surveyed

OFFSET:

Rotary Wash

CORING LOG

Boring No. 1 2

35

40

45

50

BORING NUMBER:

1 2

PROJECT NUMBER:

SHEET NUMBER:

WW-2

of

WW-2 Sheet of

187625A

55TH STREET CORING LOG (PB) NEW GATEWAY.GPJ 148TH STREET YARD FENCE LOGS.GLB 1/23/15

9.0

9.0

 9.0

 9.0

12/22/14

12/22/14

7:55 am

7:00 pm

6.7

6.6

Parsons

Brinckerhoff

Quade &

Douglas, Inc.
80

fresh to slightly weathered, strong, close to moderate

fracture spacing.

End of coring at 59.2'.

93 C-6

54.2 - 59.2 56

PROJECT: Gateway, Phase II CONTRACTOR: WGI

DRILLER: C. Moreira

CLIENT: TPC INSPECTOR:

LOCATION: Hudson Yards, New York, NY

L. Sepulveda

DEPTH (feet)

DEPTH (feet) CORE RUN NO. AND DEPTH (ft) WEATHERING

DISCONTINUITY DATA Jr RECOVERY (%) Ja RECOVERY (in)

DESCRIPTION AND REMARKS

(Lithology, Structure, Weathering,

Continuity, Strength, Color, Grain Size) STRENGTH RQD (%)

ANGLE (deg)

CORING RATE (min/ft)

CORING LOG

Boring No. 2 2

60

65

70

75

80

85

BORING NUMBER:

2 2

PROJECT NUMBER:

SHEET NUMBER:

WW-2

of

WW-2 Sheet of

(continued) 187625A

55TH STREET CORING LOG (PB) NEW GATEWAY.GPJ 148TH STREET YARD FENCE LOGS.GLB 1/23/15

Parsons

Brinckerhoff

Quade &

Douglas, Inc.

HUDSON YARDS

HYW-TF-LAN-RPT-B-20181109 GEOTECHNICAL REPORT

NOVEMBER 9, 2018

APPENDIX E

Axial Load Test Memo
Technical Memorandum

Langan Engineering, Environmental, Surveying and Landscape Architecture, D.P.C.

21 Penn Plaza, 360 West 31st Street, 8th Floor New York, NY 10001 T: 212.479.5400 F: 212.479.5444

To: Dave Pereira, Jim Strobel, Mark Townsend – Related

From: Michael Paquette, Saul Shapiro, Marc Gallagher

Info: Sitotaw Fantaye, Aleksandr Krutovskiy – MRCE

Dan Weaver, Robin Fitzgerald-Green – KPF 

Date: 4 April 2018

Re: Updated Caisson Design Parameters - WRY Platform

Hudson Yards-West Rail Yards, Manhattan, New York

Langan Project No.: 170444101

This memorandum updates our recommended geotechnical design parameters for the WRY Platform 

caissons. The design parameters consider the results of three recently completed Osterberg Cell (Ocell) load tests performed in Terra Firma. The tests were located in the eastern, central and western

parts of Terra Firma (Figure 1) to capture the variable depth to bedrock. Details and results of the load 

tests are included in LoadTest Inc.’s reports provided by East Coast Drilling and Related.

DESIGN PARAMETERS

We recommend the following geotechnical parameters for design of caissons for the WRY. Because 

the compressive side shear value exceeds the NYC Building Code maximum allowable value, a 

variance (CCD1) will be required:

 Allowable side shear:

o Compression = 300 psi

o Tension = 100 psi

 Allowable end bearing:

o 80 ksf basic value per NYC Building Code*

o 10% increase per foot up to 160 ksf maximum @ 10-foot embedment

*This end-bearing value assumes that the bottom of the sockets will be clean of sediment and will be 

at least Building Code Class 1b rock. We anticipate that cleaning the sockets will be difficult, 

especially on the west half of the site where the caissons will be over 100 feet deep. Where the 

contractor cannot achieve a clean bottom or where the video inspection cannot verify the bottom, the 

contractor could lengthen the rock sockets so the caissons rely on side shear only. The required 

overdrill length would vary from about 0.5 to 1 times the diameter of the socket as determined by:

 ( ) 

where: Lover-drill = Length of over-drilling (feet)

x = embedment below top of rock (feet)

D = Rock socket diameter (feet)
Technical 

Memorandum

Updated Caisson Design Parameters - WRY Platform

Hudson Yards-West Rail Yards, Manhattan, New York

Langan Project No.: 170444101

4 April 2018 – Page 2 of 2

INCREASED SIDE SHEAR DISCUSSION

The O-cell load tests proved a significantly higher shear capacity than the Building Code presumptive 

value. The tests reached maximum side shear values varying from about 850 to 880 pounds per 

square inch (psi) at movements of about 0.09 to 0.33 inch (Figure 2). The maximum capacity of the 

load cells (jacks) was reached before the ultimate skin friction was reached in all three tests; 

however, as shown in Figure 2, the slope of the skin friction curve noticeably decreases at around 

550 to 700 psi in all three tests.

The response of Test 1 (western test) was stiffer (less movement) than the other two tests—this 

test caisson was constructed in an area of known granite intrusions (refer to Langan 2005 boring 

G-17). The test caisson was observed to have slower drilling and the rock quality was better as 

shown during video inspection.

We recommend using an allowable side shear of 300 psi in compression to remain within the elastic

portion of the stress-strain response and to account for variability in bedrock quality. At 300 psi, the 

corresponding deflection reported during the tests was about 1/100 of an inch.

We recommend using an allowable skin friction of 100 psi in tension (per geotechnical report). The 

capacity in tension is more influenced by rock mass conditions rather than grout-to-rock bond, 

particularly near the top of the bedrock surface.

END BEARING DISCUSSION

The three load tests reached maximum end bearing values varying from about 750 to 800 kips per 

square foot (ksf) before the jack limit was reached. While this is substantially higher than the 

recommended design value, the tests indicate a caisson would settle 0.25 to 1.25 inches to reach the 

capacity (Figure 2). The test caissons likely had “soft bottoms” or poor-quality grout below the Ocell, as evidenced by the movement at the beginning of the test (left side of curve), particularly in 

Tests 2 and 3 (Figure 2).

We believe trying to eliminate “soft bottoms” by cleaning the socket bottoms will be difficult, 

especially on the side west of the site where proposed caissons depths are over 100 feet. 

Verification of hard bottoms via video inspection will also be difficult because of murky water,

possibly necessitating use of a shaft inspection device (SID) to measure the sediment on the bottom. 

Note that the caisson construction will be more challenging than the East Rail Yard, where the shafts

(1) were shallow, (2) could be vacuum-cleaned, and (3) could be dewatered for video inspection to 

confirm the clean bottom.

The inability to adequately clean and inspect socket bottoms, particularly in larger diameter caissons,

can lead to significant additional time spent cleaning and inspecting the sockets. We believe that 

ignoring end bearing (design for side shear only) and drilling a few feet of additional rock socket in 

each caisson would likely be faster and less risky than trying to clean and confirm the bottom. The 

pros and cons of using a side-shear-only design approach to limit delays related to cleaning should be 

discussed with the foundation contractor to determine the most cost-effective approach. Field 

changes could also be made to adjust lengths on a case-by-case basis.

If you have any questions or require any additional information, please contact us.
STOP STOP

LANE 1 LANE 2

21 Penn Plaza, 360 West 31st Street, 8th Floor

New York, NY 10001 T: 212.479.5400 F: 212.479.5444 www.langan.com

© 2018 Langan
WARNING: IT IS A VIOLATION THE NYS EDUCATION 

LAW ARTICLE 145 FOR ANY PERSON, UNLESS HE IS 

ACTING UNER THE DIRECTION OF A LICENSED 

PROFESSIONAL ENGINEER, TO ALTER THIS ITEM IN 

ANY WAY.

HUDSON YARDS 

WEST RAIL YARDS

MANHATTAN NEW YORK

Unit Side Shear and 

Unit End Bearing

Project Drawing Title Project No. Drawing No.

Date

Scale

Drawn By

Submission Date

Sheet 2 of 2

170444101

4 April 2018

AS SHOWN

MP

4 April 2018

0

100

200

300

400

500

600

700

800

900

1000

0.0 0.1 0.2 0.3 0.4 0.5

Unit Side Shear (psi)

Upward Average Displacement (inch)

B1-2 (West)

B2-2 (Center)

B3-2 (East)

0

100

200

300

400

500

600

700

800

900

0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4

Unit End Bearing (ksf)

Average Downward Displacement (inch)

B1-2 (West)

B2-2 (Center)

B3-2 (East)
HUDSON YARDS

HYW-TF-LAN-RPT-B-20181109 GEOTECHNICAL REPORT

NOVEMBER 9, 2018

APPENDIX F

Lateral Load Test Memo
Technical Memorandum

Langan Engineering, Environmental, Surveying and Landscape Architecture, D.P.C.

21 Penn Plaza, 360 West 31st Street, 8th Floor New York, NY 10001 T: 212.479.5400 F: 212.479.5444

To: Dave Pereira, Jim Strobel, Mark Townsend – Related

From: Michael Paquette, Saul Shapiro, Marc Gallagher

Info: Sitotaw Fantaye, Aleksandr Krutovskiy – MRCE

Dan Weaver, Robin Fitzgerald-Green – KPF

Date: 17 July 2018

Re: Updated Caisson Design Parameters – Lateral Loads

Hudson Yards-West Rail Yards, Manhattan, New York

Langan Project No.: 170444101

This memorandum updates our recommended geotechnical design parameters for WRY Platform 

caissons. The design parameters consider the results of three lateral load tests performed in Terra 

Firma. The tests were in the eastern, central and western parts of Terra Firma (Figure 1) to evaluate

how the variable depth to bedrock and thickness of the fill impact the caisson lateral response.

Details and results of the load tests are included in LoadTest Inc.’s reports provided by East Coast 

Drilling.

LATERAL LOAD TEST DATA

We evaluated the caisson lateral response using strain gage and inclinometer data provided by 

LoadTest. The following key considerations were used to develop our recommended design 

parameters:

1. We excluded data from the upper 5 feet of the test caissons because this zone was 

excavated to clear for utilities and then backfilled with imported soil and therefore does not 

represent the historical fill.

2. We modeled the lateral caisson response using the p-y (mobilized soil reaction-deflection) 

procedure where the soil and rock are modeled as a series of discrete resistances (springs) 

with nonlinear behavior.

3. We evaluated both the strain gauge and inclinometer data and determined that the 

inclinometer gave more reliable readings. There were multiple instances in the strain gauge

data where the force couple between the leading (loaded) and trailing faces of the caisson 

were not reliable (i.e. the data had erroneous spikes and valleys that could not be used to 

create a meaningful induced moment profile). The inclinometers produced a more accurate 

moment profile and were used to develop p-y curves.

4. Load Test 2 (center of the site) had incomplete inclinometer readings because of recording 

errors and erroneous strain gauge readings; therefore, p-y curves were not developed for this 

load test; however, the top load versus deflection was compared to the other two tests.
Technical 

Memorandum

Updated Caisson Design Parameters – Lateral Loads

Hudson Yards-West Rail Yards, Manhattan, New York

Langan Project No.: 170444101

17 July 2018 – Page 2 of 3

5. We used the inclinometer measurements along the length of the caisson to develop profiles 

of moment versus depth and mobilized soil reaction versus depth for each load increment. 

The mobilized soil reaction values at each load increment are combined to produce p-y curves 

at each inclinometer interval.

6. The p-y curves were relatively “noisy”, possibly from the heterogeneous nature of the 

historical fill. We determined soil properties using published p-y curves to fit the site-specific 

p-y data. The predicted caisson top load versus deflection developed using our modeled 

parameters (Figure 2) provide a reasonable approximation of the load test results.

7. We modeled a caisson in each of the six platform zones to evaluate the variability of the fill 

density and thickness (Figure 3).

CONCLUSIONS

We have the following general conclusions:

1. The lateral caisson response is primarily controlled by the historical fill (thickness and density),

even where the fill was thinnest (fill at the west test was about 35 feet thick and at the east 

test was about 18 feet thick based on borings). 

2. The modeled caisson response is not sensitive to the assigned strength parameters in the 

clay (below the fill) because the mobilized soil reaction below the fill is relatively small. In 

addition, the mobilized reaction in the clay during the load tests was small and representative 

p-y curves could not be developed.

3. The depth and type of bedrock did not have a significant impact on the test results because 

the mobilized reaction below the fill is relatively small, even on the east load test where the fill 

was thinnest and rock shallowest.

4. The results of the three lateral load tests show relatively similar top load versus deflection 

responses (Figure 2). 

5. Using published p-y models to fit the p-y curves developed from the load tests produced a 

reasonable approximation of the response of all three load tests (Figure 2).

6. The predicted responses of caissons across the six project zones show about a 10 to 

15 percent difference in the load and deflection response in the general anticipated range of 

working loads (corresponding to less than 1⁄2 inch deflection); therefore, for simplicity in design 

we recommend using an average response for the entire WRY.

DESIGN PARAMETERS

The attached tables present our recommended p-y curves for the fill, clay and bedrock, and include 

curves for 24 to 96 inch diameter caissons.

 Historical Fill

o For the fill layer we recommend using an average response from the six zones.
Technical 

Memorandum

Updated Caisson Design Parameters – Lateral Loads

Hudson Yards-West Rail Yards, Manhattan, New York

Langan Project No.: 170444101

17 July 2018 – Page 3 of 3

o The attached tables include p-y curves as a function of depth of fill for each caisson 

diameter.

o The typical depth of fill for each zone can be obtained from our previously issued 

geotechnical parameter summary for each zone.

o Below the depth of fill for each project zone, the p-y curve for clay are used.

 Clay

o P-y curves for the clay are presented as a function of undrained shear strength.

o Undrained shear strength and thickness of the clay for each zone can be obtained from 

our previously issued geotechnical parameter summary for each zone.

 Bedrock

o Bedrock was not significantly mobilized during the load tests to produce p-y curves; 

therefore the attached tables are a repeat of the previously recommended p-y curves.

If you have any questions or require any additional information, please contact us.
STOP STOP

LANE 1 LANE 2

21 Penn Plaza, 360 West 31st Street, 8th Floor

New York, NY 10001 T: 212.479.5400 F: 212.479.5444 www.langan.com

© 2018 Langan

WARNING:

IT IS A VIOLATION OF THE NYS EDUCATION LAW

ARTICLE 145 FOR ANY PERSON, UNLESS HE IS ACTING

UNDER THE DIRECTION OF A LICENSED

PROFESSIONAL ENGINEER, TO ALTER THIS ITEM IN

ANY WAY.
Project

WARNING: IT IS A VIOLATION THE NYS EDUCATION 

LAW ARTICLE 145 FOR ANY PERSON, UNLESS HE IS 

ACTING UNER THE DIRECTION OF A LICENSED 

PROFESSIONAL ENGINEER, TO ALTER THIS ITEM IN 

ANY WAY.

NEW YORK NEW YORK

Drawing Title Project No.

Date

Scale

Drawn By

Submission Date

Drawing No.

Sheet 2 of 3

170444101

2018/06/29

No Scale

MP/ZW

2018/06/29

0

50

100

150

200

250

300

0 0.5 1 1.5 2 2.5

Lateral Load (kip)

Pile head deflection (in)

Load Test B1-1

LPILE Model B1-1

Load Test B2-1

LPILE Model B2-1

Load Test B3-1

LPILE Model B3-1
Project

WARNING: IT IS A VIOLATION THE NYS EDUCATION 

LAW ARTICLE 145 FOR ANY PERSON, UNLESS HE IS 

ACTING UNER THE DIRECTION OF A LICENSED 

PROFESSIONAL ENGINEER, TO ALTER THIS ITEM IN 

ANY WAY.

COUNTY STATE

Drawing Title Project No.

Date

Scale

Drawn By

Submission Date

Drawing No.

Sheet 3 of 3

170444101

2018/06/29

No Scale

MP/ZW

2018/06/29

0

50

100

150

200

250

300

350

0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6

Lateral Load (kip)

Lateral deflection (inch)

Zone 1

Zone 2

Zone 3

Zone 4

Zone 5

Zone 6

Note: Results based on model for 48" O.D. Caisson 
MANHATTAN NEW YORK

Project Drawing Title Project No. Table No.

Date

Scale

Drawn By / Checked By

Submission Date

Sheet 1 of 11

170444101

2018/07/02

No Scale

ZW / MGP

2018/07/02

Depth

f t 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 y 0.00 0.11 0.22 0.33 0.44 0.56 0.67 0.78 0.89 1.00 1.11 1.22 1.33 1.45 1.56 1.87 2.18 p 0 7 13 20 27 33 40 47 53 60 67 73 80 87 93 93 93 y 0.00 0.13 0.25 0.38 0.51 0.64 0.76 0.89 1.02 1.15 1.27 1.40 1.53 1.65 1.78 2.14 2.49 p 0 23 46 69 92 115 137 160 183 206 229 252 275 298 321 321 321 y 0.00 0.13 0.27 0.40 0.53 0.67 0.80 0.94 1.07 1.20 1.34 1.47 1.60 1.74 1.87 2.24 2.62 p 0 40 80 120 160 200 240 281 321 361 401 441 481 521 561 561 561 y 0.00 0.13 0.27 0.40 0.54 0.67 0.80 0.94 1.07 1.20 1.34 1.47 1.61 1.74 1.87 2.25 2.62 p 0 56 112 169 225 281 337 393 450 506 562 618 675 731 787 787 787 y 0.00 0.13 0.26 0.39 0.52 0.65 0.78 0.91 1.04 1.17 1.30 1.43 1.56 1.69 1.82 2.19 2.55 p 0 70 141 211 282 352 422 493 563 633 704 774 845 915 985 985 985 y 0.00 0.44 0.48 0.51 0.55 0.58 0.62 0.65 0.69 0.72 0.76 0.79 0.83 0.86 0.90 1.08 1.26 p 0 987 1019 1050 1081 1112 1143 1174 1205 1236 1267 1298 1329 1360 1391 1391 1391 y 0.00 0.36 0.36 0.37 0.37 0.37 0.38 0.38 0.38 0.39 0.39 0.40 0.40 0.65 0.90 1.08 1.26 p 0 948 952 957 961 965 969 974 978 982 986 990 995 1260 1525 1525 1525 y 0.00 0.29 0.30 0.31 0.32 0.33 0.34 0.35 0.36 0.37 0.38 0.39 0.40 0.65 0.90 1.08 1.26 p 0 876 892 907 923 938 953 968 982 996 1010 1024 1038 1367 1697 1697 1697 y 0.00 0.24 0.26 0.27 0.29 0.30 0.31 0.33 0.34 0.36 0.37 0.39 0.40 0.65 0.90 1.08 1.26 p 0 843 871 898 925 951 976 1001 1026 1050 1074 1097 1120 1519 1918 1918 1918 y 0.00 0.25 0.26 0.27 0.29 0.30 0.32 0.33 0.34 0.36 0.37 0.39 0.40 0.65 0.90 1.08 1.26 p 0 954 986 1018 1048 1078 1107 1136 1165 1193 1220 1247 1274 1748 2221 2221 2221 y 0.00 0.26 0.27 0.29 0.30 0.31 0.32 0.34 0.35 0.36 0.37 0.39 0.40 0.65 0.90 1.08 1.26 p 0 1124 1157 1188 1219 1250 1280 1310 1339 1368 1397 1425 1453 2005 2557 2557 2557 y 0.00 0.29 0.30 0.31 0.32 0.33 0.34 0.35 0.36 0.37 0.38 0.39 0.40 0.65 0.90 1.08 1.26 p 0 1382 1409 1436 1462 1489 1515 1540 1566 1591 1616 1640 1665 2297 2930 2930 2930 y 0.00 0.33 0.34 0.34 0.35 0.36 0.36 0.37 0.37 0.38 0.39 0.39 0.40 0.65 0.90 1.08 1.26 p 0 1680 1700 1720 1739 1759 1778 1797 1816 1835 1854 1872 1891 2609 3328 3328 3328 y 0.00 0.37 0.37 0.37 0.38 0.38 0.38 0.39 0.39 0.39 0.39 0.40 0.40 0.65 0.90 1.08 1.26 p 0 2024 2034 2044 2053 2063 2073 2083 2092 2102 2112 2121 2131 2941 3751 3751 3751 y 0.00 0.41 0.45 0.48 0.52 0.56 0.60 0.64 0.67 0.71 0.75 0.79 0.82 0.86 0.90 1.08 1.26 p 0 2416 2553 2690 2827 2965 3102 3239 3376 3513 3650 3787 3925 4062 4199 4199 4199 y 0.00 0.45 0.49 0.52 0.56 0.59 0.62 0.66 0.69 0.73 0.76 0.80 0.83 0.87 0.90 1.08 1.26 p 0 2861 3005 3144 3283 3422 3561 3700 3838 3977 4116 4255 4394 4533 4672 4672 4672 y 0.00 0.50 0.53 0.56 0.59 0.62 0.65 0.68 0.72 0.75 0.78 0.81 0.84 0.87 0.90 1.08 1.26 p 0 3362 3520 3657 3795 3932 4070 4207 4345 4483 4620 4758 4895 5033 5170 5170 5170 y 0.00 0.55 0.58 0.60 0.63 0.66 0.68 0.71 0.74 0.77 0.79 0.82 0.85 0.87 0.90 1.08 1.26 p 0 3925 4104 4237 4369 4502 4634 4766 4899 5031 5164 5296 5429 5561 5694 5694 5694 y 0.00 0.08 0.16 0.24 0.32 0.40 0.48 0.56 0.64 0.72 0.80 0.88 0.96 1.04 1.12 1.35 1.57 p 0 446 892 1338 1784 2229 2675 3121 3567 4013 4459 4905 5351 5797 6242 6242 6242 y 0.00 0.08 0.17 0.25 0.33 0.42 0.50 0.58 0.67 0.75 0.83 0.92 1.00 1.08 1.17 1.40 1.63 p 0 487 974 1461 1947 2434 2921 3408 3895 4382 4869 5355 5842 6329 6816 6816 6816 ay = Lateral pile deflection in inches bp = Lateral pile resistance in pounds per inch

19.5

17.5

18.5

15.5

16.5

13.5

14.5

6.5

11.5

12.5

9.5

10.5

3.5

4.5 FILL (24 inch Caisson)

0.5

1.5

2.5

7.5

8.5

5.5

Zone

Curve Points
MANHATTAN NEW YORK

Project Drawing Title Project No. Table No.

Date

Scale

Drawn By / Checked By

Submission Date

Sheet 1 of 11

170444101

2018/07/02

No Scale

ZW / MGP

2018/07/02

Depth

f t 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 y 0.00 0.09 0.17 0.26 0.34 0.43 0.52 0.60 0.69 0.78 0.86 0.95 1.03 1.12 1.21 1.45 1.69 p 0 530 1059 1589 2119 2648 3178 3707 4237 4767 5296 5826 6356 6885 7415 7415 7415 y 0.00 0.09 0.18 0.27 0.36 0.45 0.53 0.62 0.71 0.80 0.89 0.98 1.07 1.16 1.25 1.50 1.74 p 0 574 1148 1723 2297 2871 3445 4019 4594 5168 5742 6316 6890 7464 8039 8039 8039 y 0.00 0.09 0.18 0.28 0.37 0.46 0.55 0.64 0.74 0.83 0.92 1.01 1.10 1.20 1.29 1.54 1.80 p 0 621 1241 1862 2482 3103 3723 4344 4964 5585 6205 6826 7446 8067 8688 8688 8688 y 0.00 0.09 0.19 0.28 0.38 0.47 0.57 0.66 0.76 0.85 0.95 1.04 1.14 1.23 1.33 1.59 1.86 p 0 669 1337 2006 2675 3343 4012 4681 5349 6018 6687 7356 8024 8693 9362 9362 9362 y 0.00 0.10 0.20 0.29 0.39 0.49 0.59 0.68 0.78 0.88 0.98 1.08 1.17 1.27 1.37 1.64 1.92 p 0 719 1437 2156 2874 3593 4312 5030 5749 6468 7186 7905 8623 9342 10061 10061 10061 y 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.81 0.91 1.01 1.11 1.21 1.31 1.41 1.69 1.97 p 0 770 1541 2311 3081 3852 4622 5392 6163 6933 7704 8474 9244 10015 10785 10785 10785 y 0.00 0.10 0.21 0.31 0.41 0.52 0.62 0.73 0.83 0.93 1.04 1.14 1.24 1.35 1.45 1.74 2.03 p 0 824 1648 2472 3295 4119 4943 5767 6591 7415 8239 9063 9886 10710 11534 11534 11534 y 0.00 0.11 0.21 0.32 0.43 0.53 0.64 0.75 0.85 0.96 1.07 1.17 1.28 1.39 1.49 1.79 2.09 p 0 879 1758 2638 3517 4396 5275 6154 7033 7913 8792 9671 10550 11429 12309 12309 12309 y 0.00 0.11 0.22 0.33 0.44 0.55 0.66 0.77 0.88 0.99 1.10 1.20 1.31 1.42 1.53 1.84 2.15 p 0 936 1873 2809 3745 4681 5618 6554 7490 8427 9363 10299 11236 12172 13108 13108 13108 y 0.00 0.11 0.22 0.34 0.45 0.56 0.67 0.79 0.90 1.01 1.12 1.24 1.35 1.46 1.57 1.89 2.20 p 0 995 1990 2986 3981 4976 5971 6966 7962 8957 9952 10947 11942 12937 13933 13933 13933 y 0.00 0.12 0.23 0.35 0.46 0.58 0.69 0.81 0.92 1.04 1.15 1.27 1.38 1.50 1.62 1.94 2.26 p 0 1056 2112 3168 4224 5279 6335 7391 8447 9503 10559 11615 12671 13726 14782 14782 14782 y 0.00 0.12 0.24 0.36 0.47 0.59 0.71 0.83 0.95 1.07 1.18 1.30 1.42 1.54 1.66 1.99 2.32 p 0 1118 2237 3355 4473 5592 6710 7829 8947 10065 11184 12302 13420 14539 15657 15657 15657 y 0.00 0.12 0.24 0.36 0.49 0.61 0.73 0.85 0.97 1.09 1.21 1.33 1.46 1.58 1.70 2.04 2.38 p 0 1183 2365 3548 4731 5913 7096 8279 9461 10644 11826 13009 14192 15374 16557 16557 16557 y 0.00 0.12 0.25 0.37 0.50 0.62 0.75 0.87 0.99 1.12 1.24 1.37 1.49 1.62 1.74 2.09 2.44 p 0 1249 2497 3746 4995 6244 7492 8741 9990 11238 12487 13736 14985 16233 17482 17482 17482 y 0.00 0.13 0.25 0.38 0.50 0.63 0.75 0.88 1.00 1.13 1.25 1.38 1.50 1.63 1.75 2.10 2.45 p 0 1296 2591 3887 5183 6479 7774 9070 10366 11661 12957 14253 15549 16844 18140 18140 18140 y 0.00 0.12 0.25 0.37 0.50 0.62 0.75 0.87 1.00 1.12 1.25 1.37 1.50 1.62 1.75 2.10 2.44 p 0 1328 2656 3985 5313 6641 7969 9297 10625 11954 13282 14610 15938 17266 18594 18594 18594 y 0.00 0.12 0.25 0.37 0.50 0.62 0.75 0.87 0.99 1.12 1.24 1.37 1.49 1.62 1.74 2.09 2.44 p 0 1361 2721 4082 5443 6803 8164 9524 10885 12246 13606 14967 16328 17688 19049 19049 19049 y 0.00 0.12 0.25 0.37 0.50 0.62 0.74 0.87 0.99 1.11 1.24 1.36 1.49 1.61 1.73 2.08 2.43 p 0 1393 2786 4179 5572 6965 8359 9752 11145 12538 13931 15324 16717 18110 19503 19503 19503 ay = Lateral pile deflection in inches bp = Lateral pile resistance in pounds per inch

37.5

35.5

36.5

33.5

34.5

31.5

32.5

29.5

30.5

27.5

28.5

25.5

26.5

23.5

24.5

21.5

22.5

20.5 FILL (24 inch Caisson)

Zone

Curve Points
MANHATTAN NEW YORK

Project Drawing Title Project No. Table No.

Date

Scale

Drawn By / Checked By

Submission Date

Sheet 2 of 11

170444101

2018/07/02

No Scale

ZW / MGP

2018/07/02

Depth

f t 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 y 0.00 0.16 0.32 0.48 0.64 0.81 0.97 1.13 1.29 1.45 1.61 1.77 1.93 2.10 2.26 2.71 3.16 p 0 10 19 29 39 48 58 68 77 87 97 106 116 126 135 135 135 y 0.00 0.18 0.36 0.54 0.72 0.91 1.09 1.27 1.45 1.63 1.81 1.99 2.17 2.35 2.53 3.04 3.55 p 0 33 65 98 130 163 196 228 261 293 326 358 391 424 456 456 456 y 0.00 0.19 0.39 0.58 0.77 0.97 1.16 1.35 1.55 1.74 1.93 2.13 2.32 2.51 2.71 3.25 3.79 p 0 58 116 174 232 290 348 406 464 522 580 638 696 754 812 812 812 y 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.20 2.40 2.60 2.80 3.35 3.91 p 0 84 168 252 335 419 503 587 671 755 839 922 1006 1090 1174 1174 1174 y 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.20 2.40 2.60 2.80 3.36 3.92 p 0 108 216 324 432 540 649 757 865 973 1081 1189 1297 1405 1513 1513 1513 y 0.00 0.75 0.80 0.84 0.89 0.93 0.98 1.03 1.07 1.12 1.17 1.21 1.26 1.30 1.35 1.62 1.89 p 0 1681 1729 1767 1806 1845 1883 1922 1961 1999 2038 2077 2115 2154 2193 2193 2193 y 0.00 0.64 0.70 0.75 0.81 0.86 0.92 0.97 1.02 1.08 1.13 1.19 1.24 1.30 1.35 1.62 1.89 p 0 1709 1760 1810 1860 1910 1960 2011 2061 2111 2161 2211 2262 2312 2362 2362 2362 y 0.00 0.55 0.55 0.56 0.56 0.57 0.57 0.58 0.58 0.59 0.59 0.60 0.60 0.98 1.35 1.62 1.89 p 0 1684 1689 1693 1698 1703 1707 1712 1717 1721 1726 1730 1735 2108 2481 2481 2481 y 0.00 0.48 0.49 0.50 0.51 0.52 0.53 0.54 0.56 0.57 0.58 0.59 0.60 0.98 1.35 1.62 1.89 p 0 1654 1668 1682 1696 1710 1724 1737 1751 1764 1777 1790 1803 2226 2649 2649 2649 y 0.00 0.41 0.43 0.45 0.47 0.48 0.50 0.52 0.53 0.55 0.57 0.58 0.60 0.98 1.35 1.62 1.89 p 0 1606 1633 1659 1685 1710 1735 1759 1783 1806 1829 1851 1873 2360 2847 2847 2847 y 0.00 0.36 0.38 0.41 0.43 0.45 0.47 0.49 0.51 0.54 0.56 0.58 0.60 0.98 1.35 1.62 1.89 p 0 1554 1596 1637 1677 1716 1754 1791 1827 1862 1896 1930 1963 2533 3103 3103 3103 y 0.00 0.30 0.33 0.35 0.38 0.41 0.44 0.46 0.49 0.52 0.55 0.57 0.60 0.98 1.35 1.62 1.89 p 0 1402 1468 1531 1592 1651 1708 1763 1817 1870 1921 1971 2020 2681 3342 3342 3342 y 0.00 0.26 0.29 0.32 0.35 0.39 0.42 0.45 0.48 0.51 0.54 0.57 0.60 0.98 1.35 1.62 1.89 p 0 1341 1427 1510 1589 1665 1739 1811 1880 1947 2013 2077 2140 2897 3654 3654 3654 y 0.00 0.27 0.30 0.33 0.36 0.39 0.42 0.45 0.48 0.51 0.54 0.57 0.60 0.98 1.35 1.62 1.89 p 0 1468 1563 1654 1741 1826 1908 1987 2065 2140 2213 2285 2355 3212 4070 4070 4070 y 0.00 0.27 0.30 0.33 0.36 0.39 0.42 0.45 0.48 0.51 0.54 0.57 0.60 0.98 1.35 1.62 1.89 p 0 1593 1697 1797 1894 1987 2078 2166 2251 2335 2417 2496 2575 3539 4503 4503 4503 y 0.00 0.28 0.31 0.34 0.37 0.40 0.43 0.46 0.48 0.51 0.54 0.57 0.60 0.98 1.35 1.62 1.89 p 0 1790 1898 2003 2105 2203 2299 2392 2482 2571 2658 2743 2826 3900 4974 4974 4974 y 0.00 0.31 0.34 0.36 0.39 0.42 0.44 0.47 0.49 0.52 0.55 0.57 0.60 0.98 1.35 1.62 1.89 p 0 2086 2192 2295 2396 2493 2588 2681 2772 2861 2948 3034 3118 4302 5487 5487 5487 y 0.00 0.34 0.36 0.39 0.41 0.43 0.46 0.48 0.50 0.53 0.55 0.58 0.60 0.98 1.35 1.62 1.89 p 0 2417 2519 2618 2715 2810 2903 2993 3082 3170 3256 3340 3423 4724 6025 6025 6025 y 0.00 0.81 0.85 0.89 0.93 0.98 1.02 1.06 1.10 1.14 1.18 1.23 1.27 1.31 1.35 1.62 1.89 p 0 4487 4692 4850 5008 5166 5324 5482 5640 5798 5956 6114 6272 6430 6588 6588 6588 y 0.00 0.88 0.92 0.95 0.99 1.02 1.06 1.10 1.13 1.17 1.21 1.24 1.28 1.31 1.35 1.62 1.89 p 0 5144 5356 5530 5680 5829 5979 6129 6278 6428 6578 6727 6877 7026 7176 7176 7176 ay = Lateral pile deflection in inches bp = Lateral pile resistance in pounds per inch

19.5

17.5

18.5

15.5

16.5

13.5

14.5

6.5

11.5

12.5

9.5

10.5

3.5

4.5 FILL (36 inch Caisson)

0.5

1.5

2.5

7.5

8.5

5.5

Zone

Curve Points
MANHATTAN NEW YORK

Project Drawing Title Project No. Table No.

Date

Scale

Drawn By / Checked By

Submission Date

Sheet 2 of 11

170444101

2018/07/02

No Scale

ZW / MGP

2018/07/02

Depth

f t 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 y 0.00 0.95 0.98 1.01 1.05 1.08 1.11 1.14 1.17 1.20 1.23 1.26 1.29 1.32 1.35 1.62 1.89 p 0 5867 6054 6242 6423 6560 6696 6833 6969 7106 7243 7379 7516 7653 7789 7789 7789 y 0.00 1.03 1.06 1.08 1.11 1.13 1.15 1.18 1.20 1.23 1.25 1.28 1.30 1.33 1.35 1.62 1.89 p 0 6662 6819 6977 7134 7291 7449 7599 7717 7836 7954 8072 8191 8309 8427 8427 8427 y 0.00 1.12 1.13 1.15 1.17 1.19 1.21 1.22 1.24 1.26 1.28 1.30 1.31 1.33 1.35 1.62 1.89 p 0 7532 7654 7775 7897 8018 8140 8262 8383 8505 8626 8748 8869 8991 9091 9091 9091 y 0.00 1.20 1.21 1.23 1.24 1.25 1.26 1.27 1.28 1.29 1.30 1.32 1.33 1.34 1.35 1.62 1.89 p 0 8482 8562 8642 8721 8801 8880 8960 9040 9119 9199 9279 9358 9438 9518 9779 9779 y 0.00 1.29 1.30 1.30 1.31 1.31 1.32 1.32 1.32 1.33 1.33 1.34 1.34 1.35 1.35 1.62 1.89 p 0 9516 9548 9579 9610 9641 9673 9704 9735 9766 9798 9829 9860 9891 9923 10493 10493 y 0.00 0.10 0.21 0.31 0.42 0.52 0.63 0.73 0.84 0.94 1.05 1.15 1.26 1.36 1.47 1.76 2.06 p 0 802 1604 2407 3209 4011 4813 5616 6418 7220 8022 8825 9627 10429 11231 11231 11231 y 0.00 0.11 0.22 0.32 0.43 0.54 0.65 0.75 0.86 0.97 1.08 1.19 1.29 1.40 1.51 1.81 2.11 p 0 857 1714 2570 3427 4284 5141 5998 6854 7711 8568 9425 10282 11138 11995 11995 11995 y 0.00 0.11 0.22 0.33 0.44 0.55 0.66 0.77 0.89 1.00 1.11 1.22 1.33 1.44 1.55 1.86 2.17 p 0 913 1826 2739 3653 4566 5479 6392 7305 8218 9131 10045 10958 11871 12784 12784 12784 y 0.00 0.11 0.23 0.34 0.45 0.57 0.68 0.80 0.91 1.02 1.14 1.25 1.36 1.48 1.59 1.91 2.23 p 0 971 1943 2914 3885 4856 5828 6799 7770 8742 9713 10684 11655 12627 13598 13598 13598 y 0.00 0.12 0.23 0.35 0.47 0.58 0.70 0.82 0.93 1.05 1.17 1.28 1.40 1.51 1.63 1.96 2.28 p 0 1031 2062 3094 4125 5156 6187 7218 8250 9281 10312 11343 12375 13406 14437 14437 14437 y 0.00 0.12 0.24 0.36 0.48 0.60 0.72 0.84 0.96 1.08 1.19 1.31 1.43 1.55 1.67 2.01 2.34 p 0 1093 2186 3279 4372 5465 6558 7651 8743 9836 10929 12022 13115 14208 15301 15301 15301 y 0.00 0.12 0.24 0.37 0.49 0.61 0.73 0.86 0.98 1.10 1.22 1.35 1.47 1.59 1.71 2.06 2.40 p 0 1156 2313 3469 4626 5782 6939 8095 9252 10408 11565 12721 13877 15034 16190 16190 16190 y 0.00 0.13 0.25 0.38 0.50 0.63 0.75 0.88 1.00 1.13 1.25 1.38 1.50 1.63 1.75 2.11 2.46 p 0 1222 2444 3665 4887 6109 7331 8552 9774 10996 12218 13439 14661 15883 17105 17105 17105 y 0.00 0.13 0.26 0.38 0.51 0.64 0.77 0.90 1.03 1.15 1.28 1.41 1.54 1.67 1.80 2.15 2.51 p 0 1289 2578 3867 5155 6444 7733 9022 10311 11600 12889 14177 15466 16755 18044 18044 18044 y 0.00 0.13 0.26 0.39 0.52 0.66 0.79 0.92 1.05 1.18 1.31 1.44 1.57 1.71 1.84 2.20 2.57 p 0 1358 2716 4073 5431 6789 8147 9504 10862 12220 13578 14935 16293 17651 19009 19009 19009 y 0.00 0.13 0.27 0.40 0.54 0.67 0.80 0.94 1.07 1.21 1.34 1.48 1.61 1.74 1.88 2.25 2.63 p 0 1428 2857 4285 5714 7142 8571 9999 11427 12856 14284 15713 17141 18570 19998 19998 19998 y 0.00 0.14 0.27 0.41 0.55 0.69 0.82 0.96 1.10 1.23 1.37 1.51 1.64 1.78 1.92 2.30 2.69 p 0 1501 3002 4503 6004 7505 9005 10506 12007 13508 15009 16510 18011 19512 21013 21013 21013 y 0.00 0.14 0.28 0.42 0.56 0.70 0.84 0.98 1.12 1.26 1.40 1.54 1.68 1.82 1.96 2.35 2.74 p 0 1575 3150 4726 6301 7876 9451 11026 12601 14177 15752 17327 18902 20477 22053 22053 22053 ay = Lateral pile deflection in inches bp = Lateral pile resistance in pounds per inch

37.5

35.5

36.5

33.5

34.5

31.5

32.5

29.5

30.5

27.5

28.5

25.5

26.5

23.5

24.5

21.5

22.5

20.5 FILL (36 inch Caisson)

Zone

Curve Points
MANHATTAN NEW YORK

Project Drawing Title Project No. Table No.

Date

Scale

Drawn By / Checked By

Submission Date

Sheet 3 of 11

170444101

2018/07/02

No Scale

ZW / MGP

2018/07/02

Depth

f t 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 y 0.00 0.21 0.42 0.63 0.84 1.06 1.27 1.48 1.69 1.90 2.11 2.32 2.53 2.74 2.96 3.55 4.14 p 0 13 25 38 51 63 76 89 101 114 127 139 152 165 177 177 177 y 0.00 0.23 0.46 0.70 0.93 1.16 1.39 1.63 1.86 2.09 2.32 2.56 2.79 3.02 3.25 3.91 4.56 p 0 42 84 126 167 209 251 293 335 377 418 460 502 544 586 586 586 y 0.00 0.25 0.50 0.75 0.99 1.24 1.49 1.74 1.99 2.24 2.49 2.73 2.98 3.23 3.48 4.18 4.87 p 0 75 149 224 298 373 447 522 597 671 746 820 895 970 1044 1044 1044 y 0.00 0.26 0.52 0.78 1.04 1.30 1.56 1.81 2.07 2.33 2.59 2.85 3.11 3.37 3.63 4.36 5.08 p 0 109 218 327 436 544 653 762 871 980 1089 1198 1307 1415 1524 1524 1524 y 0.00 0.27 0.53 0.80 1.06 1.33 1.59 1.86 2.12 2.39 2.66 2.92 3.19 3.45 3.72 4.46 5.20 p 0 143 287 430 574 717 860 1004 1147 1290 1434 1577 1721 1864 2007 2007 2007 y 0.00 1.00 1.07 1.13 1.19 1.25 1.31 1.37 1.43 1.49 1.56 1.62 1.68 1.74 1.80 2.16 2.52 p 0 2255 2317 2366 2415 2464 2513 2562 2611 2660 2709 2758 2808 2857 2906 2906 2906 y 0.00 0.90 0.96 1.03 1.10 1.17 1.24 1.31 1.38 1.45 1.52 1.59 1.66 1.73 1.80 2.16 2.52 p 0 2375 2440 2503 2565 2627 2690 2752 2814 2877 2939 3001 3064 3126 3189 3189 3189 y 0.00 0.81 0.88 0.96 1.04 1.11 1.19 1.27 1.34 1.42 1.49 1.57 1.65 1.72 1.80 2.16 2.52 p 0 2471 2546 2622 2698 2774 2849 2925 3001 3077 3152 3228 3304 3380 3455 3455 3455 y 0.00 0.73 0.74 0.74 0.75 0.75 0.76 0.77 0.77 0.78 0.79 0.79 0.80 1.30 1.80 2.16 2.52 p 0 2527 2535 2542 2550 2557 2564 2571 2578 2586 2593 2600 2607 3146 3686 3686 3686 y 0.00 0.66 0.67 0.68 0.70 0.71 0.72 0.73 0.75 0.76 0.77 0.79 0.80 1.30 1.80 2.16 2.52 p 0 2546 2563 2580 2597 2613 2629 2645 2661 2676 2692 2707 2722 3300 3877 3877 3877 y 0.00 0.59 0.61 0.63 0.65 0.67 0.69 0.71 0.72 0.74 0.76 0.78 0.80 1.30 1.80 2.16 2.52 p 0 2532 2561 2589 2616 2643 2670 2696 2721 2746 2771 2795 2819 3445 4071 4071 4071 y 0.00 0.53 0.55 0.58 0.60 0.63 0.65 0.68 0.70 0.73 0.75 0.78 0.80 1.30 1.80 2.16 2.52 p 0 2481 2524 2566 2607 2647 2686 2725 2762 2798 2834 2869 2904 3593 4283 4283 4283 y 0.00 0.48 0.51 0.53 0.56 0.59 0.62 0.65 0.68 0.71 0.74 0.77 0.80 1.30 1.80 2.16 2.52 p 0 2428 2488 2547 2603 2658 2712 2764 2814 2863 2911 2958 3004 3774 4544 4544 4544 y 0.00 0.43 0.47 0.50 0.53 0.57 0.60 0.63 0.67 0.70 0.73 0.77 0.80 1.30 1.80 2.16 2.52 p 0 2389 2469 2546 2620 2691 2761 2828 2893 2956 3018 3079 3137 4010 4883 4883 4883 y 0.00 0.38 0.42 0.46 0.50 0.53 0.57 0.61 0.65 0.69 0.72 0.76 0.80 1.30 1.80 2.16 2.52 p 0 2268 2375 2476 2573 2666 2756 2843 2928 3009 3089 3166 3242 4225 5208 5208 5208 y 0.00 0.32 0.37 0.41 0.45 0.50 0.54 0.58 0.63 0.67 0.71 0.76 0.80 1.30 1.80 2.16 2.52 p 0 2047 2188 2322 2449 2571 2688 2800 2909 3015 3117 3216 3313 4414 5516 5516 5516 y 0.00 0.29 0.34 0.38 0.43 0.48 0.52 0.57 0.62 0.66 0.71 0.75 0.80 1.30 1.80 2.16 2.52 p 0 1964 2134 2294 2446 2591 2730 2863 2992 3117 3238 3356 3471 4695 5919 5919 5919 y 0.00 0.30 0.34 0.39 0.43 0.48 0.52 0.57 0.62 0.66 0.71 0.75 0.80 1.30 1.80 2.16 2.52 p 0 2111 2294 2467 2631 2788 2939 3084 3225 3361 3493 3621 3747 5096 6446 6446 6446 y 0.00 0.63 0.65 0.66 0.68 0.69 0.71 0.72 0.74 0.75 0.77 0.78 0.80 1.30 1.80 2.16 2.52 p 0 3504 3554 3603 3652 3700 3748 3796 3843 3890 3936 3982 4028 5510 6992 6992 6992 y 0.00 0.65 0.67 0.68 0.69 0.71 0.72 0.73 0.75 0.76 0.77 0.79 0.80 1.30 1.80 2.16 2.52 p 0 3815 3862 3909 3955 4001 4047 4092 4137 4182 4226 4270 4314 5936 7557 7557 7557 ay = Lateral pile deflection in inches bp = Lateral pile resistance in pounds per inch FILL (48 inch Caisson)

Curve Points

Zone

11.5

12.5

5.5

6.5

7.5

8.5

0.5

1.5

2.5

3.5

13.5

4.5

18.5

19.5

17.5

14.5

15.5

16.5

10.5

9.5
MANHATTAN NEW YORK

Project Drawing Title Project No. Table No.

Date

Scale

Drawn By / Checked By

Submission Date

Sheet 3 of 11

170444101

2018/07/02

No Scale

ZW / MGP

2018/07/02

Depth

f t 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 y 0.00 0.69 0.70 0.71 0.72 0.73 0.74 0.75 0.76 0.77 0.78 0.79 0.80 1.30 1.80 2.16 2.52 p 0 4233 4271 4308 4346 4383 4420 4457 4494 4530 4566 4602 4638 6401 8163 8163 8163 y 0.00 0.74 0.75 0.75 0.76 0.76 0.77 0.77 0.78 0.78 0.79 0.79 0.80 1.30 1.80 2.16 2.52 p 0 4784 4805 4825 4846 4867 4887 4908 4928 4948 4969 4989 5009 6913 8816 8816 8816 y 0.00 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 1.30 1.80 2.16 2.52 p 0 5385 5386 5387 5388 5389 5389 5390 5391 5392 5393 5393 5394 7444 9494 9494 9494 y 0.00 0.86 0.93 1.00 1.07 1.15 1.22 1.29 1.36 1.44 1.51 1.58 1.65 1.73 1.80 2.16 2.52 p 0 6040 6363 6683 7002 7322 7641 7961 8280 8599 8919 9238 9558 9877 10197 10197 10197 y 0.00 0.92 0.99 1.05 1.12 1.19 1.26 1.33 1.39 1.46 1.53 1.60 1.66 1.73 1.80 2.16 2.52 p 0 6751 7086 7406 7726 8046 8366 8686 9006 9326 9645 9965 10285 10605 10925 10925 10925 y 0.00 0.98 1.05 1.11 1.17 1.23 1.30 1.36 1.42 1.49 1.55 1.61 1.67 1.74 1.80 2.16 2.52 p 0 7521 7876 8193 8510 8826 9143 9460 9777 10094 10411 10727 11044 11361 11678 11678 11678 y 0.00 1.05 1.11 1.17 1.22 1.28 1.34 1.40 1.45 1.51 1.57 1.63 1.68 1.74 1.80 2.16 2.52 p 0 8353 8736 9046 9356 9666 9976 10286 10596 10906 11216 11526 11836 12146 12456 12456 12456 y 0.00 1.12 1.17 1.23 1.28 1.33 1.38 1.43 1.49 1.54 1.59 1.64 1.70 1.75 1.80 2.16 2.52 p 0 9250 9672 9971 10270 10569 10868 11167 11466 11765 12064 12363 12662 12960 13259 13259 13259 y 0.00 1.19 1.24 1.29 1.33 1.38 1.43 1.47 1.52 1.57 1.61 1.66 1.71 1.75 1.80 2.16 2.52 p 0 10215 10613 10972 11255 11539 11822 12105 12388 12672 12955 13238 13521 13805 14088 14088 14088 y 0.00 1.27 1.31 1.35 1.39 1.43 1.47 1.52 1.56 1.60 1.64 1.68 1.72 1.76 1.80 2.16 2.52 p 0 11250 11610 11970 12317 12579 12842 13104 13367 13629 13891 14154 14416 14679 14941 14941 14941 y 0.00 1.35 1.39 1.42 1.45 1.49 1.52 1.56 1.59 1.63 1.66 1.70 1.73 1.77 1.80 2.16 2.52 p 0 12360 12676 12992 13308 13624 13931 14167 14403 14640 14876 15112 15348 15584 15820 15820 15820 y 0.00 1.43 1.46 1.49 1.52 1.55 1.57 1.60 1.63 1.66 1.69 1.72 1.74 1.77 1.80 2.16 2.52 p 0 13546 13813 14079 14346 14612 14878 15145 15411 15678 15909 16113 16316 16520 16723 16723 16723 y 0.00 1.52 1.54 1.56 1.58 1.61 1.63 1.65 1.67 1.69 1.71 1.74 1.76 1.78 1.80 2.16 2.52 p 0 14813 15024 15234 15445 15655 15866 16076 16287 16497 16708 16918 17129 17339 17550 17652 17652 y 0.00 1.61 1.62 1.64 1.65 1.67 1.68 1.70 1.71 1.73 1.74 1.76 1.77 1.79 1.80 2.16 2.52 p 0 16164 16312 16460 16608 16756 16905 17053 17201 17349 17497 17645 17794 17942 18090 18606 18606 y 0.00 1.70 1.71 1.72 1.72 1.73 1.74 1.75 1.75 1.76 1.77 1.78 1.78 1.79 1.80 2.16 2.52 p 0 17601 17680 17759 17838 17918 17997 18076 18155 18234 18313 18393 18472 18551 18630 19585 19585 y 0.00 1.80 1.80 1.80 1.80 1.80 1.80 1.80 1.80 1.80 1.80 1.80 1.80 1.80 1.80 2.16 2.52 p 0 19128 19131 19135 19138 19141 19144 19148 19151 19154 19157 19160 19164 19167 19170 20589 20589 y 0.00 0.14 0.28 0.42 0.56 0.71 0.85 0.99 1.13 1.27 1.41 1.55 1.69 1.83 1.97 2.37 2.76 p 0 1544 3088 4632 6177 7721 9265 10809 12353 13897 15442 16986 18530 20074 21618 21618 21618 y 0.00 0.14 0.29 0.43 0.58 0.72 0.86 1.01 1.15 1.30 1.44 1.58 1.73 1.87 2.02 2.42 2.82 p 0 1619 3239 4858 6478 8097 9717 11336 12956 14575 16195 17814 19434 21053 22672 22672 22672 ay = Lateral pile deflection in inches bp = Lateral pile resistance in pounds per inch FILL (48 inch Caisson)

Curve Points

Zone

23.5

24.5

25.5

33.5

37.5

26.5

27.5

34.5

35.5

36.5

28.5

29.5

30.5

31.5

32.5

20.5

21.5

22.5
MANHATTAN NEW YORK

Project Drawing Title Project No. Table No.

Date

Scale

Drawn By / Checked By

Submission Date

Sheet 4 of 11

170444101

2018/07/02

No Scale

ZW / MGP

2018/07/02

Depth

f t 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 y 0.00 0.31 0.62 0.93 1.24 1.55 1.86 2.17 2.48 2.80 3.11 3.42 3.73 4.04 4.35 5.22 6.09 p 0 19 37 56 75 93 112 130 149 168 186 205 224 242 261 261 261 y 0.00 0.33 0.67 1.00 1.33 1.67 2.00 2.33 2.67 3.00 3.34 3.67 4.00 4.34 4.67 5.60 6.54 p 0 60 120 180 240 300 360 420 480 540 600 660 720 781 841 841 841 y 0.00 0.35 0.71 1.06 1.41 1.77 2.12 2.47 2.83 3.18 3.53 3.89 4.24 4.59 4.95 5.94 6.93 p 0 106 212 318 424 530 636 742 848 954 1060 1166 1272 1378 1484 1484 1484 y 0.00 0.37 0.74 1.11 1.48 1.85 2.22 2.59 2.96 3.33 3.69 4.06 4.43 4.80 5.17 6.21 7.24 p 0 155 310 466 621 776 931 1086 1242 1397 1552 1707 1862 2017 2173 2173 2173 y 0.00 0.38 0.76 1.15 1.53 1.91 2.29 2.67 3.05 3.44 3.82 4.20 4.58 4.96 5.35 6.41 7.48 p 0 206 412 619 825 1031 1237 1443 1649 1856 2062 2268 2474 2680 2887 2887 2887 y 0.00 1.44 1.54 1.64 1.73 1.83 1.93 2.02 2.12 2.22 2.31 2.41 2.51 2.60 2.70 3.24 3.78 p 0 3238 3322 3395 3467 3540 3613 3685 3758 3831 3903 3976 4048 4121 4194 4194 4194 y 0.00 1.32 1.43 1.53 1.64 1.75 1.85 1.96 2.06 2.17 2.28 2.38 2.49 2.59 2.70 3.24 3.78 p 0 3505 3598 3687 3777 3867 3956 4046 4136 4225 4315 4405 4494 4584 4673 4673 4673 y 0.00 1.23 1.34 1.45 1.57 1.68 1.79 1.91 2.02 2.13 2.25 2.36 2.47 2.59 2.70 3.24 3.78 p 0 3752 3859 3965 4071 4177 4284 4390 4496 4603 4709 4815 4921 5028 5134 5134 5134 y 0.00 1.14 1.15 1.15 1.16 1.16 1.17 1.17 1.18 1.18 1.19 1.19 1.20 1.95 2.70 3.24 3.78 p 0 3959 3965 3970 3976 3981 3987 3993 3998 4004 4009 4015 4020 4789 5559 5559 5559 y 0.00 1.07 1.08 1.10 1.11 1.12 1.13 1.14 1.15 1.17 1.18 1.19 1.20 1.95 2.70 3.24 3.78 p 0 4155 4169 4183 4197 4210 4224 4237 4251 4264 4277 4291 4304 5141 5978 5978 5978 y 0.00 1.01 1.03 1.05 1.06 1.08 1.10 1.12 1.13 1.15 1.17 1.18 1.20 1.95 2.70 3.24 3.78 p 0 4344 4367 4389 4412 4434 4456 4477 4499 4520 4541 4562 4582 5491 6399 6399 6399 y 0.00 0.95 0.98 1.00 1.02 1.04 1.07 1.09 1.11 1.13 1.16 1.18 1.20 1.95 2.70 3.24 3.78 p 0 4480 4514 4547 4579 4612 4643 4674 4705 4736 4766 4795 4824 5801 6778 6778 6778 y 0.00 0.90 0.93 0.95 0.98 1.01 1.04 1.06 1.09 1.12 1.15 1.17 1.20 1.95 2.70 3.24 3.78 p 0 4592 4637 4682 4725 4768 4810 4852 4892 4932 4972 5010 5048 6089 7131 7131 7131 y 0.00 0.85 0.88 0.91 0.95 0.98 1.01 1.04 1.07 1.10 1.14 1.17 1.20 1.95 2.70 3.24 3.78 p 0 4683 4741 4798 4853 4907 4960 5012 5063 5112 5161 5209 5256 6357 7458 7458 7458 y 0.00 0.80 0.83 0.87 0.91 0.94 0.98 1.02 1.05 1.09 1.13 1.16 1.20 1.95 2.70 3.24 3.78 p 0 4714 4787 4858 4927 4994 5059 5123 5185 5246 5305 5363 5420 6575 7730 7730 7730 y 0.00 0.75 0.79 0.83 0.87 0.91 0.95 0.99 1.04 1.08 1.12 1.16 1.20 1.95 2.70 3.24 3.78 p 0 4724 4814 4901 4985 5066 5146 5223 5298 5371 5442 5512 5580 6805 8030 8030 8030 y 0.00 0.70 0.75 0.79 0.84 0.88 0.93 0.97 1.02 1.06 1.11 1.15 1.20 1.95 2.70 3.24 3.78 p 0 4711 4821 4927 5029 5128 5223 5316 5406 5493 5578 5661 5742 7058 8375 8375 8375 y 0.00 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00 1.05 1.10 1.15 1.20 1.95 2.70 3.24 3.78 p 0 4624 4758 4887 5011 5130 5245 5355 5463 5567 5668 5766 5861 7270 8679 8679 8679 y 0.00 1.01 1.03 1.05 1.06 1.08 1.10 1.12 1.13 1.15 1.17 1.18 1.20 1.95 2.70 3.24 3.78 p 0 5622 5660 5698 5735 5772 5809 5845 5881 5916 5952 5987 6021 7545 9068 9068 9068 y 0.00 0.98 1.00 1.02 1.04 1.06 1.08 1.10 1.12 1.14 1.16 1.18 1.20 1.95 2.70 3.24 3.78 p 0 5713 5764 5813 5863 5912 5960 6007 6055 6101 6147 6193 6239 7904 9569 9569 9569 ay = Lateral pile deflection in inches bp = Lateral pile resistance in pounds per inch

19.5

17.5

18.5

15.5

16.5

13.5

14.5

6.5

11.5

12.5

9.5

10.5

3.5

4.5 FILL (72 inch Caisson)

0.5

1.5

2.5

7.5

8.5

5.5

Zone

Curve Points
MANHATTAN NEW YORK

Project Drawing Title Project No. Table No.

Date

Scale

Drawn By / Checked By

Submission Date

Sheet 4 of 11

170444101

2018/07/02

No Scale

ZW / MGP

2018/07/02

Depth

f t 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 y 0.00 0.93 0.96 0.98 1.01 1.03 1.05 1.08 1.10 1.13 1.15 1.18 1.20 1.95 2.70 3.24 3.78 p 0 5742 5809 5875 5940 6004 6067 6129 6191 6252 6312 6372 6431 8245 10060 10060 10060 y 0.00 0.88 0.91 0.94 0.97 1.00 1.03 1.06 1.08 1.11 1.14 1.17 1.20 1.95 2.70 3.24 3.78 p 0 5696 5784 5871 5956 6040 6123 6204 6285 6364 6442 6519 6596 8567 10538 10538 10538 y 0.00 0.82 0.86 0.89 0.93 0.96 0.99 1.03 1.06 1.10 1.13 1.17 1.20 1.95 2.70 3.24 3.78 p 0 5559 5676 5789 5901 6011 6119 6225 6329 6432 6533 6632 6730 8866 11003 11003 11003 y 0.00 0.75 0.79 0.83 0.88 0.92 0.96 1.00 1.04 1.08 1.12 1.16 1.20 1.95 2.70 3.24 3.78 p 0 5313 5466 5615 5761 5904 6044 6181 6316 6448 6579 6706 6832 9141 11450 11450 11450 y 0.00 0.72 0.77 0.81 0.85 0.90 0.94 0.98 1.03 1.07 1.11 1.16 1.20 1.95 2.70 3.24 3.78 p 0 5315 5492 5665 5833 5998 6160 6318 6473 6625 6775 6922 7067 9551 12035 12035 12035 y 0.00 0.74 0.78 0.82 0.87 0.91 0.95 0.99 1.03 1.07 1.12 1.16 1.20 1.95 2.70 3.24 3.78 p 0 5671 5851 6027 6199 6367 6532 6694 6853 7010 7164 7315 7464 10125 12785 12785 12785 y 0.00 0.76 0.80 0.84 0.88 0.92 0.96 1.00 1.04 1.08 1.12 1.16 1.20 1.95 2.70 3.24 3.78 p 0 6039 6221 6399 6574 6745 6914 7079 7242 7402 7559 7714 7867 10711 13555 13555 13555 y 0.00 0.78 0.82 0.85 0.89 0.93 0.97 1.01 1.05 1.08 1.12 1.16 1.20 1.95 2.70 3.24 3.78 p 0 6417 6601 6782 6959 7133 7303 7472 7637 7800 7961 8120 8276 11310 14345 14345 14345 y 0.00 0.80 0.83 0.87 0.91 0.94 0.98 1.02 1.05 1.09 1.13 1.16 1.20 1.95 2.70 3.24 3.78 p 0 6807 6992 7174 7353 7528 7702 7872 8040 8206 8369 8530 8689 11921 15153 15153 15153 y 0.00 0.81 0.85 0.88 0.92 0.95 0.99 1.02 1.06 1.09 1.13 1.16 1.20 1.95 2.70 3.24 3.78 p 0 7208 7393 7576 7756 7933 8108 8280 8450 8617 8783 8946 9108 12544 15980 15980 15980 y 0.00 0.85 0.88 0.91 0.94 0.98 1.01 1.04 1.07 1.10 1.14 1.17 1.20 1.95 2.70 3.24 3.78 p 0 7749 7926 8101 8274 8444 8612 8777 8941 9103 9263 9421 9578 13218 16857 16857 16857 y 0.00 0.89 0.92 0.95 0.98 1.01 1.03 1.06 1.09 1.12 1.14 1.17 1.20 1.95 2.70 3.24 3.78 p 0 8456 8615 8771 8926 9079 9231 9380 9529 9676 9821 9965 10108 13949 17790 17790 17790 y 0.00 0.94 0.97 0.99 1.01 1.04 1.06 1.08 1.11 1.13 1.15 1.18 1.20 1.95 2.70 3.24 3.78 p 0 9209 9346 9482 9616 9750 9882 10013 10143 10272 10399 10526 10652 14700 18747 18747 18747 y 0.00 1.00 1.01 1.03 1.05 1.07 1.09 1.11 1.13 1.14 1.16 1.18 1.20 1.95 2.70 3.24 3.78 p 0 10009 10122 10234 10346 10456 10566 10675 10784 10891 10998 11105 11210 15470 19730 19730 19730 y 0.00 1.05 1.06 1.08 1.09 1.10 1.12 1.13 1.15 1.16 1.17 1.19 1.20 1.95 2.70 3.24 3.78 p 0 10859 10945 11031 11116 11201 11285 11369 11453 11536 11619 11701 11783 16261 20738 20738 20738 y 0.00 1.10 1.11 1.12 1.13 1.14 1.15 1.16 1.17 1.17 1.18 1.19 1.20 1.95 2.70 3.24 3.78 p 0 11760 11816 11872 11928 11984 12039 12095 12150 12205 12260 12315 12370 17070 21771 21771 21771 y 0.00 1.16 1.16 1.17 1.17 1.18 1.18 1.18 1.19 1.19 1.19 1.20 1.20 1.95 2.70 3.24 3.78 p 0 12713 12737 12760 12784 12807 12831 12854 12878 12901 12924 12948 12971 17900 22829 22829 22829 y 0.00 1.22 1.33 1.45 1.56 1.68 1.79 1.90 2.02 2.13 2.24 2.36 2.47 2.59 2.70 3.24 3.78 p 0 13722 14506 15290 16074 16857 17641 18425 19209 19993 20777 21561 22344 23128 23912 23912 23912 ay = Lateral pile deflection in inches bp = Lateral pile resistance in pounds per inch

37.5

35.5

36.5

33.5

34.5

31.5

32.5

29.5

30.5

27.5

28.5

25.5

26.5

23.5

24.5

21.5

22.5

20.5 FILL (72 inch Caisson)

Zone

Curve Points
MANHATTAN NEW YORK

Project Drawing Title Project No. Table No.

Date

Scale

Drawn By / Checked By

Submission Date

Sheet 5 of 11

170444101

2018/07/02

No Scale

ZW / MGP

2018/07/02

Depth

f t 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 y 0.00 0.41 0.82 1.23 1.64 2.05 2.46 2.87 3.28 3.69 4.10 4.51 4.92 5.33 5.74 6.89 8.04 p 0 25 49 74 98 123 148 172 197 221 246 271 295 320 344 344 344 y 0.00 0.43 0.87 1.30 1.73 2.17 2.60 3.04 3.47 3.90 4.34 4.77 5.20 5.64 6.07 7.29 8.50 p 0 78 156 234 312 390 468 547 625 703 781 859 937 1015 1093 1093 1093 y 0.00 0.46 0.91 1.37 1.82 2.28 2.73 3.19 3.64 4.10 4.55 5.01 5.46 5.92 6.37 7.65 8.92 p 0 137 273 410 546 683 819 956 1092 1229 1365 1502 1638 1775 1912 1912 1912 y 0.00 0.47 0.95 1.42 1.90 2.37 2.84 3.32 3.79 4.27 4.74 5.22 5.69 6.16 6.64 7.97 9.29 p 0 199 398 597 797 996 1195 1394 1593 1792 1991 2191 2390 2589 2788 2788 2788 y 0.00 0.49 0.98 1.47 1.96 2.45 2.94 3.43 3.92 4.41 4.90 5.39 5.88 6.37 6.86 8.24 9.61 p 0 265 530 794 1059 1324 1589 1853 2118 2383 2648 2912 3177 3442 3707 3707 3707 y 0.00 1.82 1.96 2.10 2.23 2.37 2.51 2.64 2.78 2.92 3.05 3.19 3.33 3.46 3.60 4.32 5.04 p 0 4092 4196 4293 4390 4487 4584 4681 4778 4875 4972 5069 5166 5263 5360 5360 5360 y 0.00 1.68 1.83 1.98 2.13 2.27 2.42 2.57 2.72 2.86 3.01 3.16 3.31 3.45 3.60 4.32 5.04 p 0 4467 4586 4704 4822 4940 5058 5176 5294 5412 5530 5648 5766 5884 6002 6002 6002 y 0.00 1.58 1.58 1.58 1.58 1.59 1.59 1.59 1.59 1.59 1.60 1.60 1.60 2.60 3.60 4.32 5.04 p 0 4831 4833 4835 4837 4838 4840 4842 4844 4845 4847 4849 4850 5743 6635 6635 6635 y 0.00 1.50 1.51 1.51 1.52 1.53 1.54 1.55 1.56 1.57 1.58 1.59 1.60 2.60 3.60 4.32 5.04 p 0 5188 5198 5207 5217 5227 5236 5246 5255 5265 5274 5283 5293 6277 7260 7260 7260 y 0.00 1.43 1.44 1.46 1.47 1.49 1.51 1.52 1.54 1.55 1.57 1.58 1.60 2.60 3.60 4.32 5.04 p 0 5532 5550 5568 5586 5604 5621 5639 5656 5674 5691 5708 5725 6799 7873 7873 7873 y 0.00 1.36 1.39 1.41 1.43 1.45 1.47 1.49 1.51 1.54 1.56 1.58 1.60 2.60 3.60 4.32 5.04 p 0 5843 5871 5898 5926 5952 5979 6005 6031 6057 6083 6108 6133 7296 8459 8459 8459 y 0.00 1.30 1.33 1.36 1.38 1.41 1.44 1.47 1.49 1.52 1.55 1.57 1.60 2.60 3.60 4.32 5.04 p 0 6115 6153 6191 6229 6266 6302 6339 6374 6409 6444 6478 6512 7761 9010 9010 9010 y 0.00 1.25 1.28 1.32 1.35 1.38 1.41 1.44 1.47 1.51 1.54 1.57 1.60 2.60 3.60 4.32 5.04 p 0 6385 6435 6483 6531 6579 6625 6671 6716 6761 6805 6848 6890 8228 9566 9566 9566 y 0.00 1.21 1.24 1.28 1.32 1.35 1.39 1.42 1.46 1.49 1.53 1.56 1.60 2.60 3.60 4.32 5.04 p 0 6659 6720 6780 6838 6896 6953 7008 7063 7117 7170 7222 7273 8705 10137 10137 10137 y 0.00 1.16 1.20 1.24 1.28 1.32 1.36 1.40 1.44 1.48 1.52 1.56 1.60 2.60 3.60 4.32 5.04 p 0 6888 6962 7034 7105 7175 7243 7309 7375 7439 7502 7564 7625 9148 10671 10671 10671 y 0.00 1.12 1.16 1.21 1.25 1.29 1.34 1.38 1.42 1.47 1.51 1.56 1.60 2.60 3.60 4.32 5.04 p 0 7066 7155 7242 7326 7409 7490 7569 7646 7722 7796 7869 7940 9552 11164 11164 11164 y 0.00 1.07 1.12 1.17 1.22 1.27 1.31 1.36 1.41 1.46 1.50 1.55 1.60 2.60 3.60 4.32 5.04 p 0 7230 7335 7436 7535 7631 7725 7817 7906 7993 8079 8163 8245 9942 11639 11639 11639 y 0.00 1.03 1.09 1.14 1.19 1.24 1.29 1.34 1.39 1.45 1.50 1.55 1.60 2.60 3.60 4.32 5.04 p 0 7387 7507 7624 7737 7847 7954 8058 8159 8258 8355 8449 8542 10320 12098 12098 12098 y 0.00 1.58 1.58 1.58 1.58 1.59 1.59 1.59 1.59 1.59 1.60 1.60 1.60 2.60 3.60 4.32 5.04 p 0 8758 8762 8766 8770 8773 8777 8781 8784 8788 8792 8796 8799 10654 12508 12508 12508 y 0.00 1.51 1.52 1.53 1.54 1.54 1.55 1.56 1.57 1.58 1.58 1.59 1.60 2.60 3.60 4.32 5.04 p 0 8839 8855 8871 8887 8903 8919 8935 8951 8966 8982 8998 9014 10939 12864 12864 12864 ay = Lateral pile deflection in inches bp = Lateral pile resistance in pounds per inch

19.5

17.5

18.5

15.5

16.5

13.5

14.5

6.5

11.5

12.5

9.5

10.5

3.5

4.5 FILL (96 inch Caisson)

0.5

1.5

2.5

7.5

8.5

5.5

Zone

Curve Points
MANHATTAN NEW YORK

Project Drawing Title Project No. Table No.

Date

Scale

Drawn By / Checked By

Submission Date

Sheet 5 of 11

170444101

2018/07/02

No Scale

ZW / MGP

2018/07/02

Depth

f t 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 y 0.00 1.45 1.46 1.48 1.49 1.51 1.52 1.53 1.55 1.56 1.57 1.59 1.60 2.60 3.60 4.32 5.04 p 0 8926 8955 8984 9012 9041 9069 9097 9125 9153 9180 9208 9235 11252 13270 13270 13270 y 0.00 1.40 1.42 1.44 1.45 1.47 1.49 1.51 1.53 1.55 1.56 1.58 1.60 2.60 3.60 4.32 5.04 p 0 9025 9068 9109 9151 9192 9233 9274 9314 9354 9394 9433 9472 11609 13745 13745 13745 y 0.00 1.34 1.37 1.39 1.41 1.44 1.46 1.48 1.51 1.53 1.55 1.58 1.60 2.60 3.60 4.32 5.04 p 0 9056 9114 9173 9230 9287 9344 9400 9455 9510 9564 9618 9671 11927 14183 14183 14183 y 0.00 1.28 1.31 1.34 1.37 1.39 1.42 1.45 1.48 1.51 1.54 1.57 1.60 2.60 3.60 4.32 5.04 p 0 9009 9088 9166 9244 9320 9395 9469 9543 9615 9687 9758 9828 12205 14581 14581 14581 y 0.00 1.23 1.26 1.30 1.33 1.36 1.40 1.43 1.47 1.50 1.53 1.57 1.60 2.60 3.60 4.32 5.04 p 0 9038 9136 9233 9329 9423 9516 9608 9698 9787 9875 9961 10047 12572 15098 15098 15098 y 0.00 1.20 1.23 1.27 1.31 1.34 1.38 1.42 1.45 1.49 1.53 1.56 1.60 2.60 3.60 4.32 5.04 p 0 9168 9284 9398 9510 9620 9728 9835 9940 10044 10146 10247 10347 13053 15759 15759 15759 y 0.00 1.16 1.20 1.24 1.28 1.32 1.36 1.40 1.44 1.48 1.52 1.56 1.60 2.60 3.60 4.32 5.04 p 0 9243 9379 9513 9645 9774 9901 10026 10149 10271 10390 10508 10623 13518 16412 16412 16412 y 0.00 1.12 1.17 1.21 1.25 1.30 1.34 1.38 1.43 1.47 1.51 1.56 1.60 2.60 3.60 4.32 5.04 p 0 9254 9415 9573 9728 9880 10030 10177 10321 10463 10603 10740 10875 13966 17056 17056 17056 y 0.00 1.07 1.12 1.17 1.22 1.27 1.31 1.36 1.41 1.46 1.50 1.55 1.60 2.60 3.60 4.32 5.04 p 0 9191 9382 9570 9753 9933 10109 10281 10451 10618 10781 10942 11101 14395 17688 17688 17688 y 0.00 1.02 1.07 1.13 1.18 1.23 1.28 1.34 1.39 1.44 1.49 1.55 1.60 2.60 3.60 4.32 5.04 p 0 9043 9271 9494 9711 9923 10131 10335 10535 10730 10923 11112 11298 14802 18307 18307 18307 y 0.00 0.96 1.02 1.08 1.14 1.19 1.25 1.31 1.37 1.43 1.48 1.54 1.60 2.60 3.60 4.32 5.04 p 0 8798 9070 9335 9593 9845 10091 10331 10567 10797 11024 11246 11464 15188 18911 18911 18911 y 0.00 0.89 0.96 1.02 1.09 1.15 1.21 1.28 1.34 1.41 1.47 1.54 1.60 2.60 3.60 4.32 5.04 p 0 8441 8767 9082 9389 9688 9980 10264 10542 10814 11080 11341 11598 15548 19499 19499 19499 y 0.00 0.86 0.93 1.00 1.07 1.13 1.20 1.27 1.33 1.40 1.47 1.53 1.60 2.60 3.60 4.32 5.04 p 0 8428 8788 9137 9476 9806 10127 10440 10746 11046 11339 11626 11908 16087 20265 20265 20265 y 0.00 0.88 0.95 1.01 1.08 1.14 1.21 1.27 1.34 1.40 1.47 1.53 1.60 2.60 3.60 4.32 5.04 p 0 8863 9229 9585 9931 10268 10597 10918 11232 11539 11841 12136 12427 16833 21239 21239 21239 y 0.00 0.90 0.96 1.03 1.09 1.15 1.22 1.28 1.35 1.41 1.47 1.54 1.60 2.60 3.60 4.32 5.04 p 0 9308 9680 10042 10395 10739 11075 11404 11725 12040 12349 12653 12951 17592 22233 22233 22233 y 0.00 0.92 0.98 1.04 1.10 1.17 1.23 1.29 1.35 1.41 1.48 1.54 1.60 2.60 3.60 4.32 5.04 p 0 9763 10141 10509 10868 11218 11561 11897 12226 12548 12865 13176 13482 18364 23246 23246 23246 y 0.00 0.93 0.99 1.06 1.12 1.18 1.24 1.30 1.36 1.42 1.48 1.54 1.60 2.60 3.60 4.32 5.04 p 0 10228 10611 10984 11349 11706 12055 12397 12733 13062 13386 13704 14017 19148 24279 24279 24279 y 0.00 0.95 1.01 1.07 1.13 1.19 1.25 1.31 1.36 1.42 1.48 1.54 1.60 2.60 3.60 4.32 5.04 p 0 10702 11090 11469 11839 12201 12557 12905 13247 13583 13914 14239 14559 19945 25330 25330 25330 ay = Lateral pile deflection in inches bp = Lateral pile resistance in pounds per inch

37.5

35.5

36.5

33.5

34.5

31.5

32.5

29.5

30.5

27.5

28.5

25.5

26.5

23.5

24.5

21.5

22.5

20.5 FILL (96 inch Caisson)

Zone

Curve Points
MANHATTAN NEW YORK

Project Drawing Title Project No. Table No.

Date

Scale

Drawn By / Checked By

Submission Date

Sheet 6 of 11

170444101

2018/07/02

No Scale

ZW / MGP

2018/07/02

 :

Su

psf 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 y 0.0000 0.0014 0.0114 0.0384 0.0910 0.1778 0.3072 0.4878 0.7282 1.0368 1.4222 1.8930 2.4576 3.1246 3.9026 4.8000 5.1000 p 0 66 133 199 265 331 398 464 530 596 663 729 795 861 928 994 994 y 0.0000 0.0014 0.0114 0.0384 0.0910 0.1778 0.3072 0.4878 0.7282 1.0368 1.4222 1.8930 2.4576 3.1246 3.9026 4.8000 5.1000 p 0 69 138 206 275 344 413 481 550 619 688 756 825 894 963 1031 1031 y 0.0000 0.0014 0.0114 0.0384 0.0910 0.1778 0.3072 0.4878 0.7282 1.0368 1.4222 1.8930 2.4576 3.1246 3.9026 4.8000 5.1000 p 0 71 143 214 285 356 428 499 570 641 713 784 855 926 998 1069 1069 y 0.0000 0.0014 0.0114 0.0384 0.0910 0.1778 0.3072 0.4878 0.7282 1.0368 1.4222 1.8930 2.4576 3.1246 3.9026 4.8000 5.1000 p 0 74 148 221 295 369 443 516 590 664 738 811 885 959 1033 1106 1106 y 0.0000 0.0014 0.0114 0.0384 0.0910 0.1778 0.3072 0.4878 0.7282 1.0368 1.4222 1.8930 2.4576 3.1246 3.9026 4.8000 5.1000 p 0 76 153 229 305 381 458 534 610 686 763 839 915 991 1068 1144 1144 y 0.0000 0.0014 0.0114 0.0384 0.0910 0.1778 0.3072 0.4878 0.7282 1.0368 1.4222 1.8930 2.4576 3.1246 3.9026 4.8000 5.1000 p 0 79 158 236 315 394 473 551 630 709 788 866 945 1024 1103 1181 1181 y 0.0000 0.0014 0.0114 0.0384 0.0910 0.1778 0.3072 0.4878 0.7282 1.0368 1.4222 1.8930 2.4576 3.1246 3.9026 4.8000 5.1000 p 0 81 163 244 325 406 488 569 650 731 813 894 975 1056 1138 1219 1219 y 0.0000 0.0014 0.0114 0.0384 0.0910 0.1778 0.3072 0.4878 0.7282 1.0368 1.4222 1.8930 2.4576 3.1246 3.9026 4.8000 5.1000 p 0 84 168 251 335 419 503 586 670 754 838 921 1005 1089 1173 1256 1256 y 0.0000 0.0014 0.0114 0.0384 0.0910 0.1778 0.3072 0.4878 0.7282 1.0368 1.4222 1.8930 2.4576 3.1246 3.9026 4.8000 5.1000 p 0 86 173 259 345 431 518 604 690 776 863 949 1035 1121 1208 1294 1294 y 0.0000 0.0014 0.0114 0.0384 0.0910 0.1778 0.3072 0.4878 0.7282 1.0368 1.4222 1.8930 2.4576 3.1246 3.9026 4.8000 5.1000 p 0 89 178 266 355 444 533 621 710 799 888 976 1065 1154 1243 1331 1331 y 0.0000 0.0014 0.0114 0.0384 0.0910 0.1778 0.3072 0.4878 0.7282 1.0368 1.4222 1.8930 2.4576 3.1246 3.9026 4.8000 5.1000 p 0 91 183 274 365 456 548 639 730 821 913 1004 1095 1186 1278 1369 1369 y 0.0000 0.0014 0.0114 0.0384 0.0910 0.1778 0.3072 0.4878 0.7282 1.0368 1.4222 1.8930 2.4576 3.1246 3.9026 4.8000 5.1000 p 0 94 188 281 375 469 563 656 750 844 938 1031 1125 1219 1313 1406 1406 y 0.0000 0.0014 0.0114 0.0384 0.0910 0.1778 0.3072 0.4878 0.7282 1.0368 1.4222 1.8930 2.4576 3.1246 3.9026 4.8000 5.1000 p 0 96 193 289 385 481 578 674 770 866 963 1059 1155 1251 1348 1444 1444 y 0.0000 0.0014 0.0114 0.0384 0.0910 0.1778 0.3072 0.4878 0.7282 1.0368 1.4222 1.8930 2.4576 3.1246 3.9026 4.8000 5.1000 p 0 99 198 296 395 494 593 691 790 889 988 1086 1185 1284 1383 1481 1481 y 0.0000 0.0007 0.0057 0.0192 0.0455 0.0889 0.1536 0.2439 0.3641 0.5184 0.7111 0.9465 1.2288 1.5623 1.9513 2.4000 2.5500 p 0 101 203 304 405 506 608 709 810 911 1013 1114 1215 1316 1418 1519 1519 y 0.0000 0.0007 0.0057 0.0192 0.0455 0.0889 0.1536 0.2439 0.3641 0.5184 0.7111 0.9465 1.2288 1.5623 1.9513 2.4000 2.5500 p 0 104 208 311 415 519 623 726 830 934 1038 1141 1245 1349 1453 1556 1556 y 0.0000 0.0007 0.0057 0.0192 0.0455 0.0889 0.1536 0.2439 0.3641 0.5184 0.7111 0.9465 1.2288 1.5623 1.9513 2.4000 2.5500 p 0 106 213 319 425 531 638 744 850 956 1063 1169 1275 1381 1488 1594 1594 y 0.0000 0.0007 0.0057 0.0192 0.0455 0.0889 0.1536 0.2439 0.3641 0.5184 0.7111 0.9465 1.2288 1.5623 1.9513 2.4000 2.5500 p 0 109 218 326 435 544 653 761 870 979 1088 1196 1305 1414 1523 1631 1631 y 0.0000 0.0007 0.0057 0.0192 0.0455 0.0889 0.1536 0.2439 0.3641 0.5184 0.7111 0.9465 1.2288 1.5623 1.9513 2.4000 2.5500 p 0 111 223 334 445 556 668 779 890 1001 1113 1224 1335 1446 1558 1669 1669 y 0.0000 0.0007 0.0057 0.0192 0.0455 0.0889 0.1536 0.2439 0.3641 0.5184 0.7111 0.9465 1.2288 1.5623 1.9513 2.4000 2.5500 p 0 114 228 341 455 569 683 796 910 1024 1138 1251 1365 1479 1593 1706 1706 y 0.0000 0.0007 0.0057 0.0192 0.0455 0.0889 0.1536 0.2439 0.3641 0.5184 0.7111 0.9465 1.2288 1.5623 1.9513 2.4000 2.5500 p 0 116 233 349 465 581 698 814 930 1046 1163 1279 1395 1511 1628 1744 1744 y 0.0000 0.0007 0.0057 0.0192 0.0455 0.0889 0.1536 0.2439 0.3641 0.5184 0.7111 0.9465 1.2288 1.5623 1.9513 2.4000 2.5500 p 0 119 238 356 475 594 713 831 950 1069 1188 1306 1425 1544 1663 1781 1781 y 0.0000 0.0007 0.0057 0.0192 0.0455 0.0889 0.1536 0.2439 0.3641 0.5184 0.7111 0.9465 1.2288 1.5623 1.9513 2.4000 2.5500 p 0 121 243 364 485 606 728 849 970 1091 1213 1334 1455 1576 1698 1819 1819 y 0.0000 0.0007 0.0057 0.0192 0.0455 0.0889 0.1536 0.2439 0.3641 0.5184 0.7111 0.9465 1.2288 1.5623 1.9513 2.4000 2.5500 p 0 124 248 371 495 619 743 866 990 1114 1238 1361 1485 1609 1733 1856 1856 y 0.0000 0.0007 0.0057 0.0192 0.0455 0.0889 0.1536 0.2439 0.3641 0.5184 0.7111 0.9465 1.2288 1.5623 1.9513 2.4000 2.5500 p 0 126 253 379 505 631 758 884 1010 1136 1263 1389 1515 1641 1768 1894 1894 y 0.0000 0.0007 0.0057 0.0192 0.0455 0.0889 0.1536 0.2439 0.3641 0.5184 0.7111 0.9465 1.2288 1.5623 1.9513 2.4000 2.5500 p 0 129 258 386 515 644 773 901 1030 1159 1288 1416 1545 1674 1803 1931 1931 y 0.0000 0.0007 0.0057 0.0192 0.0455 0.0889 0.1536 0.2439 0.3641 0.5184 0.7111 0.9465 1.2288 1.5623 1.9513 2.4000 2.5500 p 0 131 263 394 525 656 788 919 1050 1181 1313 1444 1575 1706 1838 1969 1969 ay = Lateral pile deflection in inches bp = Lateral pile resistance in pounds per inch

1275

1300

1225

1250

1175

1200

1125

1150

1075

1100

1025

1050

975

1000

925

950

875

900

825

850

775

800

725

750 CLAY (24 inch Caisson)

650

675

700

Zone

Curve Points
MANHATTAN NEW YORK

Project Drawing Title Project No. Table No.

Date

Scale

Drawn By / Checked By

Submission Date

Sheet 7 of 11

170444101

2018/07/02

No Scale

ZW / MGP

2018/07/02

 .

Su

psf 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 y 0.0000 0.0021 0.0171 0.0576 0.1365 0.2667 0.4608 0.7317 1.0923 1.5552 2.1333 2.8395 3.6864 4.6869 5.8539 7.2000 7.6500 p 0 99 199 298 398 497 596 696 795 894 994 1093 1193 1292 1391 1491 1491 y 0.0000 0.0021 0.0171 0.0576 0.1365 0.2667 0.4608 0.7317 1.0923 1.5552 2.1333 2.8395 3.6864 4.6869 5.8539 7.2000 7.6500 p 0 103 206 309 413 516 619 722 825 928 1031 1134 1238 1341 1444 1547 1547 y 0.0000 0.0021 0.0171 0.0576 0.1365 0.2667 0.4608 0.7317 1.0923 1.5552 2.1333 2.8395 3.6864 4.6869 5.8539 7.2000 7.6500 p 0 107 214 321 428 534 641 748 855 962 1069 1176 1283 1389 1496 1603 1603 y 0.0000 0.0021 0.0171 0.0576 0.1365 0.2667 0.4608 0.7317 1.0923 1.5552 2.1333 2.8395 3.6864 4.6869 5.8539 7.2000 7.6500 p 0 111 221 332 443 553 664 774 885 996 1106 1217 1328 1438 1549 1659 1659 y 0.0000 0.0021 0.0171 0.0576 0.1365 0.2667 0.4608 0.7317 1.0923 1.5552 2.1333 2.8395 3.6864 4.6869 5.8539 7.2000 7.6500 p 0 114 229 343 458 572 686 801 915 1029 1144 1258 1373 1487 1601 1716 1716 y 0.0000 0.0021 0.0171 0.0576 0.1365 0.2667 0.4608 0.7317 1.0923 1.5552 2.1333 2.8395 3.6864 4.6869 5.8539 7.2000 7.6500 p 0 118 236 354 473 591 709 827 945 1063 1181 1299 1418 1536 1654 1772 1772 y 0.0000 0.0021 0.0171 0.0576 0.1365 0.2667 0.4608 0.7317 1.0923 1.5552 2.1333 2.8395 3.6864 4.6869 5.8539 7.2000 7.6500 p 0 122 244 366 488 609 731 853 975 1097 1219 1341 1463 1584 1706 1828 1828 y 0.0000 0.0021 0.0171 0.0576 0.1365 0.2667 0.4608 0.7317 1.0923 1.5552 2.1333 2.8395 3.6864 4.6869 5.8539 7.2000 7.6500 p 0 126 251 377 503 628 754 879 1005 1131 1256 1382 1508 1633 1759 1884 1884 y 0.0000 0.0021 0.0171 0.0576 0.1365 0.2667 0.4608 0.7317 1.0923 1.5552 2.1333 2.8395 3.6864 4.6869 5.8539 7.2000 7.6500 p 0 129 259 388 518 647 776 906 1035 1164 1294 1423 1553 1682 1811 1941 1941 y 0.0000 0.0021 0.0171 0.0576 0.1365 0.2667 0.4608 0.7317 1.0923 1.5552 2.1333 2.8395 3.6864 4.6869 5.8539 7.2000 7.6500 p 0 133 266 399 533 666 799 932 1065 1198 1331 1464 1598 1731 1864 1997 1997 y 0.0000 0.0021 0.0171 0.0576 0.1365 0.2667 0.4608 0.7317 1.0923 1.5552 2.1333 2.8395 3.6864 4.6869 5.8539 7.2000 7.6500 p 0 137 274 411 548 684 821 958 1095 1232 1369 1506 1643 1779 1916 2053 2053 y 0.0000 0.0021 0.0171 0.0576 0.1365 0.2667 0.4608 0.7317 1.0923 1.5552 2.1333 2.8395 3.6864 4.6869 5.8539 7.2000 7.6500 p 0 141 281 422 563 703 844 984 1125 1266 1406 1547 1688 1828 1969 2109 2109 y 0.0000 0.0021 0.0171 0.0576 0.1365 0.2667 0.4608 0.7317 1.0923 1.5552 2.1333 2.8395 3.6864 4.6869 5.8539 7.2000 7.6500 p 0 144 289 433 578 722 866 1011 1155 1299 1444 1588 1733 1877 2021 2166 2166 y 0.0000 0.0021 0.0171 0.0576 0.1365 0.2667 0.4608 0.7317 1.0923 1.5552 2.1333 2.8395 3.6864 4.6869 5.8539 7.2000 7.6500 p 0 148 296 444 593 741 889 1037 1185 1333 1481 1629 1778 1926 2074 2222 2222 y 0.0000 0.0011 0.0085 0.0288 0.0683 0.1333 0.2304 0.3659 0.5461 0.7776 1.0667 1.4197 1.8432 2.3435 2.9269 3.6000 3.8250 p 0 152 304 456 608 759 911 1063 1215 1367 1519 1671 1823 1974 2126 2278 2278 y 0.0000 0.0011 0.0085 0.0288 0.0683 0.1333 0.2304 0.3659 0.5461 0.7776 1.0667 1.4197 1.8432 2.3435 2.9269 3.6000 3.8250 p 0 156 311 467 623 778 934 1089 1245 1401 1556 1712 1868 2023 2179 2334 2334 y 0.0000 0.0011 0.0085 0.0288 0.0683 0.1333 0.2304 0.3659 0.5461 0.7776 1.0667 1.4197 1.8432 2.3435 2.9269 3.6000 3.8250 p 0 159 319 478 638 797 956 1116 1275 1434 1594 1753 1913 2072 2231 2391 2391 y 0.0000 0.0011 0.0085 0.0288 0.0683 0.1333 0.2304 0.3659 0.5461 0.7776 1.0667 1.4197 1.8432 2.3435 2.9269 3.6000 3.8250 p 0 163 326 489 653 816 979 1142 1305 1468 1631 1794 1958 2121 2284 2447 2447 y 0.0000 0.0011 0.0085 0.0288 0.0683 0.1333 0.2304 0.3659 0.5461 0.7776 1.0667 1.4197 1.8432 2.3435 2.9269 3.6000 3.8250 p 0 167 334 501 668 834 1001 1168 1335 1502 1669 1836 2003 2169 2336 2503 2503 y 0.0000 0.0011 0.0085 0.0288 0.0683 0.1333 0.2304 0.3659 0.5461 0.7776 1.0667 1.4197 1.8432 2.3435 2.9269 3.6000 3.8250 p 0 171 341 512 683 853 1024 1194 1365 1536 1706 1877 2048 2218 2389 2559 2559 y 0.0000 0.0011 0.0085 0.0288 0.0683 0.1333 0.2304 0.3659 0.5461 0.7776 1.0667 1.4197 1.8432 2.3435 2.9269 3.6000 3.8250 p 0 174 349 523 698 872 1046 1221 1395 1569 1744 1918 2093 2267 2441 2616 2616 y 0.0000 0.0011 0.0085 0.0288 0.0683 0.1333 0.2304 0.3659 0.5461 0.7776 1.0667 1.4197 1.8432 2.3435 2.9269 3.6000 3.8250 p 0 178 356 534 713 891 1069 1247 1425 1603 1781 1959 2138 2316 2494 2672 2672 y 0.0000 0.0011 0.0085 0.0288 0.0683 0.1333 0.2304 0.3659 0.5461 0.7776 1.0667 1.4197 1.8432 2.3435 2.9269 3.6000 3.8250 p 0 182 364 546 728 909 1091 1273 1455 1637 1819 2001 2183 2364 2546 2728 2728 y 0.0000 0.0011 0.0085 0.0288 0.0683 0.1333 0.2304 0.3659 0.5461 0.7776 1.0667 1.4197 1.8432 2.3435 2.9269 3.6000 3.8250 p 0 186 371 557 743 928 1114 1299 1485 1671 1856 2042 2228 2413 2599 2784 2784 y 0.0000 0.0011 0.0085 0.0288 0.0683 0.1333 0.2304 0.3659 0.5461 0.7776 1.0667 1.4197 1.8432 2.3435 2.9269 3.6000 3.8250 p 0 189 379 568 758 947 1136 1326 1515 1704 1894 2083 2273 2462 2651 2841 2841 y 0.0000 0.0011 0.0085 0.0288 0.0683 0.1333 0.2304 0.3659 0.5461 0.7776 1.0667 1.4197 1.8432 2.3435 2.9269 3.6000 3.8250 p 0 193 386 579 773 966 1159 1352 1545 1738 1931 2124 2318 2511 2704 2897 2897 y 0.0000 0.0011 0.0085 0.0288 0.0683 0.1333 0.2304 0.3659 0.5461 0.7776 1.0667 1.4197 1.8432 2.3435 2.9269 3.6000 3.8250 p 0 197 394 591 788 984 1181 1378 1575 1772 1969 2166 2363 2559 2756 2953 2953 ay = Lateral pile deflection in inches bp = Lateral pile resistance in pounds per inch

1275

1300

1225

1250

1175

1200

1125

1150

1075

1100

1025

1050

975

1000

925

950

875

900

825

850

775

800

725

750 CLAY (36 inch Caisson)

650

675

700

Zone

Curve Points
MANHATTAN NEW YORK

Project Drawing Title Project No. Table No.

Date

Scale

Drawn By / Checked By

Submission Date

Sheet 8 of 11

170444101

2018/07/02

No Scale

ZW / MGP

2018/07/02

 .

Su

psf 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 y 0.0000 0.0028 0.0228 0.0768 0.1820 0.3556 0.6144 0.9756 1.4564 2.0736 2.8444 3.7860 4.9152 6.2492 7.8052 9.6000 10.2000 p 0 133 265 398 530 663 795 928 1060 1193 1325 1458 1590 1723 1855 1988 1988 y 0.0000 0.0028 0.0228 0.0768 0.1820 0.3556 0.6144 0.9756 1.4564 2.0736 2.8444 3.7860 4.9152 6.2492 7.8052 9.6000 10.2000 p 0 138 275 413 550 688 825 963 1100 1238 1375 1513 1650 1788 1925 2063 2063 y 0.0000 0.0028 0.0228 0.0768 0.1820 0.3556 0.6144 0.9756 1.4564 2.0736 2.8444 3.7860 4.9152 6.2492 7.8052 9.6000 10.2000 p 0 143 285 428 570 713 855 998 1140 1283 1425 1568 1710 1853 1995 2138 2138 y 0.0000 0.0028 0.0228 0.0768 0.1820 0.3556 0.6144 0.9756 1.4564 2.0736 2.8444 3.7860 4.9152 6.2492 7.8052 9.6000 10.2000 p 0 148 295 443 590 738 885 1033 1180 1328 1475 1623 1770 1918 2065 2213 2213 y 0.0000 0.0028 0.0228 0.0768 0.1820 0.3556 0.6144 0.9756 1.4564 2.0736 2.8444 3.7860 4.9152 6.2492 7.8052 9.6000 10.2000 p 0 153 305 458 610 763 915 1068 1220 1373 1525 1678 1830 1983 2135 2288 2288 y 0.0000 0.0028 0.0228 0.0768 0.1820 0.3556 0.6144 0.9756 1.4564 2.0736 2.8444 3.7860 4.9152 6.2492 7.8052 9.6000 10.2000 p 0 158 315 473 630 788 945 1103 1260 1418 1575 1733 1890 2048 2205 2363 2363 y 0.0000 0.0028 0.0228 0.0768 0.1820 0.3556 0.6144 0.9756 1.4564 2.0736 2.8444 3.7860 4.9152 6.2492 7.8052 9.6000 10.2000 p 0 163 325 488 650 813 975 1138 1300 1463 1625 1788 1950 2113 2275 2438 2438 y 0.0000 0.0028 0.0228 0.0768 0.1820 0.3556 0.6144 0.9756 1.4564 2.0736 2.8444 3.7860 4.9152 6.2492 7.8052 9.6000 10.2000 p 0 168 335 503 670 838 1005 1173 1340 1508 1675 1843 2010 2178 2345 2513 2513 y 0.0000 0.0028 0.0228 0.0768 0.1820 0.3556 0.6144 0.9756 1.4564 2.0736 2.8444 3.7860 4.9152 6.2492 7.8052 9.6000 10.2000 p 0 173 345 518 690 863 1035 1208 1380 1553 1725 1898 2070 2243 2415 2588 2588 y 0.0000 0.0028 0.0228 0.0768 0.1820 0.3556 0.6144 0.9756 1.4564 2.0736 2.8444 3.7860 4.9152 6.2492 7.8052 9.6000 10.2000 p 0 178 355 533 710 888 1065 1243 1420 1598 1775 1953 2130 2308 2485 2663 2663 y 0.0000 0.0028 0.0228 0.0768 0.1820 0.3556 0.6144 0.9756 1.4564 2.0736 2.8444 3.7860 4.9152 6.2492 7.8052 9.6000 10.2000 p 0 183 365 548 730 913 1095 1278 1460 1643 1825 2008 2190 2373 2555 2738 2738 y 0.0000 0.0028 0.0228 0.0768 0.1820 0.3556 0.6144 0.9756 1.4564 2.0736 2.8444 3.7860 4.9152 6.2492 7.8052 9.6000 10.2000 p 0 188 375 563 750 938 1125 1313 1500 1688 1875 2063 2250 2438 2625 2813 2813 y 0.0000 0.0028 0.0228 0.0768 0.1820 0.3556 0.6144 0.9756 1.4564 2.0736 2.8444 3.7860 4.9152 6.2492 7.8052 9.6000 10.2000 p 0 193 385 578 770 963 1155 1348 1540 1733 1925 2118 2310 2503 2695 2888 2888 y 0.0000 0.0028 0.0228 0.0768 0.1820 0.3556 0.6144 0.9756 1.4564 2.0736 2.8444 3.7860 4.9152 6.2492 7.8052 9.6000 10.2000 p 0 198 395 593 790 988 1185 1383 1580 1778 1975 2173 2370 2568 2765 2963 2963 y 0.0000 0.0014 0.0114 0.0384 0.0910 0.1778 0.3072 0.4878 0.7282 1.0368 1.4222 1.8930 2.4576 3.1246 3.9026 4.8000 5.1000 p 0 203 405 608 810 1013 1215 1418 1620 1823 2025 2228 2430 2633 2835 3038 3038 y 0.0000 0.0014 0.0114 0.0384 0.0910 0.1778 0.3072 0.4878 0.7282 1.0368 1.4222 1.8930 2.4576 3.1246 3.9026 4.8000 5.1000 p 0 208 415 623 830 1038 1245 1453 1660 1868 2075 2283 2490 2698 2905 3113 3113 y 0.0000 0.0014 0.0114 0.0384 0.0910 0.1778 0.3072 0.4878 0.7282 1.0368 1.4222 1.8930 2.4576 3.1246 3.9026 4.8000 5.1000 p 0 213 425 638 850 1063 1275 1488 1700 1913 2125 2338 2550 2763 2975 3188 3188 y 0.0000 0.0014 0.0114 0.0384 0.0910 0.1778 0.3072 0.4878 0.7282 1.0368 1.4222 1.8930 2.4576 3.1246 3.9026 4.8000 5.1000 p 0 218 435 653 870 1088 1305 1523 1740 1958 2175 2393 2610 2828 3045 3263 3263 y 0.0000 0.0014 0.0114 0.0384 0.0910 0.1778 0.3072 0.4878 0.7282 1.0368 1.4222 1.8930 2.4576 3.1246 3.9026 4.8000 5.1000 p 0 223 445 668 890 1113 1335 1558 1780 2003 2225 2448 2670 2893 3115 3338 3338 y 0.0000 0.0014 0.0114 0.0384 0.0910 0.1778 0.3072 0.4878 0.7282 1.0368 1.4222 1.8930 2.4576 3.1246 3.9026 4.8000 5.1000 p 0 228 455 683 910 1138 1365 1593 1820 2048 2275 2503 2730 2958 3185 3413 3413 y 0.0000 0.0014 0.0114 0.0384 0.0910 0.1778 0.3072 0.4878 0.7282 1.0368 1.4222 1.8930 2.4576 3.1246 3.9026 4.8000 5.1000 p 0 233 465 698 930 1163 1395 1628 1860 2093 2325 2558 2790 3023 3255 3488 3488 y 0.0000 0.0014 0.0114 0.0384 0.0910 0.1778 0.3072 0.4878 0.7282 1.0368 1.4222 1.8930 2.4576 3.1246 3.9026 4.8000 5.1000 p 0 238 475 713 950 1188 1425 1663 1900 2138 2375 2613 2850 3088 3325 3563 3563 y 0.0000 0.0014 0.0114 0.0384 0.0910 0.1778 0.3072 0.4878 0.7282 1.0368 1.4222 1.8930 2.4576 3.1246 3.9026 4.8000 5.1000 p 0 243 485 728 970 1213 1455 1698 1940 2183 2425 2668 2910 3153 3395 3638 3638 y 0.0000 0.0014 0.0114 0.0384 0.0910 0.1778 0.3072 0.4878 0.7282 1.0368 1.4222 1.8930 2.4576 3.1246 3.9026 4.8000 5.1000 p 0 248 495 743 990 1238 1485 1733 1980 2228 2475 2723 2970 3218 3465 3713 3713 y 0.0000 0.0014 0.0114 0.0384 0.0910 0.1778 0.3072 0.4878 0.7282 1.0368 1.4222 1.8930 2.4576 3.1246 3.9026 4.8000 5.1000 p 0 253 505 758 1010 1263 1515 1768 2020 2273 2525 2778 3030 3283 3535 3788 3788 y 0.0000 0.0014 0.0114 0.0384 0.0910 0.1778 0.3072 0.4878 0.7282 1.0368 1.4222 1.8930 2.4576 3.1246 3.9026 4.8000 5.1000 p 0 258 515 773 1030 1288 1545 1803 2060 2318 2575 2833 3090 3348 3605 3863 3863 y 0.0000 0.0014 0.0114 0.0384 0.0910 0.1778 0.3072 0.4878 0.7282 1.0368 1.4222 1.8930 2.4576 3.1246 3.9026 4.8000 5.1000 p 0 263 525 788 1050 1313 1575 1838 2100 2363 2625 2888 3150 3413 3675 3938 3938 ay = Lateral pile deflection in inches bp = Lateral pile resistance in pounds per inch CLAY (48 inch Caisson)

1275

1300

1225

1250

1175

1200

1125

1150

1075

1100

1025

1050

975

1000

925

950

875

900

825

850

775

800

725

750

650

675

700

Zone

Curve Points
MANHATTAN NEW YORK

Project Drawing Title Project No. Table No.

Date

Scale

Drawn By / Checked By

Submission Date

Sheet 9 of 11

170444101

2018/07/02

No Scale

ZW / MGP

2018/07/02

 

Su

psf 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 y 0.0000 0.0043 0.0341 0.1152 0.2731 0.5333 0.9216 1.4635 2.1845 3.1104 4.2667 5.6789 7.3728 9.3739 11.7077 14.4000 15.3000 p 0 190 379 569 759 948 1138 1327 1517 1707 1896 2086 2276 2465 2655 2845 2845 y 0.0000 0.0043 0.0341 0.1152 0.2731 0.5333 0.9216 1.4635 2.1845 3.1104 4.2667 5.6789 7.3728 9.3739 11.7077 14.4000 15.3000 p 0 198 397 595 794 992 1190 1389 1587 1786 1984 2182 2381 2579 2778 2976 2976 y 0.0000 0.0043 0.0341 0.1152 0.2731 0.5333 0.9216 1.4635 2.1845 3.1104 4.2667 5.6789 7.3728 9.3739 11.7077 14.4000 15.3000 p 0 207 415 622 829 1036 1244 1451 1658 1866 2073 2280 2488 2695 2902 3109 3109 y 0.0000 0.0043 0.0341 0.1152 0.2731 0.5333 0.9216 1.4635 2.1845 3.1104 4.2667 5.6789 7.3728 9.3739 11.7077 14.4000 15.3000 p 0 216 433 649 865 1082 1298 1514 1731 1947 2163 2380 2596 2812 3029 3245 3245 y 0.0000 0.0043 0.0341 0.1152 0.2731 0.5333 0.9216 1.4635 2.1845 3.1104 4.2667 5.6789 7.3728 9.3739 11.7077 14.4000 15.3000 p 0 226 451 677 902 1128 1353 1579 1804 2030 2255 2481 2706 2932 3157 3383 3383 y 0.0000 0.0043 0.0341 0.1152 0.2731 0.5333 0.9216 1.4635 2.1845 3.1104 4.2667 5.6789 7.3728 9.3739 11.7077 14.4000 15.3000 p 0 235 470 705 939 1174 1409 1644 1879 2114 2348 2583 2818 3053 3288 3523 3523 y 0.0000 0.0043 0.0341 0.1152 0.2731 0.5333 0.9216 1.4635 2.1845 3.1104 4.2667 5.6789 7.3728 9.3739 11.7077 14.4000 15.3000 p 0 244 488 731 975 1219 1463 1706 1950 2194 2438 2681 2925 3169 3413 3656 3656 y 0.0000 0.0043 0.0341 0.1152 0.2731 0.5333 0.9216 1.4635 2.1845 3.1104 4.2667 5.6789 7.3728 9.3739 11.7077 14.4000 15.3000 p 0 251 503 754 1005 1256 1508 1759 2010 2261 2513 2764 3015 3266 3518 3769 3769 y 0.0000 0.0043 0.0341 0.1152 0.2731 0.5333 0.9216 1.4635 2.1845 3.1104 4.2667 5.6789 7.3728 9.3739 11.7077 14.4000 15.3000 p 0 259 518 776 1035 1294 1553 1811 2070 2329 2588 2846 3105 3364 3623 3881 3881 y 0.0000 0.0043 0.0341 0.1152 0.2731 0.5333 0.9216 1.4635 2.1845 3.1104 4.2667 5.6789 7.3728 9.3739 11.7077 14.4000 15.3000 p 0 266 533 799 1065 1331 1598 1864 2130 2396 2663 2929 3195 3461 3728 3994 3994 y 0.0000 0.0043 0.0341 0.1152 0.2731 0.5333 0.9216 1.4635 2.1845 3.1104 4.2667 5.6789 7.3728 9.3739 11.7077 14.4000 15.3000 p 0 274 548 821 1095 1369 1643 1916 2190 2464 2738 3011 3285 3559 3833 4106 4106 y 0.0000 0.0043 0.0341 0.1152 0.2731 0.5333 0.9216 1.4635 2.1845 3.1104 4.2667 5.6789 7.3728 9.3739 11.7077 14.4000 15.3000 p 0 281 563 844 1125 1406 1688 1969 2250 2531 2813 3094 3375 3656 3938 4219 4219 y 0.0000 0.0043 0.0341 0.1152 0.2731 0.5333 0.9216 1.4635 2.1845 3.1104 4.2667 5.6789 7.3728 9.3739 11.7077 14.4000 15.3000 p 0 289 578 866 1155 1444 1733 2021 2310 2599 2888 3176 3465 3754 4043 4331 4331 y 0.0000 0.0043 0.0341 0.1152 0.2731 0.5333 0.9216 1.4635 2.1845 3.1104 4.2667 5.6789 7.3728 9.3739 11.7077 14.4000 15.3000 p 0 296 593 889 1185 1481 1778 2074 2370 2666 2963 3259 3555 3851 4148 4444 4444 y 0.0000 0.0021 0.0171 0.0576 0.1365 0.2667 0.4608 0.7317 1.0923 1.5552 2.1333 2.8395 3.6864 4.6869 5.8539 7.2000 7.6500 p 0 304 608 911 1215 1519 1823 2126 2430 2734 3038 3341 3645 3949 4253 4556 4556 y 0.0000 0.0021 0.0171 0.0576 0.1365 0.2667 0.4608 0.7317 1.0923 1.5552 2.1333 2.8395 3.6864 4.6869 5.8539 7.2000 7.6500 p 0 311 623 934 1245 1556 1868 2179 2490 2801 3113 3424 3735 4046 4358 4669 4669 y 0.0000 0.0021 0.0171 0.0576 0.1365 0.2667 0.4608 0.7317 1.0923 1.5552 2.1333 2.8395 3.6864 4.6869 5.8539 7.2000 7.6500 p 0 319 638 956 1275 1594 1913 2231 2550 2869 3188 3506 3825 4144 4463 4781 4781 y 0.0000 0.0021 0.0171 0.0576 0.1365 0.2667 0.4608 0.7317 1.0923 1.5552 2.1333 2.8395 3.6864 4.6869 5.8539 7.2000 7.6500 p 0 326 653 979 1305 1631 1958 2284 2610 2936 3263 3589 3915 4241 4568 4894 4894 y 0.0000 0.0021 0.0171 0.0576 0.1365 0.2667 0.4608 0.7317 1.0923 1.5552 2.1333 2.8395 3.6864 4.6869 5.8539 7.2000 7.6500 p 0 334 668 1001 1335 1669 2003 2336 2670 3004 3338 3671 4005 4339 4673 5006 5006 y 0.0000 0.0021 0.0171 0.0576 0.1365 0.2667 0.4608 0.7317 1.0923 1.5552 2.1333 2.8395 3.6864 4.6869 5.8539 7.2000 7.6500 p 0 341 683 1024 1365 1706 2048 2389 2730 3071 3413 3754 4095 4436 4778 5119 5119 y 0.0000 0.0021 0.0171 0.0576 0.1365 0.2667 0.4608 0.7317 1.0923 1.5552 2.1333 2.8395 3.6864 4.6869 5.8539 7.2000 7.6500 p 0 349 698 1046 1395 1744 2093 2441 2790 3139 3488 3836 4185 4534 4883 5231 5231 y 0.0000 0.0021 0.0171 0.0576 0.1365 0.2667 0.4608 0.7317 1.0923 1.5552 2.1333 2.8395 3.6864 4.6869 5.8539 7.2000 7.6500 p 0 356 713 1069 1425 1781 2138 2494 2850 3206 3563 3919 4275 4631 4988 5344 5344 y 0.0000 0.0021 0.0171 0.0576 0.1365 0.2667 0.4608 0.7317 1.0923 1.5552 2.1333 2.8395 3.6864 4.6869 5.8539 7.2000 7.6500 p 0 364 728 1091 1455 1819 2183 2546 2910 3274 3638 4001 4365 4729 5093 5456 5456 y 0.0000 0.0021 0.0171 0.0576 0.1365 0.2667 0.4608 0.7317 1.0923 1.5552 2.1333 2.8395 3.6864 4.6869 5.8539 7.2000 7.6500 p 0 371 743 1114 1485 1856 2228 2599 2970 3341 3713 4084 4455 4826 5198 5569 5569 y 0.0000 0.0021 0.0171 0.0576 0.1365 0.2667 0.4608 0.7317 1.0923 1.5552 2.1333 2.8395 3.6864 4.6869 5.8539 7.2000 7.6500 p 0 379 758 1136 1515 1894 2273 2651 3030 3409 3788 4166 4545 4924 5303 5681 5681 y 0.0000 0.0021 0.0171 0.0576 0.1365 0.2667 0.4608 0.7317 1.0923 1.5552 2.1333 2.8395 3.6864 4.6869 5.8539 7.2000 7.6500 p 0 386 773 1159 1545 1931 2318 2704 3090 3476 3863 4249 4635 5021 5408 5794 5794 y 0.0000 0.0021 0.0171 0.0576 0.1365 0.2667 0.4608 0.7317 1.0923 1.5552 2.1333 2.8395 3.6864 4.6869 5.8539 7.2000 7.6500 p 0 394 788 1181 1575 1969 2363 2756 3150 3544 3938 4331 4725 5119 5513 5906 5906 ay = Lateral pile deflection in inches bp = Lateral pile resistance in pounds per inch

1275

1300

1225

1250

1175

1200

1125

1150

1075

1100

1025

1050

975

1000

925

950

875

900

825

850

775

800

725

750 CLAY (72 inch Caisson)

650

675

700

Zone

Curve Points
MANHATTAN NEW YORK

Project Drawing Title Project No. Table No.

Date

Scale

Drawn By / Checked By

Submission Date

Sheet 10 of 11

170444101

2018/07/02

No Scale

ZW / MGP

2018/07/02

 .

Su

psf 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 y 0.0000 0.0057 0.0455 0.1536 0.3641 0.7111 1.2288 1.9513 2.9127 4.1472 5.6889 7.5719 9.8304 12.4985 15.6103 19.2000 20.4000 p 0 229 459 688 917 1147 1376 1605 1834 2064 2293 2522 2752 2981 3210 3440 3440 y 0.0000 0.0057 0.0455 0.1536 0.3641 0.7111 1.2288 1.9513 2.9127 4.1472 5.6889 7.5719 9.8304 12.4985 15.6103 19.2000 20.4000 p 0 239 479 718 958 1197 1437 1676 1916 2155 2395 2634 2874 3113 3352 3592 3592 y 0.0000 0.0057 0.0455 0.1536 0.3641 0.7111 1.2288 1.9513 2.9127 4.1472 5.6889 7.5719 9.8304 12.4985 15.6103 19.2000 20.4000 p 0 250 500 749 999 1249 1499 1748 1998 2248 2498 2747 2997 3247 3497 3746 3746 y 0.0000 0.0057 0.0455 0.1536 0.3641 0.7111 1.2288 1.9513 2.9127 4.1472 5.6889 7.5719 9.8304 12.4985 15.6103 19.2000 20.4000 p 0 260 520 781 1041 1301 1561 1821 2082 2342 2602 2862 3122 3383 3643 3903 3903 y 0.0000 0.0057 0.0455 0.1536 0.3641 0.7111 1.2288 1.9513 2.9127 4.1472 5.6889 7.5719 9.8304 12.4985 15.6103 19.2000 20.4000 p 0 271 542 812 1083 1354 1625 1895 2166 2437 2708 2978 3249 3520 3791 4062 4062 y 0.0000 0.0057 0.0455 0.1536 0.3641 0.7111 1.2288 1.9513 2.9127 4.1472 5.6889 7.5719 9.8304 12.4985 15.6103 19.2000 20.4000 p 0 281 563 844 1126 1407 1689 1970 2252 2533 2815 3096 3378 3659 3941 4222 4222 y 0.0000 0.0057 0.0455 0.1536 0.3641 0.7111 1.2288 1.9513 2.9127 4.1472 5.6889 7.5719 9.8304 12.4985 15.6103 19.2000 20.4000 p 0 292 585 877 1169 1462 1754 2046 2339 2631 2923 3216 3508 3800 4093 4385 4385 y 0.0000 0.0057 0.0455 0.1536 0.3641 0.7111 1.2288 1.9513 2.9127 4.1472 5.6889 7.5719 9.8304 12.4985 15.6103 19.2000 20.4000 p 0 303 607 910 1213 1517 1820 2123 2427 2730 3033 3337 3640 3943 4247 4550 4550 y 0.0000 0.0057 0.0455 0.1536 0.3641 0.7111 1.2288 1.9513 2.9127 4.1472 5.6889 7.5719 9.8304 12.4985 15.6103 19.2000 20.4000 p 0 314 629 943 1258 1572 1887 2201 2516 2830 3145 3459 3774 4088 4402 4717 4717 y 0.0000 0.0057 0.0455 0.1536 0.3641 0.7111 1.2288 1.9513 2.9127 4.1472 5.6889 7.5719 9.8304 12.4985 15.6103 19.2000 20.4000 p 0 326 651 977 1303 1629 1954 2280 2606 2932 3257 3583 3909 4234 4560 4886 4886 y 0.0000 0.0057 0.0455 0.1536 0.3641 0.7111 1.2288 1.9513 2.9127 4.1472 5.6889 7.5719 9.8304 12.4985 15.6103 19.2000 20.4000 p 0 337 674 1011 1349 1686 2023 2360 2697 3034 3371 3709 4046 4383 4720 5057 5057 y 0.0000 0.0057 0.0455 0.1536 0.3641 0.7111 1.2288 1.9513 2.9127 4.1472 5.6889 7.5719 9.8304 12.4985 15.6103 19.2000 20.4000 p 0 349 697 1046 1395 1743 2092 2441 2789 3138 3487 3836 4184 4533 4882 5230 5230 y 0.0000 0.0057 0.0455 0.1536 0.3641 0.7111 1.2288 1.9513 2.9127 4.1472 5.6889 7.5719 9.8304 12.4985 15.6103 19.2000 20.4000 p 0 360 721 1081 1441 1802 2162 2523 2883 3243 3604 3964 4324 4685 5045 5406 5406 y 0.0000 0.0057 0.0455 0.1536 0.3641 0.7111 1.2288 1.9513 2.9127 4.1472 5.6889 7.5719 9.8304 12.4985 15.6103 19.2000 20.4000 p 0 372 744 1117 1489 1861 2233 2605 2978 3350 3722 4094 4466 4839 5211 5583 5583 y 0.0000 0.0028 0.0228 0.0768 0.1820 0.3556 0.6144 0.9756 1.4564 2.0736 2.8444 3.7860 4.9152 6.2492 7.8052 9.6000 10.2000 p 0 384 768 1152 1537 1921 2305 2689 3073 3457 3842 4226 4610 4994 5378 5762 5762 y 0.0000 0.0028 0.0228 0.0768 0.1820 0.3556 0.6144 0.9756 1.4564 2.0736 2.8444 3.7860 4.9152 6.2492 7.8052 9.6000 10.2000 p 0 396 793 1189 1585 1981 2378 2774 3170 3566 3963 4359 4755 5151 5548 5944 5944 y 0.0000 0.0028 0.0228 0.0768 0.1820 0.3556 0.6144 0.9756 1.4564 2.0736 2.8444 3.7860 4.9152 6.2492 7.8052 9.6000 10.2000 p 0 409 817 1226 1634 2043 2451 2860 3268 3677 4085 4494 4902 5311 5719 6128 6128 y 0.0000 0.0028 0.0228 0.0768 0.1820 0.3556 0.6144 0.9756 1.4564 2.0736 2.8444 3.7860 4.9152 6.2492 7.8052 9.6000 10.2000 p 0 421 842 1263 1684 2104 2525 2946 3367 3788 4209 4630 5051 5471 5892 6313 6313 y 0.0000 0.0028 0.0228 0.0768 0.1820 0.3556 0.6144 0.9756 1.4564 2.0736 2.8444 3.7860 4.9152 6.2492 7.8052 9.6000 10.2000 p 0 433 867 1300 1734 2167 2600 3034 3467 3901 4334 4767 5201 5634 6068 6501 6501 y 0.0000 0.0028 0.0228 0.0768 0.1820 0.3556 0.6144 0.9756 1.4564 2.0736 2.8444 3.7860 4.9152 6.2492 7.8052 9.6000 10.2000 p 0 446 892 1338 1784 2230 2676 3122 3568 4015 4461 4907 5353 5799 6245 6691 6691 y 0.0000 0.0028 0.0228 0.0768 0.1820 0.3556 0.6144 0.9756 1.4564 2.0736 2.8444 3.7860 4.9152 6.2492 7.8052 9.6000 10.2000 p 0 459 918 1377 1835 2294 2753 3212 3671 4130 4589 5047 5506 5965 6424 6883 6883 y 0.0000 0.0028 0.0228 0.0768 0.1820 0.3556 0.6144 0.9756 1.4564 2.0736 2.8444 3.7860 4.9152 6.2492 7.8052 9.6000 10.2000 p 0 472 944 1415 1887 2359 2831 3303 3774 4246 4718 5190 5662 6133 6605 7077 7077 y 0.0000 0.0028 0.0228 0.0768 0.1820 0.3556 0.6144 0.9756 1.4564 2.0736 2.8444 3.7860 4.9152 6.2492 7.8052 9.6000 10.2000 p 0 485 970 1455 1939 2424 2909 3394 3879 4364 4849 5334 5818 6303 6788 7273 7273 y 0.0000 0.0028 0.0228 0.0768 0.1820 0.3556 0.6144 0.9756 1.4564 2.0736 2.8444 3.7860 4.9152 6.2492 7.8052 9.6000 10.2000 p 0 495 990 1485 1980 2475 2970 3465 3960 4455 4950 5445 5940 6435 6930 7425 7425 y 0.0000 0.0028 0.0228 0.0768 0.1820 0.3556 0.6144 0.9756 1.4564 2.0736 2.8444 3.7860 4.9152 6.2492 7.8052 9.6000 10.2000 p 0 505 1010 1515 2020 2525 3030 3535 4040 4545 5050 5555 6060 6565 7070 7575 7575 y 0.0000 0.0028 0.0228 0.0768 0.1820 0.3556 0.6144 0.9756 1.4564 2.0736 2.8444 3.7860 4.9152 6.2492 7.8052 9.6000 10.2000 p 0 515 1030 1545 2060 2575 3090 3605 4120 4635 5150 5665 6180 6695 7210 7725 7725 y 0.0000 0.0028 0.0228 0.0768 0.1820 0.3556 0.6144 0.9756 1.4564 2.0736 2.8444 3.7860 4.9152 6.2492 7.8052 9.6000 10.2000 p 0 525 1050 1575 2100 2625 3150 3675 4200 4725 5250 5775 6300 6825 7350 7875 7875 ay = Lateral pile deflection in inches bp = Lateral pile resistance in pounds per inch

1275

1300

1225

1250

1175

1200

1125

1150

1075

1100

1025

1050

975

1000

925

950

875

900

825

850

775

800

725

750 CLAY (96 inch Caisson)

650

675

700

Zone

Curve Points
MANHATTAN NEW YORK

Project Drawing Title Project No. Table No.

Date

Scale

Drawn By / Checked By

Submission Date

Sheet 11 of 11

170444101

2018/07/02

No Scale

ZW / MGP

2018/07/02

 

UCS

psi 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 y 0.0000 0.0080 0.0107 0.0133 0.0160 0.0187 0.0213 0.0240 0.0267 0.0293 0.0320 0.0347 0.0373 0.0400 0.0427 0.0453 0.0480 p 0 33600 34160 34720 35280 35840 36400 36960 37520 38080 38640 39200 39760 40320 40880 41440 42000 y 0.0000 0.0080 0.0107 0.0133 0.0160 0.0187 0.0213 0.0240 0.0267 0.0293 0.0320 0.0347 0.0373 0.0400 0.0427 0.0453 0.0480 p 0 56000 56933 57867 58800 59733 60667 61600 62533 63467 64400 65333 66267 67200 68133 69067 70000 y 0.0000 0.0120 0.0160 0.0200 0.0240 0.0280 0.0320 0.0360 0.0400 0.0440 0.0480 0.0520 0.0560 0.0600 0.0640 0.0680 0.0720 p 0 50400 51240 52080 52920 53760 54600 55440 56280 57120 57960 58800 59640 60480 61320 62160 63000 y 0.0000 0.0120 0.0160 0.0200 0.0240 0.0280 0.0320 0.0360 0.0400 0.0440 0.0480 0.0520 0.0560 0.0600 0.0640 0.0680 0.0720 p 0 84000 85400 86800 88200 89600 91000 92400 93800 95200 96600 98000 99400 100800 102200 103600 105000 y 0.0000 0.0168 0.0224 0.0280 0.0336 0.0392 0.0448 0.0504 0.0560 0.0616 0.0672 0.0728 0.0784 0.0840 0.0896 0.0952 0.1008 p 0 70560 71736 72912 74088 75264 76440 77616 78792 79968 81144 82320 83496 84672 85848 87024 88200 y 0.0000 0.0168 0.0224 0.0280 0.0336 0.0392 0.0448 0.0504 0.0560 0.0616 0.0672 0.0728 0.0784 0.0840 0.0896 0.0952 0.1008 p 0 117600 119560 121520 123480 125440 127400 129360 131320 133280 135240 137200 139160 141120 143080 145040 147000 y 0.0000 0.0264 0.0352 0.0440 0.0528 0.0616 0.0704 0.0792 0.0880 0.0968 0.1056 0.1144 0.1232 0.1320 0.1408 0.1496 0.1584 p 0 110880 112728 114576 116424 118272 120120 121968 123816 125664 127512 129360 131208 133056 134904 136752 138600 y 0.0000 0.0264 0.0352 0.0440 0.0528 0.0616 0.0704 0.0792 0.0880 0.0968 0.1056 0.1144 0.1232 0.1320 0.1408 0.1496 0.1584 p 0 184800 187880 190960 194040 197120 200200 203280 206360 209440 212520 215600 218680 221760 224840 227920 231000 y 0.0000 0.0360 0.0480 0.0600 0.0720 0.0840 0.0960 0.1080 0.1200 0.1320 0.1440 0.1560 0.1680 0.1800 0.1920 0.2040 0.2160 p 0 151200 153720 156240 158760 161280 163800 166320 168840 171360 173880 176400 178920 181440 183960 186480 189000 y 0.0000 0.0360 0.0480 0.0600 0.0720 0.0840 0.0960 0.1080 0.1200 0.1320 0.1440 0.1560 0.1680 0.1800 0.1920 0.2040 0.2160 p 0 252000 256200 260400 264600 268800 273000 277200 281400 285600 289800 294000 298200 302400 306600 310800 315000 ay = Lateral pile deflection in inches bp = Lateral pile resistance in pounds per inch 24 inch 36 inch 48 inch 72 inch 96 inch

7000

7000

4200

7000

4200

7000

4200

4200

7000

4200

Size

Curve Points
HUDSON YARDS

HYW-TF-LAN-RPT-B-20181109 GEOTECHNICAL REPORT

NOVEMBER 9, 2018

APPENDIX G

Site-Specific Seismic Study
HUDSON YARDS

SITE-SPECIFIC SEISMIC STUDY

HUDSON YARDS - WRY

TERRA FIRMA PARCEL

Document No.:

HYW-TF-LAN-RPT-B-20181109 Seismic Report

Prepared by:

Langan Engineering, Environmental, Surveying

, Landscape Architecture, and Geology DPC

21 Penn Plaza, 360 West 36th Street, 8th Floor

New York, NY 10001

212-479-5400

Issue Date:

November 9, 2018 

HUDSON YARDS

HYW-TF-LAN-RPT-B-20181109 SEISMIC REPORT P A G E | I

NOVEMBER 9, 2018

1 EXECUTIVE SUMMARY .................................................................................................... 1

2 INTRODUCTION................................................................................................................. 2

3 PROJECT OVERVIEW....................................................................................................... 2

3.1 Site Description ................................................................................................................... 2

3.2 Proposed Development....................................................................................................... 2

3.3 Local Faults and Seismicity ................................................................................................ 3

3.4 Subsurface Data ................................................................................................................. 3

3.5 Generalized Subsurface Conditions ................................................................................... 4

4 SEISMIC EVALUATION..................................................................................................... 4

4.1 Introduction ......................................................................................................................... 4

4.2 Probabilistic Seismic Hazard Analysis ................................................................................ 5

4.3 Source Modeling and Characterization............................................................................... 5

4.4 Empirical Ground Motion Prediction Equations (GMPEs) .................................................. 5

4.5 Epistemic Uncertainty and Aleatory Variability ................................................................... 5

4.6 Probabilistic Seismic Hazard Analysis Results ................................................................... 6

4.7 Seismic Hazard Deaggregation Results ............................................................................. 6

4.8 Bedrock Acceleration Time Series...................................................................................... 7

4.9 Dynamic Soil and Bedrock Parameters .............................................................................. 7

4.10 Minimum Permissible Level of Design Response Spectrum .............................................. 7

4.11 Ground Response Analyses Results .................................................................................. 8

4.12 Soil Liquefaction Potential Analyses ................................................................................... 8

5 RESULTS ........................................................................................................................... 9

6 LIMITATIONS ..................................................................................................................... 9

7 REFERENCES.................................................................................................................. 11

LIST OF TABLES

Table 1 – Bedrock Risk-Targeted Maximum Considered Earthquake (MCER) Spectrum SA(g) for 

5 Percent Damping.............................................................................................................. 6

Table 2 – Acceleration Time Series Used for Matching to the Target MCER Rock Spectrum..... 7

LIST OF FIGURES

Figure 1 – Site Location Map

Figure 2 – Boring and CPT Location Plan

Figure 3 – Bedrock MCER Spectra

LIST OF APPENDICES

Appendix A – Tower 5 Site-Specific Seismic Study

Appendix B – Tower 6 Site-Specific Seismic Study
HUDSON YARDS

HYW-TF-LAN-RPT-B-20181109 SEISMIC REPORT P A G E | 1

NOVEMBER 9, 2018

1 Executive Summary

Langan Engineering, Environmental, Surveying, Landscape Architecture, and Geology D.P.C. performed 

site-specific seismic studies for the proposed buildings within the terra firma site of the West Rail Yard of 

Hudson Yards. Two towers (Towers 5 and 6) were independently evaluated in this study. One low-rise 

structure (Building C), located between the two towers, was also evaluated using the site-specific studies 

for the towers.

The entire terra firma site was preliminarily classified as Site Class F because of liquefaction susceptibility 

identified using the 2014 New York City Building Code (NYCBC) and 2015 New York State Building Code 

(NYSBC) general procedures. Site Class F requires site-specific seismic analyses to assess the seismic 

response of the ground and to determine seismic design parameters.

This study is specific to the referenced site and reflects the state-of-practice in the fields of seismology 

and geotechnical earthquake engineering. This study was performed in accordance with the provisions of 

2014 NYCBC, 2015 NYSBC and ASCE 7-10. The following summarizes the approach and key 

conclusions from the study:

1. Seismic hazard analysis and selection of bedrock acceleration time series:

a. We performed a probabilistic seismic hazard analysis to develop the target bedrock 

acceleration response spectrum.

b. We selected 11 representative “seed” ground motion acceleration time series and 

modified them by matching their acceleration spectra to the target spectrum to develop 

11 input bedrock motions for the site-specific ground response analyses.

2. Site-specific ground-response analyses:

a. The site was divided into two zones corresponding to the proposed Tower 5 and Tower 6

locations. For each tower, we performed individual site-specific total-stress and 

effective-stress ground response analyses (soil amplification analysis) using the 

developed input bedrock motions (acceleration time series). We applied the motions at 

the base of one dimensional soil columns and estimated ground response spectra.

b. We developed a site-specific design response spectrum for each tower using the 

respective estimated ground response spectra.

3. Liquefaction analyses:

a. For each tower, we evaluated the potential for liquefaction of the granular soils below the 

groundwater table for the risk-targeted maximum considered earthquake (MCER) level 

event (about 10 percent higher PGA than the geometric mean – MCEGM level).

b. We estimated the potential free-field ground surface seismic settlements during the 

MCER event.

c. We estimated excess pore water pressure ratios in the soils during the MCER level event.

4. Conclusions and recommendations:

a. The recommended short- and long-period design spectral accelerations and Seismic 

Design Categories are provided in Appendices A (Tower 5) and B (Tower 6). Note the 

response spectra for both towers are limited to a Code dictated lower-bound. We 
HUDSON YARDS

HYW-TF-LAN-RPT-B-20181109 SEISMIC REPORT P A G E | 2

NOVEMBER 9, 2018

recommend LIRR Building C be designed using the same lower-bound response spectra 

as the towers.

b. We estimated excess pore water pressure ratios as high as about 90 percent for Tower 5 

and 60 percent for Tower 6 during the MCER-level event, corresponding to partial 

liquefaction (partial soil strength loss). The excess pore water pressure ratios we 

estimated using empirical methods were as high as 40 percent and 50 percent,

respectively. Partial liquefaction should be considered in the analysis of lateral pile 

capacity, using the estimated excess pore water pressure ratios to reduce the soil 

strength. We recommend using the higher predicted pore water pressures from the 

Tower 5 analysis for the design of LIRR Building C.

c. We estimated up to about 0.5 inch of seismic-event-induced settlement for free-field 

conditions after the MCER-level event. Utilities under the sidewalks and site connections 

should be designed to account for differential settlements up to about 0.5 inch between 

sidewalk and pile- or rock-supported structures.

2 Introduction

This report presents the results of our site-specific seismic study for the proposed development within the 

terra firma site of the West Rail Yard of Hudson Yards. Our study was performed to assess the seismic 

response of the ground at the project site, as required by the 2014 NYCBC and 2015 NYSBC for sites 

susceptible to liquefaction (i.e. Site Class F), and to determine appropriate seismic parameters for use in 

design of the proposed structures.

The analyses and recommendations presented herein are in accordance with the NYCBC, NYSBC and 

ASCE 7-10. All elevations contained herein reference the North American Vertical Datum of 1988 

(NAVD88) and are approximate.

3 Project Overview

3.1 Site Description

The project is on the Far West Side of Manhattan within the western half of the Metropolitan 

Transportation Authority (MTA) – Long Island Rail Road (LIRR) West Side Yards. The West Rail Yard 

(WRY) site is divided into “terra firma” (Block 676, Lot 1) and “platform” (Block 676, Lot 5) parcels. This 

report focuses solely on the terra firma site. The terra firma site measures about 147,000 square feet and 

is bound by the LIRR South Access Road and platform parcel on the north, West 30th Street on the south, 

the Eleventh Avenue viaduct on the east, and Twelfth Avenue (New York State Rout 9A/Westside 

Highway) on the west. The site location is shown in Figure 1.

The terra firma site is occupied by several LIRR support facilities at the east end of the site, a laydown 

area for ongoing construction within Hudson Yards near the center of the site, and a Vehicle Processing 

Center (VPC) near the west end of the site. An LIRR access road borders the north side of the site. The 

High Line Park elevated rail line traverses along the south and west sides of the site. The structure 

parallels West 30th Street then arcs north, near the west end of the site. Numerous structures are 

adjacent to the site, including an active rail yard to the north and the Eleventh Avenue viaduct and 

Segment 2 of the Amtrak Gateway tunnel to the east.

Additional details pertaining to the site are included in our Geotechnical Report, dated 9 November 2018.

3.2 Proposed Development

The planned development includes construction of three structures:
HUDSON YARDS

HYW-TF-LAN-RPT-B-20181109 SEISMIC REPORT P A G E | 3

NOVEMBER 9, 2018

 Tower 5 – Tower 5 will be on the west side of terra firma and will consist of a high-rise residential 

building spanning over the Highline. The tower will be supported by a core northeast of the 

Highline and two mega columns southwest of the Highline. A cellar is limited to the core area 

northeast of the Highline. Maintenance space will occupy the ground and platform levels, and a 

residential lobby will occupy the plaza level. The full tower footprint will span over the Highline 

above the plaza level.

Tower 5 will be designed in accordance with the 2014 New York City Building Code (NYCBC). 

The design team has not been selected.

 Tower 6 – Tower 6 will be on the east side of the site between the Highline and LIRR South 

Access Road and will consist of a high-rise building with residential, retail, and school spaces. 

The building will have a single cellar level for use as parking and utility space. Retail space, a 

school, maintenance facilities, and parking will occupy the ground level and extend under the 

Highline to provide frontage along West 30th Street. A portion of the school and additional 

parking will occupy the platform level. Portions of the school, retail space, and a residential lobby 

will occupy the plaza level. The tower will contain residential units. 

Tower 6 will be constructed over, and will be partially supported by the Amtrak Gateway tunnel 

Segment 3 (to be constructed).

Tower 6 will be designed in accordance with the NYCBC. The design team has not been 

selected.

 LIRR Building C – A two-story LIRR support building (“Building C”) will be constructed below the 

platform and between towers 5 and 6. Building C will have a single cellar level.

The LIRR building will be designed in accordance with the 2015 New York State Building Code 

(NYSBC) with applicable Uniform Code supplements through 2017.

3.3 Local Faults and Seismicity

New York City is on the Manhattan Prong, in the passive continental margin of the stable central and 

eastern United States, far from tectonic plate boundaries (approximately 1,400 miles from the nearest 

tectonic plate boundary). Seismicity in this region is overall low, with the exception of a few zones such 

as the New Madrid (Missouri) and Charleston, South Carolina seismic zones. The Manhattan Prong is 

relatively active compared to most of this region; the largest earthquake in the area was a magnitude 

mbLg 5.25 event offshore of New York City in 1884.

Many faults have been identified in the Manhattan Prong and the surrounding regions, but the locations of 

active faults is not clear (Sykes et al. 2008). There are difficulties in characterizing the activity of faults in 

the region because of the small sizes of ruptures, the absence of surface rupture, and the distribution of 

seismicity on many smaller faults, each with very low displacement rates.

A fault known as Cameron’s Line is about 2.5 miles east of the site. Cameron’s Line is described as an 

Ordovician (Taconic) suture zone. Geologists postulate that the fault was healed by Paleozoic 

metamorphism and is no longer a zone of brittle faulting or a source of earthquakes. Assumed brittle 

faults of the Manhattan Prong include the 125th Street fault, which extends across Manhattan to Queens; 

the Dyckman Street fault; and the Dobbs Ferry fault. Experts recognize that research is needed to 

improve the mapping and dating of these various faults to improve seismic-hazard studies.

3.4 Subsurface Data

Subsurface data was derived from numerous investigations undertaken within and adjacent to the WRY. 

This information includes borings and cone penetration testing (CPT) data, as well as laboratory testing of 
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soil and rock. The data includes studies performed by Langan and several other entities. The 

approximate locations of the borings and CPTs are shown in Figure 2.

The geotechnical parameters used in this study were primarily derived from 16 geotechnical borings, five

seismic CPTs, and laboratory testing performed as part of the design of the proposed New York Sports 

and Convention Center (NYSCC) in 2004, and three additional borings drilled for the test caissons in 

2017. This data was supplemented with historical data within and adjacent to the site prepared by others.

3.5 Generalized Subsurface Conditions

The subsurface conditions were interpreted separately for each tower using available boring, CPT and lab 

data in the vicinity of each building.

The general subsurface conditions consist of uncontrolled fill underlain by consecutive layers of clay and 

silt, sand, glacial till, and bedrock. Bedrock was encountered from about el -22 feet to -131 ft; the depth 

to rock generally increases from east to west.

Groundwater was measured in monitoring wells installed in the vicinity of the site from as high as about 

el 3.9 ft to as low as el -1.5 ft, but groundwater is generally expected to vary from about el 0 to 2 ft. 

Groundwater levels are tidally influenced along the west side of the site given the relatively close 

proximity to the present Hudson River shoreline. In addition, groundwater levels are likely to fluctuate 

with seasonal changes and precipitation events. Zones of perched water may be present at some 

locations due to the inconsistent nature of the fill and native soils.

The shear wave velocity of the bedrock was estimated to be around 9,000 feet per second based on the 

cross-hole seismic tests and borehole suspension logging performed within the same rock formation at 

nearby sites.

The soil and rock parameters used in the site specific seismic analyses are summarized for each tower in 

Appendices A and B.

Additional details are presented in our Geotechnical Report, dated 9 November 2018.

4 Seismic Evaluation

4.1 Introduction

We performed a site-specific seismic study for each tower to develop a design acceleration response 

spectrum, as required by the NYCBC and NYSBC for sites susceptible to liquefaction. Site specific 

analyses are more rigorous than the general procedures outlined in the NYCBC and NYSBC. The 

general procedures typically do not accurately represent the amplitude and frequency content specific to

an individual site. As such, design acceleration response spectrum values derived using the general 

procedures may be either overly conservative or, in some cases, unconservative.

Our evaluation included:

1. Performing a probabilistic seismic-hazard analysis;

2. Selecting and modifying appropriate bedrock acceleration time series;

3. Estimating dynamic soil and bedrock properties for each zone;

4. Determining the Site Class per the Building Code for each zone;

5. Performing total-stress and effective-stress ground response analyses for each zone;
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6. Performing analyses to evaluate the liquefaction potential and estimate excess pore water 

pressures in the granular soils situated below the groundwater table for each zone;

7. Recommending an appropriate design acceleration response spectrum for each zone; and,

8. Determining the Seismic Design Category (SDC) for each zone.

We developed a design acceleration-response spectrum specific to each tower using state of practice 

methods and reflecting in situ soil and bedrock conditions. Our evaluation was performed in accordance 

with provisions of 2014 NYCBC, 2015 NYSBC, and ASCE 7-10. The study included one-dimensional 

wave-propagation analyses to estimate the response at the site ground surface during a design seismic 

event.

The total-stress one-dimensional analyses were performed using the commercial computer program 

Shake2000 (Geomotions, 2015). The effective-stress one-dimensional analyses were performed using 

the commercial computer program D-MOD2000 (Geomotions, 2015).

4.2 Probabilistic Seismic Hazard Analysis

We performed a probabilistic seismic-hazard analysis (PSHA) to systematically account for uncertainties 

in the location, recurrence interval, and magnitude of future earthquakes. The results of a PSHA define a 

uniform hazard for a site in terms of a probability that a particular level of shaking will be exceeded during 

the given life of the structure.

As part of the development of the risk-targeted maximum considered earthquake (MCER) spectrum at 

bedrock level, we performed a PSHA to develop a site-specific response spectrum for a 2 percent 

probability of exceedance in 50 years (i.e. a return period of 2,475-year earthquake). The bedrock 

spectrum was developed using the computer code EZ-FRISK 8.00 (Fugro Consultants Inc. 2016). The 

approach used in EZ-FRISK is based on the probabilistic seismic-hazard model developed by Cornell 

(1968) and McGuire (1976).

4.3 Source Modeling and Characterization

We used the Petersen et al. (2014) seismic source model with the same logic tree used for the production 

of the USGS 2014 maps. We understand that Fugro Consultants Inc. obtained this database directly 

from the USGS.

4.4 Empirical Ground Motion Prediction Equations (GMPEs)

The estimate of uniform hazard spectral accelerations at bedrock level is based on empirical GMPEs, 

which use the bedrock shear-wave velocity in the upper 30 meters (Vs30) as input. We assigned average 

bedrock Vs30 of 9,000 feet per second. We used the same weighting and the same empirical GMPEs that 

were used in Petersen et al. (2014).

4.5 Epistemic Uncertainty and Aleatory Variability

The term "epistemic uncertainty" is used to describe the uncertainty because of incomplete knowledge 

and data about the physics of the earthquake process. For example, there is uncertainty as to which 

attenuation relationship is more applicable for the site at hand. Similarly, the term "aleatory variability" is 

used to describe the randomness in the ground motion predicted by each attenuation equation. The 

epistemic uncertainty is taken into account by using a suite of attenuation relations with different weights. 

All the different weight combinations are incorporated in the final hazard estimations by using a logic-tree 

approach (McGuire 2004). The aleatory variability is taken into account by explicitly considering the 

randomness (standard deviation) in the predicted ground motions.
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4.6 Probabilistic Seismic Hazard Analysis Results

The computed uniform hazard spectrum for 2 percent probability of exceedance in 50 years was based 

on the geometric mean component of the attenuation equations, and was then adjusted for the maximum 

direction component by multiplying with period-dependent amplification factors according to Sahi and 

Baker (2013), and was further adjusted by using the ASCE 7-10 risk coefficients for the site to determine 

the risk-targeted maximum considered earthquake (MCER) ground motion response accelerations. At 

each spectral response period, the uniform hazard bedrock response spectrum was multiplied by the risk 

coefficient CR in accordance with Section 21.2.1 of ASCE 7-10. We used the USGS risk-targeted ground 

motion calculator, along with the site-specific hazard curves for periods of 0.2 and 1 second to estimate 

the CRS and CR1 respectively. For periods less than or equal to 0.2 second, CR=CRs=0.93; for periods 

greater than or equal to 1 second, CR=CR1=0.94; and for periods between 0.2 seconds and 1 second, CR

was linearly interpolated between CRs and CR1. The bedrock MCER spectrum is shown in Figure 3. 

Digitized MCER values are listed in Table 1. 

Table 1 – Bedrock Risk-Targeted Maximum Considered Earthquake (MCER) Spectrum SA(g)

for 5 Percent Damping

Structural 

Period T (sec)

Site-Specific SA(g)

P.E. 2% in 50 years

0.01 0.146

0.10 0.255

0.20 0.192

0.30 0.136

0.40 0.103

0.50 0.081

0.75 0.052

1.0 0.039

2.0 0.020

3.0 0.013

4.0 0.010

5.0 0.008

6.0 0.006

7.0 0.004

8.0 0.003

4.7 Seismic Hazard Deaggregation Results

Seismic hazard deaggregation was performed to estimate the contribution of the various magnitudes 

events at various distances to the total seismic hazard. The results are useful in identifying pairs of 

earthquake magnitude and source-to-site distances that contribute the most to the estimated seismic 

hazard, performing deterministic analyses, and developing different scenarios to be used in selecting 

acceleration time series.

For the peak ground acceleration, which is of interest for the soil liquefaction-potential analyses, the 

majority of the hazard for the maximum considered earthquake comes from small to moderate magnitude 

earthquakes from the CEUS Gridded seismic zone. The corresponding modal (most likely) moment 

magnitude and distance were estimated to be magnitude of 5.05 and a distance of 11 kilometers. The 

mean moment magnitude and distance were estimated to be 5.45 and 22 kilometers respectively. 
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4.8 Bedrock Acceleration Time Series

We selected 11 bedrock acceleration time series for use in our analyses following the guidelines of 

ASCE 7-10. All time series were recorded during earthquakes with magnitudes between 5.3 and 6.2, 

consistent with typical NYC design magnitudes. All time series were modified to match the target bedrock 

MCER spectrum presented in Figure 3 using a time-domain spectral-matching routine. The seed time 

series we used are listed in Table 2.

Table 2 – Acceleration Time Series Used for Matching to the Target MCER Rock Spectrum

No. Earthquake & 

Year

NGA

Sequence 

No.

Magnitude Station 

Name

Closest 

Distance 

to Rupture

(km)

Component

1, 2 Morgan Hill, 

1984 455 6.19 Gilroy Array No.1 15 1230, 1320

3, 4 Whittier 

Narrows, 1987 624 5.99 Huntington Beach 45 270, 360

5

CA/Baja Border 

Area, 2002 2003 5.31 Calexico Fire Station 40 90

6, 7 Chi-Chi, 

Taiwan, 1999 2949 6.20 CHY033 13 E, N

8, 9 Chi-Chi, 

Taiwan, 1999 2985 6.20 CHY094 91 N, W

10, 11 Mineral, 

Virginia, 2011 8529 5.74 NP2555 124 N, E

Information obtained from the NGA-West and the NGA-East Flatfile (http://ngawest2.berkeley.edu/) 

4.9 Dynamic Soil and Bedrock Parameters

Dynamic soil and bedrock parameters are required for use in ground-response analyses. These 

parameters are: 

 Small-strain shear modulus (Gmax); 

 Shear modulus degradation curve with increased shear strains (i.e., G-γ curve); and 

 Soil damping curve with increased shear strains (i.e., β-γ curve). 

The small-strain shear modulus was estimated from in situ measurements of shear-wave velocity. The 

modulus degradation and damping curves were selected from published data for specific representative 

soil types; the following curves were used in our analyses:

 Fill – Seed and Idriss “sand average” curve (1970)

 Organic Clay– Vucetic and Dobry (1991), PI = 40 

 Silt and Clay– Vucetic and Dobry (1991), PI = 30

 Sand– EPRI Sand(1993)

 Bedrock – EPRI Rock (1993)

4.10 Minimum Permissible Level of Design Response Spectrum

The site class and associated code-specified acceleration-response spectrum are required to determine 

the minimum permissible levels of the design response spectrum derived from a site-specific study. The 
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minimum permissible level of the design spectrum is based on the Site Class determined according to the 

building code without considering soil liquefaction. Site Class E was used for the terra firma site.

4.11 Ground Response Analyses Results

Total-Stress ground-response analyses were performed using the selected bedrock acceleration time 

series and dynamic soil and bedrock properties described above. All bedrock acceleration time series 

were applied as rock-outcrop motions in accordance with ASCE 7-10. 

For each zone, one-dimensional analyses were performed to assess the sensitivity of the ground surface 

acceleration-response spectra to variable depth to rock and stiffness of the soil column. The sensitivity of 

the depth to rock was assessed by varying the soil column thickness; we selected two representative soil 

columns for each zone, corresponding to the lower(C1) and higher (C2) depth to rock for each zone. The 

sensitivity of the soil stiffness was assessed by varying the best-estimate shear-wave velocities for all 

layers by 20 percent above and below the estimated average, yielding six different soil columns in total. 

The 11 modified bedrock acceleration time series were applied at the base of each of soil column, 

resulting in a suite of 66 acceleration-response spectra. This relatively high number of spectra allows the 

mean response spectrum to provide a reasonable estimate of the average ground response during the 

design earthquake event, capturing the variable earthquake motions and variable soil conditions for each 

zone. 

Per section 1613.5.4 of the 2014 NYCBC, section 1613.3.4 of the 2015 NYSBC and section 21.3 of 

ASCE 7-10, these 66 calculated MCER spectra were multiplied by a factor of two-thirds to model the 

“Design Earthquake (DE).” 

The mean total-stress spectrum for each soil column is presented in Appendices A to F for Zones 1 to 6, 

respectively. 

4.12 Soil Liquefaction Potential Analyses

The NYCBC requires an evaluation of the liquefaction potential of noncohesive soils below the 

groundwater table and to a depth of 50 feet below the ground surface. The potential for soil liquefaction 

was evaluated using the procedure outlined by Idriss and Boulanger (2008). This evaluation develops an 

empirical relationship between the earthquake demand, represented by the Cyclic Stress Ratio (CSR), 

and the soil’s resistance to dynamic loading, represented by the Cyclic Resistance Ratio (CRR). The 

CSR is correlated to the Peak Ground Acceleration (PGA) of the design earthquake event and the in situ 

soil stresses. The CRR is correlated to SPT N-values, or cone penetration testing (CPT) resistance 

obtained from field tests at the site. The field N-values are converted to N1,60,N by applying correction 

factors for soil overburden pressure, hammer energy efficiency and atmospheric pressure. Field CPT tip 

resistances are converted to qt1,N by applying correction factors for soil overburden pressure, percent 

fines and atmospheric pressure.

Liquefaction analyses results are also presented in Appendices A and B. Both zones have points with 

factors of safety of 1.0 or below, indicating susceptibility to liquefaction.

To further assess the effect of liquefaction, we performed effective-stress non-linear soil amplification 

analyses with D-MOD2000 for each tower. This approach models the generation of excess pore water 

pressure (EPWP) and allows a more accurate evaluation of liquefaction potential during the MCER event, 

and of the ground surface acceleration response spectrum. The EPWP ratio is defined as the ratio of 

pore water pressures developed in the soil at a certain depth, to the soil’s effective stress at that depth. A 

ratio of 1.0 (or 100 percent) implies that the pore water pressure is equal to the effective stress at a 

specific depth; when this occurs, the soil has reached complete liquefaction. EPWP ratios less than 1.0 

(less than 100 percent) correspond to partial liquefaction. For each zone:
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 We modeled two soil columns for each tower (east and west) to consider the influence of different 

depth to rock. 

 We used time series CHY094N for each soil column as the bedrock input motion, to obtain the 

most conservative estimates of excess pore water pressures. CHY094N is the time series that 

give the highest acceleration response spectra and EPWP. 

 We performed total-stress analyses with SHAKE2000 and D-MOD2000 and calibrated the 

D-MOD2000 damping parameters so that the ground surface acceleration spectra estimated by 

the two computer codes reasonably match. Then we performed effective stress analyses with 

D-MOD2000 using the previously estimated damping parameters.

 We used published relationships that are available in the D-MOD2000 library to model the pore 

water generation, the soil degradation, the redistribution of the pore water pressures, and the 

pore water pressure dissipation during the MCER-level event.

The EPWP were also estimated using

 the SHAKE2000-estimated PGA, 

 the SPT and CPT data for each tower, 

 the corresponding factors of safety (FoS) against liquefaction following the method of Idriss and 

Boulanger (2008), and

 the FoS versus EPWPR curves from Tokimatsu & Yoshimi (1983). 

Estimated EPWP are presented in Appendices A (Tower 5) and B (Tower 6). 

The recommended EPWP ratios to be considered for foundation design at each tower are presented in 

Appendices A and B. Note that the D-MOD2000 analyses yielded maximum EPWP ratios up to about 

90 percent for the upper fill layer for Tower 5 and EPWP ratios up to about 60 percent for the upper fill 

layer for Tower 6. The associated ground-surface seismic volumetric settlements are estimated to be 

less than 0.5 inches for both Tower 5 and Tower 6.

5 Results

The results of our analyses are summarized in Appendices A (Tower 5) and B (Tower 6).

Both towers have the same code dictated lower-bound design response spectra. We recommend that 

LIRR building C (located between the two towers—with similar subsurface conditions) be designed with 

the same response spectra as the towers, and the higher pore pressure ratios predicted in the Tower 5 

analysis.

6 Limitations

The conclusions and recommendations provided in this report are based on current state of practice. 

Research is ongoing to develop empirical ground-motion attenuation relations, as well as reviewing 

information related to the seismicity in the project region. Future research may prove counter to the 

assumed conditions. In addition, the subsurface conditions were inferred from a limited number of historic 

borings. The recommendations provided are dependent upon one another and no recommendation 

should be followed independent of the others.

Any proposed changes in structures or their locations should be brought to Langan’s attention as soon as 

possible so that we can determine whether such changes affect our recommendations. The information 

is assumed to represent conditions reported only at the locations indicated and at the time of 

investigation. If different conditions are encountered during construction, they should immediately be 

brought to Langan’s attention for evaluation, as they may affect our recommendations.
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This report has been prepared to assist the Owner, architect and structural engineer in the design 

process and is only applicable to the design of the specific project identified. The information in this 

report cannot be utilized or depended on by engineers or contractors who are involved in evaluations or 

designs of facilities (including underpinning, grouting, stabilization, etc.) on adjacent properties which are 

beyond the limits of that which is the specific subject of this report.
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7 REFERENCES

ASCE/SEI 7-05. (2005). Minimum Design Loads for Buildings and Other Structures. American Society of 

Civil Engineers/ Structural Engineering Institute.

Baskerville, C. A. (1994). Bedrock and Engineering Geologic Maps of New York County and parts of 

Kings and Queens counties, New York, and parts of Bergen and Hudson Counties, New Jersey.

Buxton, H. T., Soren, J., Posner, A., & Shernoff, P. K. (1981). Reconnaissance of the ground-water 

resources of Kings and Queens Counties, New York. Syosset, New York: U.S. Geological 

Survey.

Cornell, C. (1968). Engineering Seismic Risk Analysis. Bulletin of the Seismological Society of America, 

58(5).

EPRI. (1993). Guidelines for Site Specific Ground Motions. Palo Alto, California: Electric Power Research 

Institute.

Geomotions Inc. (2015). D-MOD2000 "A computer Program for Seismic Response Analysis of 

Horizontally Layered Soil Deposits, Earthfill Dams and Solid Waste Landfills", Version 9.99.6.

Geomotions Inc. (2015). SHAKE2000 "A computer Program for the 1D Analysis of Geotechnical 

Earthquake Engineering Problems", Version 9.99.6.

McGuire, R. (1976). FORTRAN Computer Program for Seismic Risk Analysis - Open-File Report 76-67.

U.S. Geological Survey.

McGuire, R. (2004). Seismic Hazard and Risk Analysis. Boulder, Colorado: Earthquake Engineering 

Research Institute.

NEHRP. (2009). Recommended Seismic Provisions for New Buildings and Other Structures, Part 1: 

Provisions, FEMA P-750. FEMA.

Pacific Earthquake Engineering Research Center. (2010). PEER Ground Motion Database website. 

Retrieved from http://peer.berkeley.edu/peer_ground_motion_database

Petersen, M. D., Frankel, A. D., Harmsen, S. C., Mueller, C. S., Haller, K. M., Wheeler, R. L., et al. (2008). 

Documentation for the 2008 Update of the United States National Seismic Hazard Maps. U.S. 

Geological Survey.

Risk Engineering Inc. (2015). EZ-FRISK, Software for Earthquake Ground Motion Estimation, Version 

7.65.

Seed, H. B., & Idriss, I. M. (1970). Soil Moduli and Damping Factors for Dynamic Response Analysis.

Berkeley: University of California.

Sykes, L. R., Armbruster, J. G., Kim, W.-Y., & Seeber, L. (2008). Observations and Tectonic Setting of 

Historic and Instrumentally Located Earthquakes in the Greater New York City-Philadelphia Area. 

Bulletin of the Seismological Society of America, 98(4), 1696-1719.

The City Of New York. (2008). Building Code.

URS. (2008). URS Summary Report, Appendix H in 2008 Seismic Design Guidelines for Bridges.

Vucetic, M., & Dobry, R. (1991). Effect of Soil Plasticity on Cyclic Response. Journal of Geotechnical 

Engineering, 117(1), 89-107.

Weidlinger Associates PC. (2008). Seismic Design Guidelines for Bridges, Part I: Provisions, Final Draft 

September 2008. New York City Department of Transportation.

Youd, T. L., Idriss, I. M., Andrus, R. D., Arango, I., Castro, G., Christian, J. T., et al. (2001). Liquefaction 

Resistance of Soils: Summary Report From the 1996 and 1998 NCEER/NSF Workshops on 

Evaluation of Liquefaction Resistance of Soils. Journal of Geotechnical and Geoenvironmental 

Engineering, 127(10), 817-833.

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End of Report
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HYW-PL-KPF-RPT-A-20170501 15 PCT PF DESIGN CRITERIA REPORT

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FIGURES
A

B

C

D

1 2 3 4

Project Drawing Title

MANHATTAN NEW YORK

WEST RAIL YARD

TERRA FIRMA

Path: \\langan.com\data\NY\data1\170444101\ArcGIS\ArcMap_Documents\Updated ArcMap Documents 170444101\Figure 1 - Site_Location_Map_Update.mxd

© 2017 Langan

Project No.

Date

Scale

Drawn By

Submission Date

Sheet 1 of 18

Drawing

170444101

7/3/2018

TKS

7/3/2018

SITE

.

1"=2000'

2,000 0 2,000

SCALE IN FEET

21 Penn Plaza, 360 West 31st Street, 8th Floor

New York, NY 10001-2727

T: 212.479.5400 F: 212.479.5444 www.langan.com

Langan Engineering & Environmental Services, Inc.

Langan Engineering, Environmental, Surveying and

Landscape Architecture, D.P.C.

Langan International LLC

Collectively known as Langan

SITE LOCATION

MAP

NOTES:

BASEMAP PROVIDED BY UNITED STATES GEOLOGICAL SURVEY, 2016

HUDSON YARDS

1
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21 Penn Plaza, 360 West 31st Street, 8th Floor, New York, NY 10001

T: 212.479.5400 F: 212.479.5444 www.langan.com

© 2017 Langan
Project

WARNING: IT IS A VIOLATION THE NYS EDUCATION 

LAW ARTICLE 145 FOR ANY PERSON, UNLESS HE IS 

ACTING UNER THE DIRECTION OF A LICENSED 

PROFESSIONAL ENGINEER, TO ALTER THIS ITEM IN 

ANY WAY.

MANHATTAN NEW YORK

Drawing Title Project No.

Date

Scale

Drawn By

Submission Date

Drawing No.

Sheet 3 of 3

170444103

7/3/2018

NTS

LY

7/3/2018

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0.0

0.1

0.2

0.3

0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6 1.8 2.0

Spectral Acceleration (g)

Period T (sec)

Bedrock Acceleration Response Spectra (x=5%)

Site-Specific Target Bedrock Spectrum Vs30=9,000ft/s

Average of suite of 11 Spectrally 

Matched Bedrock Spectra
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APPENDIX A

Tower 5 Site-Specific Seismic Study
HUDSON YARDS 

HYW-TF-LAN-RPT-A-20180706 SITE-SPECIFIC SEISMIC STUDY P A G E | A-1

JULY 6, 2018

We performed a site-specific seismic analysis for Tower 5 of the terra firma site. The key assumptions 

and results are summarized below. 

1 Subsurface Conditions 

The subsurface conditions at Tower 5 consist of fill, underlain by consecutive layers of organic clay, silty 

clay/clayey silt, sand and finally bedrock. The depth to bedrock varies from 72 to 140 feet, increasing 

east to west. We selected two soil columns (east and west) to represent differing soil conditions and the 

variation in depth to bedrock of the zone. The depth to rock of the two soil columns are based on the

average depth to rock of the borings in the east and west side of the zone. The soil layer thicknesses and 

shear wave velocities used for each column are listed in Table A-1. 

The shear wave velocity of the rock is estimated to be about 9,000 feet per second (fps), based on crosshole seismic testing and borehole suspension logging from nearby sites in the same rock formation. 

Table A-1 – Summary of Assumed Soil Layer Thickness and Shear Wave Velocities 

East Column - Representative of the east side of the zone

Based on G-5, G-19, LB-2, SCPT-11, SCPT-24 

Layer Average layer 

thickness (feet) 

Range of 

measured/assumed 

shear wave velocities 

(fps) 

Shear wave velocity 

used in model 

(fps) 

Fill 30 290 to 678 440 

Organic Silty Clay 27 406 to 510 460 

Silty Clay/Clayey Silt 21 570 to 832 625 

Sand 3 1,000 to 1,490 1,250 

Bedrock N/A 9,000 9,000 

West Column - Representative of west side of the zone

Based on G-1, G-3, G-17, LB-1, SCPT-11, SCPT-24 

Layer Average layer 

thickness (feet) 

Range of 

measured/assumed 

shear wave velocities 

(fps) 

Shear wave velocity 

used in model 

(fps) 

Fill 30 290 to 678 440 

Organic Silty Clay 27 406 to 510 460 

Silty Clay/Clayey Silt 53 550 to 730 625 

Sand 3 1,000 to 1,490 1,250 

Bedrock N/A 9,000 9,000 

2 Site Class 

We calculated weighted-average shear-wave velocities (V between about 485 and 495 feet per second 

(fps). The site was preliminarily classified as Site Class E, as per 1613.5.2 of 2014 NYCBC, without 

consideration of soil liquefaction. The site was re-classified as Site Class F because of its potential for 

liquefaction using simplified methods, as described below. 
HUDSON YARDS 

HYW-TF-LAN-RPT-A-20180706 SITE-SPECIFIC SEISMIC STUDY P A G E | A-2

JULY 6, 2018

3 Soil Liquefaction 

Figure A-1 shows a plot of the factor of safety with depth using standard penetration test (SPT) and cone 

penetration test (CPT) results according to the Idriss and Boulanger (2008) procedures with the following 

parameters: 

• An earthquake magnitude of 5.75 earthquake event, which is more conservative than the 

estimated mean deaggregation magnitude (5.45), but consistent with older studies (2008 USGS 

Seismic Hazard Maps and the 2016 NYCDOT Report); 

• A PGA of 0.33g for Site Class E; 

• A magnitude scaling factor (MSF) of 1.6, per the Idriss and Boulanger (2008). 

The initial Idriss and Boulanger (2008) liquefaction analysis indicated potential liquefaction at depths 

between about 8 and 35 feet. We then performed DMOD2000 effective-stress nonlinear analyses and 

estimated maximum excess pore water pressure ratios as high as 90 percent at depths between 25 to 30 

feet, corresponding to partial liquefaction (partial soil strength loss). 

The EPWP were also estimated using the SHAKE2000-estimated PGA of 0.112g, the SPT and CPT data 

from G-1, G-3, G-17, G-19, CPT-11 and CPT-24, the corresponding factors of safety (FoS) against 

liquefaction following the method of Idriss and Boulanger (2008), and the FoS versus EPWPR curves 

from Tokimatsu & Yoshimi (1983). The estimated EPWP are shown on Figure A-2. The DMOD-estimated 

EPWP are typically higher than the empirically-estimated EPWP. 

Partial liquefaction should be considered in the analysis of lateral pile capacity, using the estimated 

excess pore water pressure ratios to reduce the soil strength. We gave more weight to the DMOD-2000 

results. The excess pore water pressure ratios estimated from DMOD2000 analyses and empirical 

method mentioned above are presented in Figure A-2 and listed in Table A-2. 

Table A-2 – Summary of Estimated Excess Pore Water Pressure Ratios 

Depth (ft) EPWP ratios Recommended 

Design EPWPR 

0 to 10 <10% 0% 

10 to 20 0% to 50% 30% 

20 to 30 40% to 90% 65% 

Below 30 <20% 0% 

We estimated up to 0.5 inches of seismic-induced settlement for free-field conditions after the MCER-level 

event. 

4 Design Acceleration Response Spectrum 

The design spectrum recommendations based on the SHAKE2000 total-stress analyses are listed in 

Table A-3. The plot of the SHAKE2000 design spectra, and 80 percent of the Site Class E design 

spectrum (minimum allowed per ASCE 7-10) are presented in Figure A-3. The red triangles show our 

recommended design acceleration-response spectrum, which follows the 80% Site Class E line. 
HUDSON YARDS 

HYW-TF-LAN-RPT-A-20180706 SITE-SPECIFIC SEISMIC STUDY P A G E | A-3

JULY 6, 2018

Table A-3 – Recommended Design Smooth Site-Specific spectrum, SA(g) for 5 percent damping 

Period T 

(seconds) 

Recommended 

Design 

Acceleration (g) 

0.00 0.144 

0.075 0.359 

0.384 0.359 

0.500 0.273 

T>0.5 0.136/T 

The recommended design spectrum satisfies the 2014 NYCBC, 2015 NYSBC and ASCE 7-10 

requirements. A plot of the recommended design response spectrum containing a table with the spectral

ordinates is presented on Figure A-4. The short-period and 1-second-period design accelerations 

obtained from the recommended design spectrum are as follows: 

• SDS = 0.359 g at a period of 0.2 seconds 

• SD1 = 0.136 g at a period of 1.0 second 

5 Seismic Design Category 

For Risk Category I, II and III, the recommended design spectral accelerations obtained from our sitespecific analysis result in a Seismic Design Category C, regardless of the structure’s fundamental period 

of vibration. The results of the site-specific seismic study are listed in Table A-4. 

Table A-4 – Recommended Seismic Design Parameters – Site-Specific Seismic Study 

Design Parameter Design Value 

Site Class E 

Spectral Acceleration at short periods, SDS 0.359 g 

Spectral Acceleration at 1-sec period, SD1 0.136 g 

Site-Specific MCER-level PGA 0.112g 

Risk Category I, II and III 

Seismic Design Category, SDC C 
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Tower 5 - Factor of Safety against Liquefaction 

Idriss and Boulanger (2008)

Minimum 

Recommended Factor 

of Safety 1.0

PGA=0.33 g
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WARNING: IT IS A VIOLATION THE NYS EDUCATION 

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ACTING UNER THE DIRECTION OF A LICENSED 

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Drawing Title

TOWER 5 

RECOMMENDED 

SITE-SPECIFIC DESIGN 

RESPONSE SPECTRUM

Project No.

Date

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0.00

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Spectral Acceleration (g)

Period T (sec)

Recommended Surface Design Acceleration Response Spectrum (x=5%)

SDS = 0.359 g

SD1 = 0.136 g

T(Sec) Sa(g)

0.000 0.144

0.075 0.359

0.384 0.359

0.500 0.273

T>0.5 0.136/T
HUDSON YARDS

HYW-PL-KPF-RPT-A-20170501 15 PCT PF DESIGN CRITERIA REPORT

MAY 1, 2017

APPENDIX B

Tower 6 Site-Specific Seismic Study
HUDSON YARDS 

HYW-TF-LAN-RPT-B-20180706 SITE-SPECIFIC SEISMIC STUDY P A G E | A-1

JULY 6, 2018

We performed a site-specific seismic analysis for Tower 6 of the terra firma site. The key assumptions 

and results are summarized below. 

1 Subsurface Conditions 

The subsurface conditions at Tower 6 consist of fill, underlain by consecutive layers of silty clay/clayey 

silt, sand and finally bedrock. The depth to bedrock varies from 32 to 70 feet, increasing east to west. 

We selected two soil columns (east and west) to represent differing soil conditions and the variation in 

depth to bedrock of the zone. The soil layer thicknesses and shear wave velocities used for each column 

are listed in Table B-1. 

The shear wave velocity of the rock is estimated to be about 9,000 feet per second (fps), based on crosshole seismic testing and borehole suspension logging from nearby sites in the same rock formation. 

Table B-1 – Summary of Assumed Soil Layer Thickness and Shear Wave Velocities 

East Column - Representative of the east side of the zone

Based on G-9, G-15, G-21, G-31, LB-3, SCPT-25 

Layer Average layer 

thickness (feet) 

Range of 

measured/assumed 

shear wave velocities 

(fps) 

Shear wave velocity 

used in model 

(fps) 

Fill 20 325 to 875 475 

Silty Clay/Clayey Silt 15 350 to 450 425 

Sand 5 675 to 1,150 900 

Bedrock N/A 9,000 9,000 

West - Representative of west side of the zone

Based on G-6, G-7, G-20, G-30, SCPT-12, SCPT-68 

Layer Average layer 

thickness (feet) 

Range of 

measured/assumed 

shear wave velocities 

(fps) 

Shear wave velocity 

used in model 

(fps) 

Fill 29 407 to 670 550 

Silty Clay/Clayey Silt 22 370 to 570 445 

Sand 10 650 to 1,490 1,050 

Bedrock N/A 9,000 9,000 

2 Site Class 

We calculated weighted-average shear-wave velocities (V between about 490 and 540 feet per second 

(fps). The site was preliminarily classified as Site Class E, as per 1613.5.2 of 2014 NYCBC, without 

consideration of soil liquefaction. The site was re-classified as Site Class F because of its potential for 

liquefaction using simplified methods, as described below. 

3 Soil Liquefaction 

Figure B-1 shows a plot of the factor of safety with depth using standard penetration test (SPT) and cone 

penetration test (CPT) results according to the Idriss and Boulanger (2008) procedures with the following 

parameters: 
HUDSON YARDS 

HYW-TF-LAN-RPT-B-20180706 SITE-SPECIFIC SEISMIC STUDY P A G E | A-2

JULY 6, 2018

• An earthquake magnitude of 5.75 earthquake event, which is more conservative than the 

estimated mean deaggregation magnitude, but consistent with older studies (2008 USGS Seismic 

Hazard Maps and the 2016 NYCDOT Report); 

• A PGA of 0.33g for site class E; 

• A magnitude scaling factor (MSF) of 1.6, per Idriss and Boulanger (2008). 

The initial Idriss and Boulanger (2008) liquefaction analysis indicated potential liquefaction at depths 

between about 6 and 40 feet. We then performed DMOD2000 effective-stress nonlinear analyses and 

estimated maximum excess pore water pressure ratios as high as about 60 percent at depths around 15 

to 20 feet, corresponding to partial liquefaction (partial soil strength loss). 

The EPWP were also estimated using the SHAKE2000-estimated PGA of 0.129g, the SPT and CPT data 

from G-9, G-15, G-21, G-31, LB-3, G-6, G-7, G-20, G-30, SCPT-25, SCPT-12, SCPT-68, the 

corresponding factors of safety (FoS) against liquefaction following the method of Idriss and Boulanger 

(2008), and the FoS versus EPWPR curves from Tokimatsu & Yoshimi (1983). The estimated EPWP are 

shown on Figure B-2. 

Partial liquefaction should be considered in the analysis of lateral pile capacity, using the estimated 

excess pore water pressure ratios to reduce the soil strength. We gave more weight to the DMOD-2000 

results. The excess pore water pressure ratios estimated from DMOD2000 analyses and empirical 

method mentioned above are presented in Figure B-2 and listed in Table B-2. 

Table B-2 – Summary of Estimated Excess Pore Water Pressure Ratios 

Depth (ft) EPWP ratios Recommended 

Design EPWPR 

6 to 10 <20% 0% 

10 to 30 10% to 60% 40% 

Below 30 < 20% 0% 

We estimated up to about 0.5 inches of seismic-induced settlement for free-field conditions after the 

MCER-level event. 

4 Design Acceleration Response Spectrum 

The design spectrum recommendations based on the SHAKE2000 total-stress analyses are listed in 

Table B-3. The plot of the SHAKE2000 design spectra, and 80 percent of the Site Class E design 

spectrum (minimum allowed per ASCE 7-10) are presented in Figure B-3. The red triangles show our 

recommended design acceleration-response spectrum, which follows the 80% Site Class E line. 

Table B-3 – Recommended Design Smooth Site-Specific spectrum, SA(g) for 5 percent damping 

Period T 

(seconds) 

Recommended 

Design 

Acceleration (g) 

0.00 0.144 

0.075 0.359 

0.384 0.359 

0.500 0.273 

T>0.5 0.136/T 

The recommended design spectrum satisfies the 2014 NYCBC, 2015 NYSBC and ASCE 7-10 

requirements. A plot of the recommended design response spectrum containing a table with the spectral
HUDSON YARDS 

HYW-TF-LAN-RPT-B-20180706 SITE-SPECIFIC SEISMIC STUDY P A G E | A-3

JULY 6, 2018

ordinates is presented on Figure B-4. The short-period and 1-second-period design accelerations 

obtained from the recommended design spectrum are as follows: 

• SDS = 0.359 g at a period of 0.2 seconds 

• SD1 = 0.136 g at a period of 1.0 second 

5 Seismic Design Category 

For Risk Category I, II and III, the recommended design spectral accelerations obtained from our sitespecific analysis result in a Seismic Design Category C, regardless of the structure’s fundamental period 

of vibration. The results of the site-specific seismic study are listed in Table B-4. 

Table B-4 – Recommended Seismic Design Parameters – Site-Specific Seismic Study 

Design Parameter Design Value 

Site Class E 

Spectral Acceleration at short periods, SDS 0.359 g 

Spectral Acceleration at 1-sec period, SD1 0.136 g 

Site-Specific MCER-level PGA 0.129 g 

Risk Category I, II and III 

Seismic Design Category, SDC C 
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G6

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CPT68

West ColumnDMOD

East ColumnDMOD

Tower 6

Estimated Pore Water Pressure 
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WARNING: IT IS A VIOLATION THE NYS EDUCATION 

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ACTING UNER THE DIRECTION OF A LICENSED 

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MANHATTAN NEW YORK

Drawing Title

TOWER 6 

RECOMMENDED 

SITE-SPECIFIC DESIGN 

RESPONSE SPECTRUM

Project No.

Date

Scale

Drawn By

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Sheet 4 of 4

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0.00

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Spectral Acceleration (g)

Period T (sec)

Recommended Surface Design Acceleration Response Spectrum (x=5%)

SDS = 0.359 g

SD1 = 0.136g

T(Sec) Sa(g)

0.000 0.144

0.075 0.359

0.384 0.359

0.500 0.273

T>0.5 0.136/T
Appendix J3 Site-Specific Seismic Study
HUDSON YARDS

SITE-SPECIFIC SEISMIC STUDY

HUDSON YARDS - WRY

TERRA FIRMA PARCEL

Document No.:

HYW-TF-LAN-RPT-B-20181109 Seismic Report

Prepared by:

Langan Engineering, Environmental, Surveying

, Landscape Architecture, and Geology DPC

21 Penn Plaza, 360 West 36th Street, 8th Floor

New York, NY 10001

212-479-5400

Issue Date:

November 9, 2018 

HUDSON YARDS

HYW-TF-LAN-RPT-B-20181109 SEISMIC REPORT P A G E | I

NOVEMBER 9, 2018

1 EXECUTIVE SUMMARY .................................................................................................... 1

2 INTRODUCTION................................................................................................................. 2

3 PROJECT OVERVIEW....................................................................................................... 2

3.1 Site Description ................................................................................................................... 2

3.2 Proposed Development....................................................................................................... 2

3.3 Local Faults and Seismicity ................................................................................................ 3

3.4 Subsurface Data ................................................................................................................. 3

3.5 Generalized Subsurface Conditions ................................................................................... 4

4 SEISMIC EVALUATION..................................................................................................... 4

4.1 Introduction ......................................................................................................................... 4

4.2 Probabilistic Seismic Hazard Analysis ................................................................................ 5

4.3 Source Modeling and Characterization............................................................................... 5

4.4 Empirical Ground Motion Prediction Equations (GMPEs) .................................................. 5

4.5 Epistemic Uncertainty and Aleatory Variability ................................................................... 5

4.6 Probabilistic Seismic Hazard Analysis Results ................................................................... 6

4.7 Seismic Hazard Deaggregation Results ............................................................................. 6

4.8 Bedrock Acceleration Time Series...................................................................................... 7

4.9 Dynamic Soil and Bedrock Parameters .............................................................................. 7

4.10 Minimum Permissible Level of Design Response Spectrum .............................................. 7

4.11 Ground Response Analyses Results .................................................................................. 8

4.12 Soil Liquefaction Potential Analyses ................................................................................... 8

5 RESULTS ........................................................................................................................... 9

6 LIMITATIONS ..................................................................................................................... 9

7 REFERENCES.................................................................................................................. 11

LIST OF TABLES

Table 1 – Bedrock Risk-Targeted Maximum Considered Earthquake (MCER) Spectrum SA(g) for 

5 Percent Damping.............................................................................................................. 6

Table 2 – Acceleration Time Series Used for Matching to the Target MCER Rock Spectrum..... 7

LIST OF FIGURES

Figure 1 – Site Location Map

Figure 2 – Boring and CPT Location Plan

Figure 3 – Bedrock MCER Spectra

LIST OF APPENDICES

Appendix A – Tower 5 Site-Specific Seismic Study

Appendix B – Tower 6 Site-Specific Seismic Study
HUDSON YARDS

HYW-TF-LAN-RPT-B-20181109 SEISMIC REPORT P A G E | 1

NOVEMBER 9, 2018

1 Executive Summary

Langan Engineering, Environmental, Surveying, Landscape Architecture, and Geology D.P.C. performed 

site-specific seismic studies for the proposed buildings within the terra firma site of the West Rail Yard of 

Hudson Yards. Two towers (Towers 5 and 6) were independently evaluated in this study. One low-rise 

structure (Building C), located between the two towers, was also evaluated using the site-specific studies 

for the towers.

The entire terra firma site was preliminarily classified as Site Class F because of liquefaction susceptibility 

identified using the 2014 New York City Building Code (NYCBC) and 2015 New York State Building Code 

(NYSBC) general procedures. Site Class F requires site-specific seismic analyses to assess the seismic 

response of the ground and to determine seismic design parameters.

This study is specific to the referenced site and reflects the state-of-practice in the fields of seismology 

and geotechnical earthquake engineering. This study was performed in accordance with the provisions of 

2014 NYCBC, 2015 NYSBC and ASCE 7-10. The following summarizes the approach and key 

conclusions from the study:

1. Seismic hazard analysis and selection of bedrock acceleration time series:

a. We performed a probabilistic seismic hazard analysis to develop the target bedrock 

acceleration response spectrum.

b. We selected 11 representative “seed” ground motion acceleration time series and 

modified them by matching their acceleration spectra to the target spectrum to develop 

11 input bedrock motions for the site-specific ground response analyses.

2. Site-specific ground-response analyses:

a. The site was divided into two zones corresponding to the proposed Tower 5 and Tower 6

locations. For each tower, we performed individual site-specific total-stress and 

effective-stress ground response analyses (soil amplification analysis) using the 

developed input bedrock motions (acceleration time series). We applied the motions at 

the base of one dimensional soil columns and estimated ground response spectra.

b. We developed a site-specific design response spectrum for each tower using the 

respective estimated ground response spectra.

3. Liquefaction analyses:

a. For each tower, we evaluated the potential for liquefaction of the granular soils below the 

groundwater table for the risk-targeted maximum considered earthquake (MCER) level 

event (about 10 percent higher PGA than the geometric mean – MCEGM level).

b. We estimated the potential free-field ground surface seismic settlements during the 

MCER event.

c. We estimated excess pore water pressure ratios in the soils during the MCER level event.

4. Conclusions and recommendations:

a. The recommended short- and long-period design spectral accelerations and Seismic 

Design Categories are provided in Appendices A (Tower 5) and B (Tower 6). Note the 

response spectra for both towers are limited to a Code dictated lower-bound. We 
HUDSON YARDS

HYW-TF-LAN-RPT-B-20181109 SEISMIC REPORT P A G E | 2

NOVEMBER 9, 2018

recommend LIRR Building C be designed using the same lower-bound response spectra 

as the towers.

b. We estimated excess pore water pressure ratios as high as about 90 percent for Tower 5 

and 60 percent for Tower 6 during the MCER-level event, corresponding to partial 

liquefaction (partial soil strength loss). The excess pore water pressure ratios we 

estimated using empirical methods were as high as 40 percent and 50 percent,

respectively. Partial liquefaction should be considered in the analysis of lateral pile 

capacity, using the estimated excess pore water pressure ratios to reduce the soil 

strength. We recommend using the higher predicted pore water pressures from the 

Tower 5 analysis for the design of LIRR Building C.

c. We estimated up to about 0.5 inch of seismic-event-induced settlement for free-field 

conditions after the MCER-level event. Utilities under the sidewalks and site connections 

should be designed to account for differential settlements up to about 0.5 inch between 

sidewalk and pile- or rock-supported structures.

2 Introduction

This report presents the results of our site-specific seismic study for the proposed development within the 

terra firma site of the West Rail Yard of Hudson Yards. Our study was performed to assess the seismic 

response of the ground at the project site, as required by the 2014 NYCBC and 2015 NYSBC for sites 

susceptible to liquefaction (i.e. Site Class F), and to determine appropriate seismic parameters for use in 

design of the proposed structures.

The analyses and recommendations presented herein are in accordance with the NYCBC, NYSBC and 

ASCE 7-10. All elevations contained herein reference the North American Vertical Datum of 1988 

(NAVD88) and are approximate.

3 Project Overview

3.1 Site Description

The project is on the Far West Side of Manhattan within the western half of the Metropolitan 

Transportation Authority (MTA) – Long Island Rail Road (LIRR) West Side Yards. The West Rail Yard 

(WRY) site is divided into “terra firma” (Block 676, Lot 1) and “platform” (Block 676, Lot 5) parcels. This 

report focuses solely on the terra firma site. The terra firma site measures about 147,000 square feet and 

is bound by the LIRR South Access Road and platform parcel on the north, West 30th Street on the south, 

the Eleventh Avenue viaduct on the east, and Twelfth Avenue (New York State Rout 9A/Westside 

Highway) on the west. The site location is shown in Figure 1.

The terra firma site is occupied by several LIRR support facilities at the east end of the site, a laydown 

area for ongoing construction within Hudson Yards near the center of the site, and a Vehicle Processing 

Center (VPC) near the west end of the site. An LIRR access road borders the north side of the site. The 

High Line Park elevated rail line traverses along the south and west sides of the site. The structure 

parallels West 30th Street then arcs north, near the west end of the site. Numerous structures are 

adjacent to the site, including an active rail yard to the north and the Eleventh Avenue viaduct and 

Segment 2 of the Amtrak Gateway tunnel to the east.

Additional details pertaining to the site are included in our Geotechnical Report, dated 9 November 2018.

3.2 Proposed Development

The planned development includes construction of three structures:
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 Tower 5 – Tower 5 will be on the west side of terra firma and will consist of a high-rise residential 

building spanning over the Highline. The tower will be supported by a core northeast of the 

Highline and two mega columns southwest of the Highline. A cellar is limited to the core area 

northeast of the Highline. Maintenance space will occupy the ground and platform levels, and a 

residential lobby will occupy the plaza level. The full tower footprint will span over the Highline 

above the plaza level.

Tower 5 will be designed in accordance with the 2014 New York City Building Code (NYCBC). 

The design team has not been selected.

 Tower 6 – Tower 6 will be on the east side of the site between the Highline and LIRR South 

Access Road and will consist of a high-rise building with residential, retail, and school spaces. 

The building will have a single cellar level for use as parking and utility space. Retail space, a 

school, maintenance facilities, and parking will occupy the ground level and extend under the 

Highline to provide frontage along West 30th Street. A portion of the school and additional 

parking will occupy the platform level. Portions of the school, retail space, and a residential lobby 

will occupy the plaza level. The tower will contain residential units. 

Tower 6 will be constructed over, and will be partially supported by the Amtrak Gateway tunnel 

Segment 3 (to be constructed).

Tower 6 will be designed in accordance with the NYCBC. The design team has not been 

selected.

 LIRR Building C – A two-story LIRR support building (“Building C”) will be constructed below the 

platform and between towers 5 and 6. Building C will have a single cellar level.

The LIRR building will be designed in accordance with the 2015 New York State Building Code 

(NYSBC) with applicable Uniform Code supplements through 2017.

3.3 Local Faults and Seismicity

New York City is on the Manhattan Prong, in the passive continental margin of the stable central and 

eastern United States, far from tectonic plate boundaries (approximately 1,400 miles from the nearest 

tectonic plate boundary). Seismicity in this region is overall low, with the exception of a few zones such 

as the New Madrid (Missouri) and Charleston, South Carolina seismic zones. The Manhattan Prong is 

relatively active compared to most of this region; the largest earthquake in the area was a magnitude 

mbLg 5.25 event offshore of New York City in 1884.

Many faults have been identified in the Manhattan Prong and the surrounding regions, but the locations of 

active faults is not clear (Sykes et al. 2008). There are difficulties in characterizing the activity of faults in 

the region because of the small sizes of ruptures, the absence of surface rupture, and the distribution of 

seismicity on many smaller faults, each with very low displacement rates.

A fault known as Cameron’s Line is about 2.5 miles east of the site. Cameron’s Line is described as an 

Ordovician (Taconic) suture zone. Geologists postulate that the fault was healed by Paleozoic 

metamorphism and is no longer a zone of brittle faulting or a source of earthquakes. Assumed brittle 

faults of the Manhattan Prong include the 125th Street fault, which extends across Manhattan to Queens; 

the Dyckman Street fault; and the Dobbs Ferry fault. Experts recognize that research is needed to 

improve the mapping and dating of these various faults to improve seismic-hazard studies.

3.4 Subsurface Data

Subsurface data was derived from numerous investigations undertaken within and adjacent to the WRY. 

This information includes borings and cone penetration testing (CPT) data, as well as laboratory testing of 
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soil and rock. The data includes studies performed by Langan and several other entities. The 

approximate locations of the borings and CPTs are shown in Figure 2.

The geotechnical parameters used in this study were primarily derived from 16 geotechnical borings, five

seismic CPTs, and laboratory testing performed as part of the design of the proposed New York Sports 

and Convention Center (NYSCC) in 2004, and three additional borings drilled for the test caissons in 

2017. This data was supplemented with historical data within and adjacent to the site prepared by others.

3.5 Generalized Subsurface Conditions

The subsurface conditions were interpreted separately for each tower using available boring, CPT and lab 

data in the vicinity of each building.

The general subsurface conditions consist of uncontrolled fill underlain by consecutive layers of clay and 

silt, sand, glacial till, and bedrock. Bedrock was encountered from about el -22 feet to -131 ft; the depth 

to rock generally increases from east to west.

Groundwater was measured in monitoring wells installed in the vicinity of the site from as high as about 

el 3.9 ft to as low as el -1.5 ft, but groundwater is generally expected to vary from about el 0 to 2 ft. 

Groundwater levels are tidally influenced along the west side of the site given the relatively close 

proximity to the present Hudson River shoreline. In addition, groundwater levels are likely to fluctuate 

with seasonal changes and precipitation events. Zones of perched water may be present at some 

locations due to the inconsistent nature of the fill and native soils.

The shear wave velocity of the bedrock was estimated to be around 9,000 feet per second based on the 

cross-hole seismic tests and borehole suspension logging performed within the same rock formation at 

nearby sites.

The soil and rock parameters used in the site specific seismic analyses are summarized for each tower in 

Appendices A and B.

Additional details are presented in our Geotechnical Report, dated 9 November 2018.

4 Seismic Evaluation

4.1 Introduction

We performed a site-specific seismic study for each tower to develop a design acceleration response 

spectrum, as required by the NYCBC and NYSBC for sites susceptible to liquefaction. Site specific 

analyses are more rigorous than the general procedures outlined in the NYCBC and NYSBC. The 

general procedures typically do not accurately represent the amplitude and frequency content specific to

an individual site. As such, design acceleration response spectrum values derived using the general 

procedures may be either overly conservative or, in some cases, unconservative.

Our evaluation included:

1. Performing a probabilistic seismic-hazard analysis;

2. Selecting and modifying appropriate bedrock acceleration time series;

3. Estimating dynamic soil and bedrock properties for each zone;

4. Determining the Site Class per the Building Code for each zone;

5. Performing total-stress and effective-stress ground response analyses for each zone;
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6. Performing analyses to evaluate the liquefaction potential and estimate excess pore water 

pressures in the granular soils situated below the groundwater table for each zone;

7. Recommending an appropriate design acceleration response spectrum for each zone; and,

8. Determining the Seismic Design Category (SDC) for each zone.

We developed a design acceleration-response spectrum specific to each tower using state of practice 

methods and reflecting in situ soil and bedrock conditions. Our evaluation was performed in accordance 

with provisions of 2014 NYCBC, 2015 NYSBC, and ASCE 7-10. The study included one-dimensional 

wave-propagation analyses to estimate the response at the site ground surface during a design seismic 

event.

The total-stress one-dimensional analyses were performed using the commercial computer program 

Shake2000 (Geomotions, 2015). The effective-stress one-dimensional analyses were performed using 

the commercial computer program D-MOD2000 (Geomotions, 2015).

4.2 Probabilistic Seismic Hazard Analysis

We performed a probabilistic seismic-hazard analysis (PSHA) to systematically account for uncertainties 

in the location, recurrence interval, and magnitude of future earthquakes. The results of a PSHA define a 

uniform hazard for a site in terms of a probability that a particular level of shaking will be exceeded during 

the given life of the structure.

As part of the development of the risk-targeted maximum considered earthquake (MCER) spectrum at 

bedrock level, we performed a PSHA to develop a site-specific response spectrum for a 2 percent 

probability of exceedance in 50 years (i.e. a return period of 2,475-year earthquake). The bedrock 

spectrum was developed using the computer code EZ-FRISK 8.00 (Fugro Consultants Inc. 2016). The 

approach used in EZ-FRISK is based on the probabilistic seismic-hazard model developed by Cornell 

(1968) and McGuire (1976).

4.3 Source Modeling and Characterization

We used the Petersen et al. (2014) seismic source model with the same logic tree used for the production 

of the USGS 2014 maps. We understand that Fugro Consultants Inc. obtained this database directly 

from the USGS.

4.4 Empirical Ground Motion Prediction Equations (GMPEs)

The estimate of uniform hazard spectral accelerations at bedrock level is based on empirical GMPEs, 

which use the bedrock shear-wave velocity in the upper 30 meters (Vs30) as input. We assigned average 

bedrock Vs30 of 9,000 feet per second. We used the same weighting and the same empirical GMPEs that 

were used in Petersen et al. (2014).

4.5 Epistemic Uncertainty and Aleatory Variability

The term "epistemic uncertainty" is used to describe the uncertainty because of incomplete knowledge 

and data about the physics of the earthquake process. For example, there is uncertainty as to which 

attenuation relationship is more applicable for the site at hand. Similarly, the term "aleatory variability" is 

used to describe the randomness in the ground motion predicted by each attenuation equation. The 

epistemic uncertainty is taken into account by using a suite of attenuation relations with different weights. 

All the different weight combinations are incorporated in the final hazard estimations by using a logic-tree 

approach (McGuire 2004). The aleatory variability is taken into account by explicitly considering the 

randomness (standard deviation) in the predicted ground motions.
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4.6 Probabilistic Seismic Hazard Analysis Results

The computed uniform hazard spectrum for 2 percent probability of exceedance in 50 years was based 

on the geometric mean component of the attenuation equations, and was then adjusted for the maximum 

direction component by multiplying with period-dependent amplification factors according to Sahi and 

Baker (2013), and was further adjusted by using the ASCE 7-10 risk coefficients for the site to determine 

the risk-targeted maximum considered earthquake (MCER) ground motion response accelerations. At 

each spectral response period, the uniform hazard bedrock response spectrum was multiplied by the risk 

coefficient CR in accordance with Section 21.2.1 of ASCE 7-10. We used the USGS risk-targeted ground 

motion calculator, along with the site-specific hazard curves for periods of 0.2 and 1 second to estimate 

the CRS and CR1 respectively. For periods less than or equal to 0.2 second, CR=CRs=0.93; for periods 

greater than or equal to 1 second, CR=CR1=0.94; and for periods between 0.2 seconds and 1 second, CR

was linearly interpolated between CRs and CR1. The bedrock MCER spectrum is shown in Figure 3. 

Digitized MCER values are listed in Table 1. 

Table 1 – Bedrock Risk-Targeted Maximum Considered Earthquake (MCER) Spectrum SA(g)

for 5 Percent Damping

Structural 

Period T (sec)

Site-Specific SA(g)

P.E. 2% in 50 years

0.01 0.146

0.10 0.255

0.20 0.192

0.30 0.136

0.40 0.103

0.50 0.081

0.75 0.052

1.0 0.039

2.0 0.020

3.0 0.013

4.0 0.010

5.0 0.008

6.0 0.006

7.0 0.004

8.0 0.003

4.7 Seismic Hazard Deaggregation Results

Seismic hazard deaggregation was performed to estimate the contribution of the various magnitudes 

events at various distances to the total seismic hazard. The results are useful in identifying pairs of 

earthquake magnitude and source-to-site distances that contribute the most to the estimated seismic 

hazard, performing deterministic analyses, and developing different scenarios to be used in selecting 

acceleration time series.

For the peak ground acceleration, which is of interest for the soil liquefaction-potential analyses, the 

majority of the hazard for the maximum considered earthquake comes from small to moderate magnitude 

earthquakes from the CEUS Gridded seismic zone. The corresponding modal (most likely) moment 

magnitude and distance were estimated to be magnitude of 5.05 and a distance of 11 kilometers. The 

mean moment magnitude and distance were estimated to be 5.45 and 22 kilometers respectively. 
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4.8 Bedrock Acceleration Time Series

We selected 11 bedrock acceleration time series for use in our analyses following the guidelines of 

ASCE 7-10. All time series were recorded during earthquakes with magnitudes between 5.3 and 6.2, 

consistent with typical NYC design magnitudes. All time series were modified to match the target bedrock 

MCER spectrum presented in Figure 3 using a time-domain spectral-matching routine. The seed time 

series we used are listed in Table 2.

Table 2 – Acceleration Time Series Used for Matching to the Target MCER Rock Spectrum

No. Earthquake & 

Year

NGA

Sequence 

No.

Magnitude Station 

Name

Closest 

Distance 

to Rupture

(km)

Component

1, 2 Morgan Hill, 

1984 455 6.19 Gilroy Array No.1 15 1230, 1320

3, 4 Whittier 

Narrows, 1987 624 5.99 Huntington Beach 45 270, 360

5

CA/Baja Border 

Area, 2002 2003 5.31 Calexico Fire Station 40 90

6, 7 Chi-Chi, 

Taiwan, 1999 2949 6.20 CHY033 13 E, N

8, 9 Chi-Chi, 

Taiwan, 1999 2985 6.20 CHY094 91 N, W

10, 11 Mineral, 

Virginia, 2011 8529 5.74 NP2555 124 N, E

Information obtained from the NGA-West and the NGA-East Flatfile (http://ngawest2.berkeley.edu/) 

4.9 Dynamic Soil and Bedrock Parameters

Dynamic soil and bedrock parameters are required for use in ground-response analyses. These 

parameters are: 

 Small-strain shear modulus (Gmax); 

 Shear modulus degradation curve with increased shear strains (i.e., G-γ curve); and 

 Soil damping curve with increased shear strains (i.e., β-γ curve). 

The small-strain shear modulus was estimated from in situ measurements of shear-wave velocity. The 

modulus degradation and damping curves were selected from published data for specific representative 

soil types; the following curves were used in our analyses:

 Fill – Seed and Idriss “sand average” curve (1970)

 Organic Clay– Vucetic and Dobry (1991), PI = 40 

 Silt and Clay– Vucetic and Dobry (1991), PI = 30

 Sand– EPRI Sand(1993)

 Bedrock – EPRI Rock (1993)

4.10 Minimum Permissible Level of Design Response Spectrum

The site class and associated code-specified acceleration-response spectrum are required to determine 

the minimum permissible levels of the design response spectrum derived from a site-specific study. The 
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minimum permissible level of the design spectrum is based on the Site Class determined according to the 

building code without considering soil liquefaction. Site Class E was used for the terra firma site.

4.11 Ground Response Analyses Results

Total-Stress ground-response analyses were performed using the selected bedrock acceleration time 

series and dynamic soil and bedrock properties described above. All bedrock acceleration time series 

were applied as rock-outcrop motions in accordance with ASCE 7-10. 

For each zone, one-dimensional analyses were performed to assess the sensitivity of the ground surface 

acceleration-response spectra to variable depth to rock and stiffness of the soil column. The sensitivity of 

the depth to rock was assessed by varying the soil column thickness; we selected two representative soil 

columns for each zone, corresponding to the lower(C1) and higher (C2) depth to rock for each zone. The 

sensitivity of the soil stiffness was assessed by varying the best-estimate shear-wave velocities for all 

layers by 20 percent above and below the estimated average, yielding six different soil columns in total. 

The 11 modified bedrock acceleration time series were applied at the base of each of soil column, 

resulting in a suite of 66 acceleration-response spectra. This relatively high number of spectra allows the 

mean response spectrum to provide a reasonable estimate of the average ground response during the 

design earthquake event, capturing the variable earthquake motions and variable soil conditions for each 

zone. 

Per section 1613.5.4 of the 2014 NYCBC, section 1613.3.4 of the 2015 NYSBC and section 21.3 of 

ASCE 7-10, these 66 calculated MCER spectra were multiplied by a factor of two-thirds to model the 

“Design Earthquake (DE).” 

The mean total-stress spectrum for each soil column is presented in Appendices A to F for Zones 1 to 6, 

respectively. 

4.12 Soil Liquefaction Potential Analyses

The NYCBC requires an evaluation of the liquefaction potential of noncohesive soils below the 

groundwater table and to a depth of 50 feet below the ground surface. The potential for soil liquefaction 

was evaluated using the procedure outlined by Idriss and Boulanger (2008). This evaluation develops an 

empirical relationship between the earthquake demand, represented by the Cyclic Stress Ratio (CSR), 

and the soil’s resistance to dynamic loading, represented by the Cyclic Resistance Ratio (CRR). The 

CSR is correlated to the Peak Ground Acceleration (PGA) of the design earthquake event and the in situ 

soil stresses. The CRR is correlated to SPT N-values, or cone penetration testing (CPT) resistance 

obtained from field tests at the site. The field N-values are converted to N1,60,N by applying correction 

factors for soil overburden pressure, hammer energy efficiency and atmospheric pressure. Field CPT tip 

resistances are converted to qt1,N by applying correction factors for soil overburden pressure, percent 

fines and atmospheric pressure.

Liquefaction analyses results are also presented in Appendices A and B. Both zones have points with 

factors of safety of 1.0 or below, indicating susceptibility to liquefaction.

To further assess the effect of liquefaction, we performed effective-stress non-linear soil amplification 

analyses with D-MOD2000 for each tower. This approach models the generation of excess pore water 

pressure (EPWP) and allows a more accurate evaluation of liquefaction potential during the MCER event, 

and of the ground surface acceleration response spectrum. The EPWP ratio is defined as the ratio of 

pore water pressures developed in the soil at a certain depth, to the soil’s effective stress at that depth. A 

ratio of 1.0 (or 100 percent) implies that the pore water pressure is equal to the effective stress at a 

specific depth; when this occurs, the soil has reached complete liquefaction. EPWP ratios less than 1.0 

(less than 100 percent) correspond to partial liquefaction. For each zone:
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 We modeled two soil columns for each tower (east and west) to consider the influence of different 

depth to rock. 

 We used time series CHY094N for each soil column as the bedrock input motion, to obtain the 

most conservative estimates of excess pore water pressures. CHY094N is the time series that 

give the highest acceleration response spectra and EPWP. 

 We performed total-stress analyses with SHAKE2000 and D-MOD2000 and calibrated the 

D-MOD2000 damping parameters so that the ground surface acceleration spectra estimated by 

the two computer codes reasonably match. Then we performed effective stress analyses with 

D-MOD2000 using the previously estimated damping parameters.

 We used published relationships that are available in the D-MOD2000 library to model the pore 

water generation, the soil degradation, the redistribution of the pore water pressures, and the 

pore water pressure dissipation during the MCER-level event.

The EPWP were also estimated using

 the SHAKE2000-estimated PGA, 

 the SPT and CPT data for each tower, 

 the corresponding factors of safety (FoS) against liquefaction following the method of Idriss and 

Boulanger (2008), and

 the FoS versus EPWPR curves from Tokimatsu & Yoshimi (1983). 

Estimated EPWP are presented in Appendices A (Tower 5) and B (Tower 6). 

The recommended EPWP ratios to be considered for foundation design at each tower are presented in 

Appendices A and B. Note that the D-MOD2000 analyses yielded maximum EPWP ratios up to about 

90 percent for the upper fill layer for Tower 5 and EPWP ratios up to about 60 percent for the upper fill 

layer for Tower 6. The associated ground-surface seismic volumetric settlements are estimated to be 

less than 0.5 inches for both Tower 5 and Tower 6.

5 Results

The results of our analyses are summarized in Appendices A (Tower 5) and B (Tower 6).

Both towers have the same code dictated lower-bound design response spectra. We recommend that 

LIRR building C (located between the two towers—with similar subsurface conditions) be designed with 

the same response spectra as the towers, and the higher pore pressure ratios predicted in the Tower 5 

analysis.

6 Limitations

The conclusions and recommendations provided in this report are based on current state of practice. 

Research is ongoing to develop empirical ground-motion attenuation relations, as well as reviewing 

information related to the seismicity in the project region. Future research may prove counter to the 

assumed conditions. In addition, the subsurface conditions were inferred from a limited number of historic 

borings. The recommendations provided are dependent upon one another and no recommendation 

should be followed independent of the others.

Any proposed changes in structures or their locations should be brought to Langan’s attention as soon as 

possible so that we can determine whether such changes affect our recommendations. The information 

is assumed to represent conditions reported only at the locations indicated and at the time of 

investigation. If different conditions are encountered during construction, they should immediately be 

brought to Langan’s attention for evaluation, as they may affect our recommendations.
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This report has been prepared to assist the Owner, architect and structural engineer in the design 

process and is only applicable to the design of the specific project identified. The information in this 

report cannot be utilized or depended on by engineers or contractors who are involved in evaluations or 

designs of facilities (including underpinning, grouting, stabilization, etc.) on adjacent properties which are 

beyond the limits of that which is the specific subject of this report.
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7 REFERENCES

ASCE/SEI 7-05. (2005). Minimum Design Loads for Buildings and Other Structures. American Society of 

Civil Engineers/ Structural Engineering Institute.

Baskerville, C. A. (1994). Bedrock and Engineering Geologic Maps of New York County and parts of 

Kings and Queens counties, New York, and parts of Bergen and Hudson Counties, New Jersey.

Buxton, H. T., Soren, J., Posner, A., & Shernoff, P. K. (1981). Reconnaissance of the ground-water 

resources of Kings and Queens Counties, New York. Syosset, New York: U.S. Geological 

Survey.

Cornell, C. (1968). Engineering Seismic Risk Analysis. Bulletin of the Seismological Society of America, 

58(5).

EPRI. (1993). Guidelines for Site Specific Ground Motions. Palo Alto, California: Electric Power Research 

Institute.

Geomotions Inc. (2015). D-MOD2000 "A computer Program for Seismic Response Analysis of 

Horizontally Layered Soil Deposits, Earthfill Dams and Solid Waste Landfills", Version 9.99.6.

Geomotions Inc. (2015). SHAKE2000 "A computer Program for the 1D Analysis of Geotechnical 

Earthquake Engineering Problems", Version 9.99.6.

McGuire, R. (1976). FORTRAN Computer Program for Seismic Risk Analysis - Open-File Report 76-67.

U.S. Geological Survey.

McGuire, R. (2004). Seismic Hazard and Risk Analysis. Boulder, Colorado: Earthquake Engineering 

Research Institute.

NEHRP. (2009). Recommended Seismic Provisions for New Buildings and Other Structures, Part 1: 

Provisions, FEMA P-750. FEMA.

Pacific Earthquake Engineering Research Center. (2010). PEER Ground Motion Database website. 

Retrieved from http://peer.berkeley.edu/peer_ground_motion_database

Petersen, M. D., Frankel, A. D., Harmsen, S. C., Mueller, C. S., Haller, K. M., Wheeler, R. L., et al. (2008). 

Documentation for the 2008 Update of the United States National Seismic Hazard Maps. U.S. 

Geological Survey.

Risk Engineering Inc. (2015). EZ-FRISK, Software for Earthquake Ground Motion Estimation, Version 

7.65.

Seed, H. B., & Idriss, I. M. (1970). Soil Moduli and Damping Factors for Dynamic Response Analysis.

Berkeley: University of California.

Sykes, L. R., Armbruster, J. G., Kim, W.-Y., & Seeber, L. (2008). Observations and Tectonic Setting of 

Historic and Instrumentally Located Earthquakes in the Greater New York City-Philadelphia Area. 

Bulletin of the Seismological Society of America, 98(4), 1696-1719.

The City Of New York. (2008). Building Code.

URS. (2008). URS Summary Report, Appendix H in 2008 Seismic Design Guidelines for Bridges.

Vucetic, M., & Dobry, R. (1991). Effect of Soil Plasticity on Cyclic Response. Journal of Geotechnical 

Engineering, 117(1), 89-107.

Weidlinger Associates PC. (2008). Seismic Design Guidelines for Bridges, Part I: Provisions, Final Draft 

September 2008. New York City Department of Transportation.

Youd, T. L., Idriss, I. M., Andrus, R. D., Arango, I., Castro, G., Christian, J. T., et al. (2001). Liquefaction 

Resistance of Soils: Summary Report From the 1996 and 1998 NCEER/NSF Workshops on 

Evaluation of Liquefaction Resistance of Soils. Journal of Geotechnical and Geoenvironmental 

Engineering, 127(10), 817-833.

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End of Report
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HYW-PL-KPF-RPT-A-20170501 15 PCT PF DESIGN CRITERIA REPORT

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FIGURES
A

B

C

D

1 2 3 4

Project Drawing Title

MANHATTAN NEW YORK

WEST RAIL YARD

TERRA FIRMA

Path: \\langan.com\data\NY\data1\170444101\ArcGIS\ArcMap_Documents\Updated ArcMap Documents 170444101\Figure 1 - Site_Location_Map_Update.mxd

© 2017 Langan

Project No.

Date

Scale

Drawn By

Submission Date

Sheet 1 of 18

Drawing

170444101

7/3/2018

TKS

7/3/2018

SITE

.

1"=2000'

2,000 0 2,000

SCALE IN FEET

21 Penn Plaza, 360 West 31st Street, 8th Floor

New York, NY 10001-2727

T: 212.479.5400 F: 212.479.5444 www.langan.com

Langan Engineering & Environmental Services, Inc.

Langan Engineering, Environmental, Surveying and

Landscape Architecture, D.P.C.

Langan International LLC

Collectively known as Langan

SITE LOCATION

MAP

NOTES:

BASEMAP PROVIDED BY UNITED STATES GEOLOGICAL SURVEY, 2016

HUDSON YARDS

1
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21 Penn Plaza, 360 West 31st Street, 8th Floor, New York, NY 10001

T: 212.479.5400 F: 212.479.5444 www.langan.com

© 2017 Langan
Project

WARNING: IT IS A VIOLATION THE NYS EDUCATION 

LAW ARTICLE 145 FOR ANY PERSON, UNLESS HE IS 

ACTING UNER THE DIRECTION OF A LICENSED 

PROFESSIONAL ENGINEER, TO ALTER THIS ITEM IN 

ANY WAY.

MANHATTAN NEW YORK

Drawing Title Project No.

Date

Scale

Drawn By

Submission Date

Drawing No.

Sheet 3 of 3

170444103

7/3/2018

NTS

LY

7/3/2018

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0.0

0.1

0.2

0.3

0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6 1.8 2.0

Spectral Acceleration (g)

Period T (sec)

Bedrock Acceleration Response Spectra (x=5%)

Site-Specific Target Bedrock Spectrum Vs30=9,000ft/s

Average of suite of 11 Spectrally 

Matched Bedrock Spectra
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APPENDIX A

Tower 5 Site-Specific Seismic Study
HUDSON YARDS 

HYW-TF-LAN-RPT-A-20180706 SITE-SPECIFIC SEISMIC STUDY P A G E | A-1

JULY 6, 2018

We performed a site-specific seismic analysis for Tower 5 of the terra firma site. The key assumptions 

and results are summarized below. 

1 Subsurface Conditions 

The subsurface conditions at Tower 5 consist of fill, underlain by consecutive layers of organic clay, silty 

clay/clayey silt, sand and finally bedrock. The depth to bedrock varies from 72 to 140 feet, increasing 

east to west. We selected two soil columns (east and west) to represent differing soil conditions and the 

variation in depth to bedrock of the zone. The depth to rock of the two soil columns are based on the

average depth to rock of the borings in the east and west side of the zone. The soil layer thicknesses and 

shear wave velocities used for each column are listed in Table A-1. 

The shear wave velocity of the rock is estimated to be about 9,000 feet per second (fps), based on crosshole seismic testing and borehole suspension logging from nearby sites in the same rock formation. 

Table A-1 – Summary of Assumed Soil Layer Thickness and Shear Wave Velocities 

East Column - Representative of the east side of the zone

Based on G-5, G-19, LB-2, SCPT-11, SCPT-24 

Layer Average layer 

thickness (feet) 

Range of 

measured/assumed 

shear wave velocities 

(fps) 

Shear wave velocity 

used in model 

(fps) 

Fill 30 290 to 678 440 

Organic Silty Clay 27 406 to 510 460 

Silty Clay/Clayey Silt 21 570 to 832 625 

Sand 3 1,000 to 1,490 1,250 

Bedrock N/A 9,000 9,000 

West Column - Representative of west side of the zone

Based on G-1, G-3, G-17, LB-1, SCPT-11, SCPT-24 

Layer Average layer 

thickness (feet) 

Range of 

measured/assumed 

shear wave velocities 

(fps) 

Shear wave velocity 

used in model 

(fps) 

Fill 30 290 to 678 440 

Organic Silty Clay 27 406 to 510 460 

Silty Clay/Clayey Silt 53 550 to 730 625 

Sand 3 1,000 to 1,490 1,250 

Bedrock N/A 9,000 9,000 

2 Site Class 

We calculated weighted-average shear-wave velocities (V between about 485 and 495 feet per second 

(fps). The site was preliminarily classified as Site Class E, as per 1613.5.2 of 2014 NYCBC, without 

consideration of soil liquefaction. The site was re-classified as Site Class F because of its potential for 

liquefaction using simplified methods, as described below. 
HUDSON YARDS 

HYW-TF-LAN-RPT-A-20180706 SITE-SPECIFIC SEISMIC STUDY P A G E | A-2

JULY 6, 2018

3 Soil Liquefaction 

Figure A-1 shows a plot of the factor of safety with depth using standard penetration test (SPT) and cone 

penetration test (CPT) results according to the Idriss and Boulanger (2008) procedures with the following 

parameters: 

• An earthquake magnitude of 5.75 earthquake event, which is more conservative than the 

estimated mean deaggregation magnitude (5.45), but consistent with older studies (2008 USGS 

Seismic Hazard Maps and the 2016 NYCDOT Report); 

• A PGA of 0.33g for Site Class E; 

• A magnitude scaling factor (MSF) of 1.6, per the Idriss and Boulanger (2008). 

The initial Idriss and Boulanger (2008) liquefaction analysis indicated potential liquefaction at depths 

between about 8 and 35 feet. We then performed DMOD2000 effective-stress nonlinear analyses and 

estimated maximum excess pore water pressure ratios as high as 90 percent at depths between 25 to 30 

feet, corresponding to partial liquefaction (partial soil strength loss). 

The EPWP were also estimated using the SHAKE2000-estimated PGA of 0.112g, the SPT and CPT data 

from G-1, G-3, G-17, G-19, CPT-11 and CPT-24, the corresponding factors of safety (FoS) against 

liquefaction following the method of Idriss and Boulanger (2008), and the FoS versus EPWPR curves 

from Tokimatsu & Yoshimi (1983). The estimated EPWP are shown on Figure A-2. The DMOD-estimated 

EPWP are typically higher than the empirically-estimated EPWP. 

Partial liquefaction should be considered in the analysis of lateral pile capacity, using the estimated 

excess pore water pressure ratios to reduce the soil strength. We gave more weight to the DMOD-2000 

results. The excess pore water pressure ratios estimated from DMOD2000 analyses and empirical 

method mentioned above are presented in Figure A-2 and listed in Table A-2. 

Table A-2 – Summary of Estimated Excess Pore Water Pressure Ratios 

Depth (ft) EPWP ratios Recommended 

Design EPWPR 

0 to 10 <10% 0% 

10 to 20 0% to 50% 30% 

20 to 30 40% to 90% 65% 

Below 30 <20% 0% 

We estimated up to 0.5 inches of seismic-induced settlement for free-field conditions after the MCER-level 

event. 

4 Design Acceleration Response Spectrum 

The design spectrum recommendations based on the SHAKE2000 total-stress analyses are listed in 

Table A-3. The plot of the SHAKE2000 design spectra, and 80 percent of the Site Class E design 

spectrum (minimum allowed per ASCE 7-10) are presented in Figure A-3. The red triangles show our 

recommended design acceleration-response spectrum, which follows the 80% Site Class E line. 
HUDSON YARDS 

HYW-TF-LAN-RPT-A-20180706 SITE-SPECIFIC SEISMIC STUDY P A G E | A-3

JULY 6, 2018

Table A-3 – Recommended Design Smooth Site-Specific spectrum, SA(g) for 5 percent damping 

Period T 

(seconds) 

Recommended 

Design 

Acceleration (g) 

0.00 0.144 

0.075 0.359 

0.384 0.359 

0.500 0.273 

T>0.5 0.136/T 

The recommended design spectrum satisfies the 2014 NYCBC, 2015 NYSBC and ASCE 7-10 

requirements. A plot of the recommended design response spectrum containing a table with the spectral

ordinates is presented on Figure A-4. The short-period and 1-second-period design accelerations 

obtained from the recommended design spectrum are as follows: 

• SDS = 0.359 g at a period of 0.2 seconds 

• SD1 = 0.136 g at a period of 1.0 second 

5 Seismic Design Category 

For Risk Category I, II and III, the recommended design spectral accelerations obtained from our sitespecific analysis result in a Seismic Design Category C, regardless of the structure’s fundamental period 

of vibration. The results of the site-specific seismic study are listed in Table A-4. 

Table A-4 – Recommended Seismic Design Parameters – Site-Specific Seismic Study 

Design Parameter Design Value 

Site Class E 

Spectral Acceleration at short periods, SDS 0.359 g 

Spectral Acceleration at 1-sec period, SD1 0.136 g 

Site-Specific MCER-level PGA 0.112g 

Risk Category I, II and III 

Seismic Design Category, SDC C 
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Date

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0

10

20

30

40

50

0 1 2

Depth (ft)

Factor of Safety

G-1

G-3

G-17

G-19

CPT-11

CPT-24

Tower 5 - Factor of Safety against Liquefaction 

Idriss and Boulanger (2008)

Minimum 

Recommended Factor 

of Safety 1.0

PGA=0.33 g
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NEW YORK

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Project Drawing Title Project No. Drawing No.

Date

Scale

Drawn By

Submission Date

Sheet 2 of 4

170444103 

7/3/2018 

NTS 

LY 

7/3/2018 

^JO=

MANHATTAN

0

10

20

30

40

50

0 20 40 60 80 100

Depth (ft)

EPWPR (%)

G1

G3

G17

G19

CPT11

CPT24

West ColumnDMOD

East ColumnDMOD

Tower 5 

Estimated Pore Water Pressure Ratio 
WARN

LAW AACTINPROFANY W

Spectral Acceleration (g)

NING: IT IS A VIOLATION THE 

ARTICLE 145 FOR ANY PERSO

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0.000.050.100.150.200.250.300.350.400.450.50

0.0

NYS EDUCATION 

ON, UNLESS HE IS 

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Project

WARNING: IT IS A VIOLATION THE NYS EDUCATION 

LAW ARTICLE 145 FOR ANY PERSON, UNLESS HE IS 

ACTING UNER THE DIRECTION OF A LICENSED 

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TERRA FIRMA

MANHATTAN NEW YORK

Drawing Title

TOWER 5 

RECOMMENDED 

SITE-SPECIFIC DESIGN 

RESPONSE SPECTRUM

Project No.

Date

Scale

Drawn By

Submission Date

Drawing No.

Sheet 4 of 4

170444103

7/3/2018

NTS

LY

7/3/2018

A-4

HUDSON YARDS

0.00

0.05

0.10

0.15

0.20

0.25

0.30

0.35

0.40

0.45

0.50

0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6 1.8 2.0

Spectral Acceleration (g)

Period T (sec)

Recommended Surface Design Acceleration Response Spectrum (x=5%)

SDS = 0.359 g

SD1 = 0.136 g

T(Sec) Sa(g)

0.000 0.144

0.075 0.359

0.384 0.359

0.500 0.273

T>0.5 0.136/T
HUDSON YARDS

HYW-PL-KPF-RPT-A-20170501 15 PCT PF DESIGN CRITERIA REPORT

MAY 1, 2017

APPENDIX B

Tower 6 Site-Specific Seismic Study
HUDSON YARDS 

HYW-TF-LAN-RPT-B-20180706 SITE-SPECIFIC SEISMIC STUDY P A G E | A-1

JULY 6, 2018

We performed a site-specific seismic analysis for Tower 6 of the terra firma site. The key assumptions 

and results are summarized below. 

1 Subsurface Conditions 

The subsurface conditions at Tower 6 consist of fill, underlain by consecutive layers of silty clay/clayey 

silt, sand and finally bedrock. The depth to bedrock varies from 32 to 70 feet, increasing east to west. 

We selected two soil columns (east and west) to represent differing soil conditions and the variation in 

depth to bedrock of the zone. The soil layer thicknesses and shear wave velocities used for each column 

are listed in Table B-1. 

The shear wave velocity of the rock is estimated to be about 9,000 feet per second (fps), based on crosshole seismic testing and borehole suspension logging from nearby sites in the same rock formation. 

Table B-1 – Summary of Assumed Soil Layer Thickness and Shear Wave Velocities 

East Column - Representative of the east side of the zone

Based on G-9, G-15, G-21, G-31, LB-3, SCPT-25 

Layer Average layer 

thickness (feet) 

Range of 

measured/assumed 

shear wave velocities 

(fps) 

Shear wave velocity 

used in model 

(fps) 

Fill 20 325 to 875 475 

Silty Clay/Clayey Silt 15 350 to 450 425 

Sand 5 675 to 1,150 900 

Bedrock N/A 9,000 9,000 

West - Representative of west side of the zone

Based on G-6, G-7, G-20, G-30, SCPT-12, SCPT-68 

Layer Average layer 

thickness (feet) 

Range of 

measured/assumed 

shear wave velocities 

(fps) 

Shear wave velocity 

used in model 

(fps) 

Fill 29 407 to 670 550 

Silty Clay/Clayey Silt 22 370 to 570 445 

Sand 10 650 to 1,490 1,050 

Bedrock N/A 9,000 9,000 

2 Site Class 

We calculated weighted-average shear-wave velocities (V between about 490 and 540 feet per second 

(fps). The site was preliminarily classified as Site Class E, as per 1613.5.2 of 2014 NYCBC, without 

consideration of soil liquefaction. The site was re-classified as Site Class F because of its potential for 

liquefaction using simplified methods, as described below. 

3 Soil Liquefaction 

Figure B-1 shows a plot of the factor of safety with depth using standard penetration test (SPT) and cone 

penetration test (CPT) results according to the Idriss and Boulanger (2008) procedures with the following 

parameters: 
HUDSON YARDS 

HYW-TF-LAN-RPT-B-20180706 SITE-SPECIFIC SEISMIC STUDY P A G E | A-2

JULY 6, 2018

• An earthquake magnitude of 5.75 earthquake event, which is more conservative than the 

estimated mean deaggregation magnitude, but consistent with older studies (2008 USGS Seismic 

Hazard Maps and the 2016 NYCDOT Report); 

• A PGA of 0.33g for site class E; 

• A magnitude scaling factor (MSF) of 1.6, per Idriss and Boulanger (2008). 

The initial Idriss and Boulanger (2008) liquefaction analysis indicated potential liquefaction at depths 

between about 6 and 40 feet. We then performed DMOD2000 effective-stress nonlinear analyses and 

estimated maximum excess pore water pressure ratios as high as about 60 percent at depths around 15 

to 20 feet, corresponding to partial liquefaction (partial soil strength loss). 

The EPWP were also estimated using the SHAKE2000-estimated PGA of 0.129g, the SPT and CPT data 

from G-9, G-15, G-21, G-31, LB-3, G-6, G-7, G-20, G-30, SCPT-25, SCPT-12, SCPT-68, the 

corresponding factors of safety (FoS) against liquefaction following the method of Idriss and Boulanger 

(2008), and the FoS versus EPWPR curves from Tokimatsu & Yoshimi (1983). The estimated EPWP are 

shown on Figure B-2. 

Partial liquefaction should be considered in the analysis of lateral pile capacity, using the estimated 

excess pore water pressure ratios to reduce the soil strength. We gave more weight to the DMOD-2000 

results. The excess pore water pressure ratios estimated from DMOD2000 analyses and empirical 

method mentioned above are presented in Figure B-2 and listed in Table B-2. 

Table B-2 – Summary of Estimated Excess Pore Water Pressure Ratios 

Depth (ft) EPWP ratios Recommended 

Design EPWPR 

6 to 10 <20% 0% 

10 to 30 10% to 60% 40% 

Below 30 < 20% 0% 

We estimated up to about 0.5 inches of seismic-induced settlement for free-field conditions after the 

MCER-level event. 

4 Design Acceleration Response Spectrum 

The design spectrum recommendations based on the SHAKE2000 total-stress analyses are listed in 

Table B-3. The plot of the SHAKE2000 design spectra, and 80 percent of the Site Class E design 

spectrum (minimum allowed per ASCE 7-10) are presented in Figure B-3. The red triangles show our 

recommended design acceleration-response spectrum, which follows the 80% Site Class E line. 

Table B-3 – Recommended Design Smooth Site-Specific spectrum, SA(g) for 5 percent damping 

Period T 

(seconds) 

Recommended 

Design 

Acceleration (g) 

0.00 0.144 

0.075 0.359 

0.384 0.359 

0.500 0.273 

T>0.5 0.136/T 

The recommended design spectrum satisfies the 2014 NYCBC, 2015 NYSBC and ASCE 7-10 

requirements. A plot of the recommended design response spectrum containing a table with the spectral
HUDSON YARDS 

HYW-TF-LAN-RPT-B-20180706 SITE-SPECIFIC SEISMIC STUDY P A G E | A-3

JULY 6, 2018

ordinates is presented on Figure B-4. The short-period and 1-second-period design accelerations 

obtained from the recommended design spectrum are as follows: 

• SDS = 0.359 g at a period of 0.2 seconds 

• SD1 = 0.136 g at a period of 1.0 second 

5 Seismic Design Category 

For Risk Category I, II and III, the recommended design spectral accelerations obtained from our sitespecific analysis result in a Seismic Design Category C, regardless of the structure’s fundamental period 

of vibration. The results of the site-specific seismic study are listed in Table B-4. 

Table B-4 – Recommended Seismic Design Parameters – Site-Specific Seismic Study 

Design Parameter Design Value 

Site Class E 

Spectral Acceleration at short periods, SDS 0.359 g 

Spectral Acceleration at 1-sec period, SD1 0.136 g 

Site-Specific MCER-level PGA 0.129 g 

Risk Category I, II and III 

Seismic Design Category, SDC C 
WAR

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ACTI

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ANY 

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ARTICLE 145 FOR ANY

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FESSIONAL ENGINEER,

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Depth (ft) ON THE NYS EDUCATIO

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170444103 

7/3/2018 

NTS 

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7/3/2018 

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Sheet 1 of 4

B-1 
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tbpq=o^fi=v^oa=

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HUDSON YARDS

NEW YORK

qltbo=S===

bpqfj^qba=mlob=

t^qbo=mobpprob=

o^qfl=colj=ajla=

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Project Drawing Title Project No. Drawing No.

Date

Scale

Drawn By

Submission Date

Sheet 2 of 4

170444103 

7/3/2018 

NTS 

LY 

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_JO=

MANHATTAN

0

10

20

30

40

50

0 20 40 60 80 100

Depth (ft)

EPWPR (%)

G6

G7

G20

G21

G30

G31

CPT12

CPT25

CPT68

West ColumnDMOD

East ColumnDMOD

Tower 6

Estimated Pore Water Pressure 
WARN

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Drawing Titl

SITE

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TOWER 6 

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WARNING: IT IS A VIOLATION THE NYS EDUCATION 

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MANHATTAN NEW YORK

Drawing Title

TOWER 6 

RECOMMENDED 

SITE-SPECIFIC DESIGN 

RESPONSE SPECTRUM

Project No.

Date

Scale

Drawn By

Submission Date

Drawing No.

Sheet 4 of 4

170444103

7/3/2018

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7/3/2018

B-4

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0.00

0.05

0.10

0.15

0.20

0.25

0.30

0.35

0.40

0.45

0.50

0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6 1.8 2.0

Spectral Acceleration (g)

Period T (sec)

Recommended Surface Design Acceleration Response Spectrum (x=5%)

SDS = 0.359 g

SD1 = 0.136g

T(Sec) Sa(g)

0.000 0.144

0.075 0.359

0.384 0.359

0.500 0.273

T>0.5 0.136/T