17B0009-SPECS-VOL2-100_.pdf

IFB W912BU-17-B-0009

US Army Corps of Engineers Philadelphia District

Dredging

Delaware River Main Channel Deepening PA, NJ and DE

Volume 2 of 2

Construction Solicitation and Specifications

1 May 2017

This page was intentionally left blank for duplex printing.

SPECIAL CONTRACT REQUIREMENTS

TABLE OF CONTENTS

VOLUME 2 OF 2

APPENDIX A CURRENT VIBRACORE DATA FOR REACH B

APPENDIX B HISTORICAL VIBRACORE DATA FOR REACH B

APPENDIX C UTILITY CROSSINGS

APPENDIX A

CURRENT

VIBRACORE DATA

FOR REACH ‘B’

Prepared by:

Gahagan & Bryant Associates, Inc.

9008-O Yellow Brick Road Baltimore, MD 21237

Philadelphia Regional Port Authority U.S. Army Corps of Engineers – Philadelphia District

DELAWARE RIVER MAIN CHANNEL DEEPENING

PROJECT

Geotechnical Sediment Investigation Lower Portion of Reach B - Stations 137+000 To 176+000

Final Report September 2010

Appendix A Page 1

Geotechnical Sedimentation Investigation FINAL

Gahagan & Bryant Associates, Inc. i

TABLE OF CONTENTS

1.0 INTRODUCTION

2.0 PURPOSE

3.0 PROJECT SITE

4.0 SUBSURFACE CONDITIONS

5.0 LOCATIONS OF VIBRACORES

6.0 VIBRACORES SAMPLING AND TESTING PROCEDURES

6.1 DATA COLLECTION

6.2 PROCEDURE

6.3 RESULTS OF THE FIELD WORK INVESTIGATION

7.0 GEOTECHNICAL SOILS LABORATORY TESTING

8.0 REFERENCE

Tables

TABLE 1 - VIBRATIONAL CORE LOCATIONS

TABLE 2 - ADDITIONAL VIBRATIONAL CORE LOCATIONS

TABLE 3 -RESULTS OF THE FIELD INVESTIGATION

Sections

Section A Figures Figure 1 Delaware River Main Channel Deepening Project Figure 2 Project Site Map (Sta. 137 + 000 to 176 + 000) Figure 3 & 4 Core Location Plans Figure 5 Aerial Map of Cores Sampled

Section B Field Sediment Core Logs Section C Field Core Photographs Section D Sediment Laboratory Results

Appendix A Page 2

Gahagan & Bryant Associates, Inc. 1

1.0 INTRODUCTION

A geotechnical investigation of the bottom sediments within the Delaware River federal shipping channel for the authorized Delaware River Main Channel Deepening Project (Deepening Project) as shown in Figure 1 was undertaken. The investigation was conducted in the lower portion of Reach B as highlighted in Figure 1.

2.0 PURPOSE

The purpose of this effort was to obtain information on the type, nature, and characteristics of subaqueous materials as well as the extent and conditions of these materials as they exist in locations within the project limits of the Deepening Project.

This investigation provides geotechnical information for the sediments that will be encountered during the deepening of the lower portion of Reach B of Delaware River shipping channel from existing grade to a depth of -45 feet Mean Lower Low Water (MLLW) plus one foot of allowable pay over-depth (-46 ft MLLW).

3.0 PROJECT SITE

The area for this investigation is shown on Figure 2 and extends from Station 137+000 to 176+000, approximately 7.4 miles. Within this portion of the channel, the width is 800 feet wide and the river is bordered by New Jersey on the east and Delaware to the west.

4.0 SUBSURFACE CONDITIONS

In the project site, the existing geological data indicate these sediments are recent to Holocene alluvial deposits. The length of the investigation area ranges between silty clays and clayey silts to sands and gravel lens derived from upstream rock formations and other sediments (Blackmer, 2004).

Appendix A Page 3

Gahagan & Bryant Associates, Inc. 2

5.0 LOCATIONS OF VIBRACORES

Locations for the proposed vibracore sampling are shown on Figures 3-4 and are detailed in Table 1 below.

Table 1 - Vibrational Core Locations

LOCATION

CORE

DESIGNATION

APPROXIMATE

STATIONING

EASTING

(NJ SP)

NORTHING

(NJ SP)

APPROX. DEPTH (MLLW)

(FROM USACE SURVEY*)

Delaware DRV-89 137+300 225899 350184 -41.9 Delaware DRV-90 138+900 224811 349355 -42.2 Delaware DRV-91 140+000 223791 348713 -42.2 Delaware DRV-92 141+900 222208 347561 -43.1 Delaware DRV-93 142+600 222588 346425 -43.0 Delaware DRV-94 143+400 221248 346336 -42.3 Delaware DRV-95 144+000 220877 345904 -42.9 Delaware DRV-96 145+500 220246 345021 -41.9 Delaware DRV-97 149+300 217688 341553 -44.1 Delaware DRV-98 154+500 214662 337428 -41.1 Delaware DRV-99 156+800 213974 335212 -44.4 Delaware DRV-100 159+900 212125 332673 -42.4 Delaware DRV-101 160+400 211400 332416 -41.7 Delaware DRV-102 167+900 209195 325407 -39.2 Delaware DRV-103 169+200 208790 323987 -39.7 Delaware DRV-104 170+600 208920 322519 -40.6 Delaware DRV-105 171+400 208047 321951 -41.2

* Depths utilized were collected from USACE 2010 July Multi-Beam Survey.

These locations were selected after review and analysis of Corps of Engineers 2010 multi-beam hydrographic surveys. The processed hydrographic survey data and the project dredging template were used to create two digital terrain models. The two modeled surfaces were compared in a software program to provide a difference plot.

The difference plot is created by comparing “z” elevations from the two models in the same “x” and “y” position. These differences provide a new “y” value now associated with the “x” and “y”; however the “z” value is no longer an elevation, it is now a thickness (material above the template). This new model can be exported into CAD for use in creating a difference plot. The depicted depth of material to be dredged is color coded to display increments of dredging in plan view (ex. Red indicated 0 to 1 ft of dredging, etc). This plot, in concert with existing vibracore data, was utilized to identify the sampling locations. The difference plots are provided in Section A, Figures 3-4.

Appendix A Page 4

Gahagan & Bryant Associates, Inc. 3

6.0 VIBRACORES SAMPLING AND TESTING PROCEDURES

The subsurface conditions within the project area were evaluated by vibracoring to a depth of 20 feet below the mudline of the channel, designated as DRV-89 through DRV- 105 as shown in Table 1.

Vibrational core technology was used to continuously sample marine sediments to obtain representative samples for identification and geotechnical testing. The samples were logged, visually identified, and subjected to gradation analysis to determine and document the grain size characteristics of the materials present. The data collection and testing procedures employed for this investigation is summarized below.

6.1 Data Collection

The field sampling began on August 2, 2010 and was completed on August 8, 2010.

Vibracores were completed at a rate of two to four per day by a sub-contractor, Aqua Survey Inc. using the R/V Hayes lift boat. In addition, Aqua Survey provided the vibration units and completed the vibracores under the supervision of both Versar, Inc.

and Gahagan and Bryant Associates, Inc.

Positioning at the coring locations was accomplished using a Garmin series differential GPS navigation system, referenced to a local geodetic benchmark, resulting in positioning accuracies of 1 to 3 meters. Water depths were measured with a graduated lead line and corrected to MLLW. After positioning over the core coordinates, the vibracore sampling was conducted.

Aqua Survey, under Captain Collin Clement, operated the lift boat and the vibracoring system. The vibrating unit had two counter-rotating motors encased in waterproof aluminum housing. A 240-volt generator powered the motors. Four inch diameter cores were proposed to be collected continuously to a depth of about 20 feet and a sample target depth of 15 foot was desired. The barrel liners were flexible food-grade polyethylene. The flexible liners were slit with a razor knife, allowing for easy processing. The standard 4-inch diameter sediment core yields about 0.5 gallons of sediment per foot of recovered core.

6.2 Procedure

The vibracore head and tube were lowered overboard via a vessel mounted winch. The core tube was allowed to penetrate the surficial materials below the mudline as far as possible under the static weight of the vibracore unit. The unit was then vibrated until it reaches project depth for volume requirements for the analytical sampling or until the vibracore encountered refusal to further penetration. A rudimentary penetration rate was measured to the first 5 to 6 feet of penetration in which the penetration was governed by the weight of the equipment. However, beyond that depth, due to the strong currents and the stability of the vibracore head, the crane controlled the penetration with a slow controlled release. The initial penetration rate is noted on the logs. If refusal is encountered, then a second or third attempt would be made at a nearby location. If refusal is encountered again, any material obtained will be used for geotechnical testing

Appendix A Page 5

Gahagan & Bryant Associates, Inc. 4 and the reason for refusal noted. When penetration of the vibracore was completed, power was shut off to the vibra-head, and the vibracore was brought aboard the vessel.

A check valve located on top of the core tube reduced or prevented sediment loss during pull-out. The length of sediment recovered was noted by measuring down the interior of the core tube to the top of the sediment. The core tube was then detached from the vibra-head, and the core cutter and catcher were removed.

Refusals were encountered at five locations. As a result, an attempt was made to drill a vibracore at a nearby location for each vibracore that encountered refusal. Table 2 displays the location of additional cores that were taken.

Table 2 - Additional Vibrational Core Locations

LOCATION

CORE

DESIGNATION

APPROXIMATE

STATIONING

EASTING

(NJ SP)

NORTHING

(NJ SP)

APPROX. DEPTH (MLLW)

(FROM USACE SURVEY)

Delaware DRV-89a 137+300 225997 350039 -42.8 Delaware DRV-90a 138+900 224932 349162 -43.4 Delaware DRV-91a 140+000 223880 348503 -43.8 Delaware DRV-95a 144+000 221001 345814 -43.3 Delaware DRV-96a 145+900 219804 344316 -45.1

The sample recovery was recorded, and the sample was photographed. Each sample was visually classified in accordance with ASTM 2488 visual manual procedure for identification of soils, and recorded on the field logs. A representative portion of the sample was placed in moisture tight glass jars, which were labeled for future reference.

The logs and pictures are provided in Sections B and C of this appendix.

6.3 Results of the Field Work Investigation

The locations of the subsurface investigations conducted as part of this effort are shown on Figure 5 and are summarized in Table 3.

The highlighted stationing on the table indicates locations where the density of material caused either the refusal of the vibracore or a minimum penetration of the unit. The cut-off is 2.6 feet of penetration.

Appendix A Page 6

G eo te ch ni ca l S ed im en ta tio n In ve st ig at io n

FI

N

AL

Ta bl e

- R es ul ts o f t he F ie ld

In ve st ig at io n

LOCATION

CORE DESIGNATION

APPROXIMATE

STATIONING

STATE

EASTING

NORTHING

LATITUDE

LONGITUDE

APPROX. DEPTH

(MLLW) (From Mapping Data)

LENGTH OF

PENETRATION

REFUSAL

VIBRACORE

REFUSAL / BOTTOM

ELEVATION

NO SAMPLE

GEOTECH SAMPLE

GEOTECH SAMPLE #

D el aw ar e D

R V-

7+

N J

5, 9.

0, 4.

.4

.8

-4 1.

0.

ye s -4

1.

D el aw ar e D

R

8+

N J

4, 1.

9, 5.

.3

.0

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0.

ye s -4

2.

aw ar e D

R

0+

N J

3, 8, 3.

.2

-4 2.

2.

ye s -4 ye s

D el aw ar e D

R

1+

N J

2, 8.

7, .6

-4 3.

2.

-4

D el aw ar e D

R

2+

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2, 6, .5

-4

-6

D el aw ar e D

R

3+

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1, 6, 6.

-4 2.

D el aw ar e D

R

4+

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0, 7.

5, .7

.9

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0.

ye s -4

2.

aw ar e D

R

5+

N J

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0.

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1.

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R

9+

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7, 1, -4 4.

D el aw ar e D

R

N J

4, 7, -4

1.

2.

ye s/

R -2

D el aw ar e D

R

6+

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3, -4 4.

.6

-6

0.

D el aw ar e D

R V-

9+

N J

2, 2, -4 2.

-5

D el aw ar e D

R V-

0+

N J

1, -4 1.

D el aw ar e D

R V-

7+

N J

9, -3 9.

aw ar e D

R V-

9+

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8, 3, .1

-3 9.

aw ar e D

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aw ar e D

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A dd iti on al A tte m pt aw ar e

D R

V-

7+

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5, 0, n/ a

-4 2.

aw ar e D

R V-

8+

N

J

4, 9, -4

3.

aw ar e D

R V-

0+

N

J

3, 8, -4

3.

0.

ye s

-4 3.

aw ar e D

R V-

N

J

1, -4

3.

aw ar e D

R V-

5+

N

J

9, 4, -4

5.

ot e:

T he C ol or c od in g is m ea nt to h ig hl ig ht a re as o f p oo r p en et ra tio n of th e vi br ac or e eq ui pm en t.

St at io ni ng o f s us pe ct ed v er y ha rd g ra ve l l en s

Th e

O ra ng e is w he re th e eq ui pm en t w as re fu se d.

St at io ni ng o f s us pe ct ed v er y th in a llu vi al v en ee r

Th e

Ye llo w is w he re o nl y lim ite d (2

.6 ’ o r l es

s) w as a tta in ed

Ap pe ar s to b e ve ry d ec om po se d be dr oc k

Sa pr ol ite

U ps ta tio n/ do w n st re am

0' fr om o rig in al p os iti on . S am pl e co lle ct ed fr om R

-1 , R

-2 fa ile d

Appendix A Page 7

Gahagan & Bryant Associates, Inc. 6

The area of orange highlight represent refusal of the vibracore. The yellow represents the poor penetration of the unit. These areas represent either denser alluvial sediments or possible bedrock. The coring of DRV-91 acquired only enough sample volume for geotechnical testing, but the core retainer was lost and this bent the sidewalls of the casing into a square shape. The sample within the casing was a very decomposed saprolitic material with some residual structure. Unfortunately, extracting the sample from the casing walls did not allow for a reliable evaluation of that structure.

7.0 GEOTECHNICAL SOILS LABORATORY TESTING

A total of 19 geotechnical sediment samples were obtained from 17 cores and delivered to the Pennoni Associates, Inc. a Corps of Engineers validated laboratory in Bethlehem Pennsylvania. Soil samples testing included moisture content, grain size analysis, specific gravity analysis and hydrometer analysis. All tests were conducted in accordance with current ASTM Standards. The results are summarized in Section D.

Of the nineteen samples tested, seven were classified as sand or coarser sediments.

These seven samples were classified by ASTM 2487 method. The remaining were classified by ASTM 2488 method and were primarily clay silts with the ratio of clay to silt being very close to 1 to 1. Moisture contents that remained within the samples in the fine samples ranged from 9.6 to 32.2% which is a very broad range for clays and silts.

The specific gravity’s values ranged from 2.39 to 2.88, with most being in the 2.55 to

2.60 range.

8.0 REFERENCE

Blackmer, Gale C. 2005 Preliminary Bedrock Geologic Map of a Portion of the Wilmington 30 by 60 Minute Quadrangle, Southeastern Pennsylvania, Pennsylvania Topographic and Geologic Survey OFBM-05-01.0.

Appendix A Page 8

SECTION A

Figures

Appendix A Page 9

Appendix A Page 10

Appendix A Page 11

Appendix A Page 12

Appendix A Page 13

Appendix A Page 14

SECTION B

Vibracore Logs

Appendix A Page 15

Appendix A Page 16

Appendix A Page 17

Appendix A Page 18

Appendix A Page 19

Appendix A Page 20

Appendix A Page 21

Appendix A Page 22

Appendix A Page 23

Appendix A Page 24

Appendix A Page 25

Appendix A Page 26

Appendix A Page 27

Appendix A Page 28

Appendix A Page 29

Appendix A Page 30

Appendix A Page 31

Appendix A Page 32

SECTION C

Vibracore Photographs

Appendix A Page 33

Delaware Main Channel Deepening Project

Geotechnical Sampling – Lower Reach B

DRV-89a

Appendix A Page 34

Run-1 - 1 foot recovery Run -2 - 2 feet recovery

DRV-89a

Appendix A Page 35

Geotechnical Sampling – Lower Reach B

DRV-90a

Appendix A Page 36

Residual sample in bottom of casing Run-2 actual recovery approximately 1 foot

Appendix A Page 37

Geotechnical Sampling – Lower Reach B

DRV-91

Appendix A Page 38

Residual sample in bottom of casing Sample hand to be spooned out of the bent casing

Appendix A Page 39

Geotechnical Sampling – Lower Reach B

DRV-92

Appendix A Page 40

Run-2 recovery 2 feet

Appendix A Page 41

Geotechnical Sampling – Lower Reach B

DRV-93

Appendix A Page 42

Recovery full penetration and complete Recovery of sample. 20 feet.

Photographs showing 0 to 3 feet

Appendix A Page 43

DRV-93 Photographs showing 3 feet to 6 feet

DRV-93 Photographs showing 6 feet to 10 feet

Appendix A Page 44

DRV-93 Photographs showing 10 feet to 15 feet

DRV-93 Photographs showing 15 feet to 20 feet

Appendix A Page 45

Geotechnical Sampling – Lower Reach B

DRV-94

Appendix A Page 46

Run-1 1.8 feet of recovery

Note: shape of vibracore barrel

Appendix A Page 47

Geotechnical Sampling – Lower Reach B

DRV-95a The photograph for this sample was corrupted and unsalvageable

Appendix A Page 48

Geotechnical Sampling – Lower Reach B

DRV-96a

Appendix A Page 49

Run-1 2.0 feet of recovery

Appendix A Page 50

Geotechnical Sampling – Lower Reach B

DRV-97

Appendix A Page 51

Run-1 2.6 feet of recovery

Appendix A Page 52

Geotechnical Sampling – Lower Reach B

DRV-98

Appendix A Page 53

Run-1 2.0 feet of recovery

Appendix A Page 54

Geotechnical Sampling – Lower Reach B

DRV-99

Appendix A Page 55

Recovery of sample. 15.6 feet.

Photographs showing 0 to 5 feet

Appendix A Page 56

DRV-99 Photographs showing 5 feet to 10 feet

DRV-99 Photographs showing 10 feet to 15.6 feet

Appendix A Page 57

Geotechnical Sampling – Lower Reach B

DRV-100

Appendix A Page 58

Recovery of sample. 15.0 feet.

DRV-100

Appendix A Page 59

DRV-100 Photographs showing 5 feet to 10 feet

DRV-100 Photographs showing 10 feet to 15.0 feet

Appendix A Page 60

Geotechnical Sampling – Lower Reach B

DRV-101

Appendix A Page 61

Recovery of sample. 7.6 feet.

DRV-101

Penetration 10.6 feet

Appendix A Page 62

DRV-101 Photographs showing 5 feet to 7.6 feet Core uncut

DRV-101 Core cut open

End of core barrel shoe

Sample removed and placed in strata column

Appendix A Page 63

Geotechnical Sampling – Lower Reach B

DRV-102

Appendix A Page 64

Recovery of sample. 15.0 feet.

DRV-102

Appendix A Page 65

DRV- 102 Photographs showing 5 feet to 10 feet

DRV -102 Photographs showing 10 feet to 15.0 feet

Appendix A Page 66

Geotechnical Sampling – Lower Reach B

DRV-103

Appendix A Page 67

Recovery of sample. 15 feet.

Photographs showing 0 to 5 feet

DRV-103

Appendix A Page 68

DRV-103 Photographs showing 5 feet to 10 feet

DRV-103 Photographs showing 10 feet to 15 feet (incomplete sequence)

Enlargement of sand Layer

Appendix A Page 69

Geotechnical Sampling – Lower Reach B

DRV-104

Appendix A Page 70

Recovery of sample. 12 feet.

Photographs showing 0 to 5 feet

DRV-104

12.8’ penetration

Appendix A Page 71

DRV-104 Photographs showing 5 feet to 10 feet

DRV-104 Photographs showing 10 feet to 12 feet Intact sausage tube sample

Appendix A Page 72

Geotechnical Sampling – Lower Reach B

DRV-105

Appendix A Page 73

Recovery of sample. 15 feet.

Photographs showing 0 to 5 feet

DRV-105

Appendix A Page 74

DRV-105 Photographs showing 5 feet to 10 feet

DRV-105 Photographs showing 10 feet to 15 feet

Appendix A Page 75

SECTION D

Sediment Laboratory Testing Results

Appendix A Page 76

SH

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A R

S T

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8'

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5- 1.

5'

SP

7.

2.

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2' M

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3.

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3- 4.

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6'

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8-

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BORING NUMBER

G R

A

IN

S

IZ

E

IS

T R

IB

U

T

IO

N

GRAVEL %

SAND %

SILT/CLAY %

DEPTH (ft)

SAMPLE NUMBER

SOIL GROUP SYMBOL

AXIAL STRAIN (%)

CALIFORNIA BEARING

RATIO (CBR) %

PERMEABILITY

(E-6 CM/SEC)

FALLING/CONSTANT HEAD

COHESION (tsf)

PL

A

ST

IC

IT

Y

LIQUID LIMIT wl

PLASTIC LIMIT wp

PLASTICITY INDEX I P

UNCONFINED

COMPRESSIVE

STRENGTH (tsf)

MOISTURE CONTENT w %

LIQUIDITY INDEX I L

MAXIMUM DRY

DENSITY (psf)

OPTIMUM MOISTURE

CONTENT %

DEGREE OF

SATURATION %

V O

L U

M E

T R

IC

C

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PA

C

T

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T A

STANDARD/MODIFIED

SPECIFIC GRAVITY (G)

DRY UNIT WEIGHT (pcf)

VOID RATIO (e)

PE

N

N O

N I A

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IA

T E

S

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Appendix A Page 77

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

PE

R

C

EN

T

FI

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PER

C

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T C

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GRAIN SIZE - mm.

0.0010.010.1110100 in in in

1½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

Appendix A Page 78

D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

PE

R

C

EN

T

FI

N

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PER

C

EN

T C

O

AR

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GRAIN SIZE - mm.

0.0010.010.1110100 in in in

1½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

Appendix A Page 79

Appendix A Page 80

PENNONI ASSOCIATES INC.

Bethlehem, PA 85686-1

(no specification provided)

1.5" 1"

.75" .375"

#4 #10 #40

#100 #200

0.0362 mm.

0.0230 mm.

0.0133 mm.

0.0094 mm.

0.0066 mm.

0.0047 mm.

0.0033 mm.

0.0014 mm.

100.0 88.8 80.4 59.0 46.5 38.7 19.0

7.8 4.0 1.3 0.5 0.5 0.5 0.5 0.5 0.5 0.5

26.4627 22.2161 9.8920

6.1428 0.9519 0.3091

0.1939 51.01 0.47

GP

AEON Geoscience, Inc.

10-1013

AEON-1001

Soil Description

Atterberg Limits

Coefficients

Classification

Remarks

Source of Sample: DVR Sample Number: 92 (3.3-4.0') ASTM 2487 GP Gray-Brown Sandy Poorly graded Gravel Date: 8/16/10

Client:

Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

% +3" Coarse % Gravel

Fine Coarse Medium % Sand

Fine Silt % Fines

Clay

0.0 19.6 33.9 7.8 19.7 15.0 3.5 0.5

Particle Size Distribution Report

Appendix A Page 81

Appendix A Page 82

D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

PE

R

C

EN

T

FI

N

ER

PER

C

EN

T C

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AR

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GRAIN SIZE - mm.

0.0010.010.1110100 in in in

1½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

Appendix A Page 83

D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

PE

R

C

EN

T

FI

N

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PER

C

EN

T C

O

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GRAIN SIZE - mm.

0.0010.010.1110100 in in in

1½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

Appendix A Page 84

D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

PE

R

C

EN

T

FI

N

ER

PER

C

EN

T C

O

AR

SER

GRAIN SIZE - mm.

0.0010.010.1110100 in in in

1½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

Appendix A Page 85

D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

PE

R

C

EN

T

FI

N

ER

PER

C

EN

T C

O

AR

SER

GRAIN SIZE - mm.

0.0010.010.1110100 in in in

1½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

Appendix A Page 86

Appendix A Page 87

Appendix A Page 88

Appendix A Page 89

D50= D30= D15= D10= Cu= Cc=

USCS= CL AASHTO=

PE

R

C

EN

T

FI

N

ER

PER

C

EN

T C

O

AR

SER

GRAIN SIZE - mm.

0.0010.010.1110100 in in in

1½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

Appendix A Page 90

Bethlehem, PA 85685-3

(no specification provided)

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= ML AASHTO=

.375" #4 #10 #40

#100 #200

0.0305 mm.

0.0193 mm.

0.0112 mm.

0.0081 mm.

0.0057 mm.

0.0041 mm.

0.0028 mm.

0.0012 mm.

100.0 98.4 94.3 78.3 59.4 52.9 55.3 55.3 53.4 49.7 47.8 47.8 47.8 44.0

1.0962 0.6757 0.1561 0.0083

AEON Geoscience, Inc.

10-1013

AEON-1001

Soil Description

Atterberg Limits

Coefficients

Classification

Remarks

Source of Sample: DVR Sample Number: 101 S-2 (5.5-6.5') ML Red-Brown Sandy Clay Date: 8/16/10

Client:

Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

PE

R

C

EN

T

FI

N

ER

PER

C

EN

T C

O

AR

SER

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse % Gravel

Fine Coarse Medium % Sand

Fine Silt % Fines

Clay

0.0 0.0 1.6 4.1 16.0 25.4 5.1 47.8 in in in

1½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

Particle Size Distribution Report

Appendix A Page 91

Appendix A Page 92

Appendix A Page 93

Bethlehem, PA 85685-6

(no specification provided)

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= ML AASHTO=

#10 #40

#100 #200

0.0287 mm.

0.0184 mm.

0.0108 mm.

0.0080 mm.

0.0058 mm.

0.0042 mm.

0.0030 mm.

0.0013 mm.

100.0 98.4 97.4 94.0 74.1 70.2 66.2 56.3 46.4 40.5 34.5 30.6

0.0598 0.0478 0.0088 0.0066

AEON Geoscience, Inc.

10-1013

AEON-1001

Soil Description

Atterberg Limits

Coefficients

Classification

Remarks

Source of Sample: DVR Sample Number: 104 (6.7-7.3') ASTM 2488 ML Gray Clayey Silt Date: 8/16/10

Client:

Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

PE

R

C

EN

T

FI

N

ER

PER

C

EN

T C

O

AR

SER

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse % Gravel

Fine Coarse Medium % Sand

Fine Silt % Fines

Clay

0.0 0.0 0.0 0.0 1.6 4.4 50.7 43.3 in in in

1½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

Particle Size Distribution Report

Appendix A Page 94

Appendix A Page 95

Appendix A Page 96

Appendix A Page 97

Appendix A Page 98

Appendix A Page 99

Appendix A Page 100

Appendix A Page 101

Appendix A Page 102

Appendix A Page 103

Appendix A Page 104

Appendix A Page 105

Core Depth (ft.) Classification (1) % Gravel % Sand % Silt/Clay Moisture (%) LL(2) PL(3)

DRV 180 0 3.7 Gray Silty Sand (SM) 0.7 80.9 18.4 42.0 n/a n/a DRV 180 3.7 7.5 Gray Sandy Silt (ML) 0.3 34.2 65.4 56.9 n/a n/a DRV 180 7.5 12.3 Gray Lean Clay (CL) 0.0 14.2 85.8 63.6 41 25 DRV 181 0 1.3 Gray Silty Sand (SM) 3.6 76.2 20.2 46.6 n/a n/a DRV 181 1.3 6,5 Gray Sandy Silt (ML) 0.0 33.5 66.5 68.1 n/a n/a DRV 181 6.5 9.1 Gray Silty Sand (SM) 2.7 55.0 42.4 50.8 n/a n/a DRV 181 9.1 12.0 Gray Silt (ML) 0.0 6.8 93.2 70.0 49 28 DRV 182 0 6 Gray Sandy Silt (ML) 0.2 33.0 66.9 98.9 n/a n/a DRV 182 6 11.4 Gray Silt (ML) 0.0 11.4 88.6 76.3 48 30 DRV 183 0 5 Gray Sandy Silt (ML) 0.2 43.6 56.2 64.4 n/a n/a DRV 183 5 10 Gray Silt (ML) 0.0 13.4 86.6 60.8 38 25 DRV 183 10 15 Gray Silt with Sand (ML) 0.5 28.2 71.3 59.5 n/a n/a DRV 183 15 19.3 Gray Sandy Lean Clay (CL) 0.0 32.9 67.1 43.5 29 20 DRV 184 1.1 6 Gray Sandy Silt (ML) 0.7 32.4 66.9 84.2 n/a n/a DRV 184 6 12.4 Gray Silt with Sand (ML) 0.0 26.9 73.1 57.1 35 25 DRV 185 0 5 Gray Silt with Sand (ML) 0.0 20.7 79.3 67.8 38 30 DRV 185 5 10 Gray Silt with Sand (ML) 0.2 25.5 74.3 61.3 n/a n/a DRV 185 10 15 Gray Silt with Sand (ML) 0.0 18.6 81.4 51.3 37 25 DRV 185 15 19.8 Gray Silt with Sand (ML) 0.3 19.4 80.2 56.4 n/a n/a DRV 186 0 5 Gray Sandy Silt (ML) 0.0 48.1 51.9 82.0 n/a n/a DRV 186 5 10 Gray Lean Clay with Sand (CL) 0.0 18.3 81.7 62.0 43 26 DRV 187 0 5 Gray Elastic Silt (MH) 0.0 7.6 92.4 97.3 53 31 DRV 187 5 10 Gray Silt (ML) 0.0 6.0 94.0 91.1 n/a n/a DRV 187 10 15 Gray Silt (ML) 0.0 9.3 90.7 84.6 n/a n/a DRV 187 15 19 Gray Elastic Silt (MH) 0.0 6.5 93.5 76.2 58 34 DRV 188 0 2 Gray Silty Sand (SM) 0.1 68.4 31.5 46.3 n/a n/a DRV 188 2 5 Gray Sandy Silt (ML) 0.3 35.3 64.4 95.5 n/a n/a DRV 188 5 10 Gray Lean Clay (CL) 0.0 9.5 90.5 66.0 43 26 DRV 188 10 15 Gray Silt (ML) 0.3 14.1 85.6 69.8 n/a n/a DRV 188 15 19.1 Gray Lean Clay (CL) 0.0 8.7 91.3 61.4 46 27

Notes:

1 Unified Soil Classification System (ASTM D2487) 2 LL = Liquid Limit 3 PL = Plastic Limit 4 n/a Not tested 5 The results of the Specific Gravity (ASTM D 854) testing range from 2.59 to 2.72

Table 1 Summary of Geotechnical Laboratory Testing

Appendix A Page 106

Appendix A Page 107

Le ge nd

³ A tta ch m en t 1 Si te L oc at io n

M ap

M ar cu s

H oo k A nc ho ra ge

D el aw ar e R iv er

M ai n C ha nn el D ee pe ni ng

Appendix A Page 108

Appendix A Page 109

Le nd

³

Vi br ac or e Lo ca tio n Pl an

M ar cu s

H oo k A nc ho ra ge

D el aw ar e R iv er

M ai n C ha nn el D ee pe ni ng

Appendix A Page 110

Appendix A Page 111

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Appendix A Page 113

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VIBRACORE SAMPLING SURVEY

MARCUS HOOK, DELAWARE RIVER

1055 Andrew Drive, Suite A West Chester, PA 19380-4293

ALPINE OCEAN SEISMIC SURVEY, INC.

155 Hudson Avenue, Norwood

New Jersey 07648 - USA

REPORT

VERSION PREPARED BY REVIEWED BY ISSUED BY DATE OF ISSUE REASON FOR ISSUE

Appendix A Page 169

Report Warranty

Appendix A Page 170

Appendix A Page 171

Core Name Date Start Time End Time Easting Northing Penetration Recovery W.D. Raw W.D.

Corrected

DRV-180 10/11/2016 11:19:32 AM 11:20:35 AM 237801.22 355243.33 13.37 ft. 12.30 ft. 47.70 ft. 43.99 ft.

DRV-181 10/11/2016 5:03:57 PM 5:05:20 PM 236915.20 355912.95 12.09ft. 12.00 ft. 47.90 ft. 45.50 ft.

DRV-182 10/11/2016 5:38:22 PM 5:39:39 PM 235522.00 355155.64 12.66 ft. 11.40 ft. 46.40 ft. 41.69 ft.

DRV-183 10/11/2016 4:18:35 PM 4:19:46 PM 236689.25 354075.92 19.26 ft. 19.30 ft. 42.70 ft. 41.62 ft.

DRV-184 10/11/2016 3:45:24 PM 3:46:57 PM 235908.46 353989.36 12.59 ft. 12.40 ft. 45.20 ft. 44.42 ft.

DRV-185 10/11/2016 2:58:18 PM 3:01:34 PM 235879.90 353088.52 19.27 ft. 19.80 ft. 39.60 ft. 38.70 ft.

DRV-186 10/11/2016 2:16:25 PM 2:18:19 PM 234814.55 353291.57 12.86 ft. 14.00 ft. 45.30 ft. 44.08 ft.

DRV-187 10/11/2016 1:21:45 PM 1:23:23 PM 234709.34 352271.65 19.30 ft. 19.00 ft. 31.70 ft. 30.01 ft.

DRV-188 10/11/2016 12:13:31 PM 12:15:47 PM 233153.17 351929.47 19.24 ft. 19.10 ft. 44.20 ft. 41.56 ft.

Appendix A Page 172

Philadelphia Tide station Actual

Philadelpha Predicted

Marcus Hook Predicted

Differential PHL Actual -

Predicted

PHL

Differential Applied to

Marcus Hook

Predicted Core

DRV#

Date Time

Water Level Time

Water Level Time

Water Level Water Level

Water Level Core#

10/11/2016 11:18 5.679

11:18

AM 5.42 11:18

AM 3.45 0.259 3.709 180

10/11/2016

12:12 4.701 12:12

PM 4.59 12:12

PM 2.53 0.111 2.641 188

10/11/2016 13:24 3.455

1:24

PM 3.27 1:24

PM 1.51 0.185 1.695 187

10/11/2016

14:18 2.536 2:18

PM 2.32 2:18

PM 1 0.216 1.216 186

10/11/2016 15:00 1.85

3:00

PM 1.68 3:00

PM 0.73 0.17 0.9 185

10/11/2016

15:48 1.161 3:48

PM 1.1 3:48

PM 0.72 0.061 0.781 184

10/11/2016 16:18 0.866

4:18

PM 0.81 4:18

PM 1.02 0.056 1.076 183

10/11/2016

17:00 0.988 5:00

PM 0.53 5:00

PM 1.94 0.458 2.398 181

10/11/2016 17:42 2.165

5:42

PM 0.66 5:42

PM 3.21 1.505 4.715 182

Appendix A Page 173

One calls

Area Ticket Number Core #

NJ 162641597 180

NJ 162641761 183

NJ 162641798 184

PA 20162641991 181, 182

DE 162640227 188

DE 162640239 185,186,187

Appendix A Page 174

Appendix A Page 175

0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240

2.34

2.35

2.34

1.64

1.17

1.64

2.11

1.64

1.88

1.87

1.40

1.17

6.55 6.55

Total Penetration: 13.37 ft; Last Elapsed Time: 6.55 sec.

D e p t h i n

F e e t

Time in Seconds

Penetration Graph for Core No. DRV-180_2, Run

Date: 10/11/2016 Start Time: 11:19:32 AM End Time: 11:20:35 AM

Comment:

Penetration: 13.37 ft Recovery: 12.30 W. D. Corrected: 43.99 W. D. Raw: 47.70 ft

Easting: 237801.22 Northing: 355243.33 Coord. System: NJ State Plane

Lat: 3948.3114 Long: 07524.3172 Datum: WGS-84

Appendix A Page 176

0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240

3.00

3.04

2.57

2.81

2.57

3.98

1.87

20.82

4.91

3.75

3.98

10.062.11 Total Penetration: 12.09 ft; Last Elapsed Time: 2.11 sec.

D e p t h i n

F e e t

Time in Seconds

Penetration Graph for Core No. DRV-181, Run

Date: 10/11/2016 Start Time: 5:03:57 PM End Time: 5:05:20 PM

Comment:

Penetration: 12.09 ft Recovery: 12.00 W. D. Corrected: 45.50 W. D. Raw: 47.90 ft

Easting: 236915.20 Northing: 355912.95 Coord. System: NJ State Plane

Lat: 3948.4202 Long: 07524.5079 Datum: WGS-84

Appendix A Page 177

0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240

1.64

2.67

5.61

4.45

3.28

3.27

3.51

3.28

3.27

3.28

3.04

3.27

6.79 Total Penetration: 12.66 ft; Last Elapsed Time: 6.79 sec.

D e p t h i n

F e e t

Time in Seconds

Penetration Graph for Core No. DRV-182, Run

Date: 10/11/2016 Start Time: 5:38:22 PM End Time: 5:39:39 PM

Comment:

Penetration: 12.66 ft Recovery: 11.40 W. D. Corrected: 41.69 W. D. Raw: 46.40 ft

Easting: 235522.00 Northing: 355155.64 Coord. System: NJ State Plane

Lat: 3948.2932 Long: 07524.8038 Datum: WGS-84

Appendix A Page 178

0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240

4.46

6.32

4.91

1.88

1.87

2.11

1.40

1.64

1.17

1.64

1.40

1.40

1.41

3.04

2.34

2.11

1.87

1.64

2.57 3.34 Total Penetration: 19.26 ft; Last Elapsed Time: 3.34 sec.

D e p t h i n

F e e t

Time in Seconds

Penetration Graph for Core No. DRV-183, Run

Date: 10/11/2016 Start Time: 4:18:35 PM End Time: 4:19:46 PM

Comment:

Penetration: 19.26 ft Recovery: 19.30 W. D. Corrected: 41.62 W. D. Raw: 42.70 ft

Easting: 236689.25 Northing: 354075.92 Coord. System: NJ State Plane

Lat: 3948.1173 Long: 07524.5522 Datum: WGS-84

Appendix A Page 179

0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240

3.30

6.32

2.11

2.11

1.87

2.11

1.88

2.34

8.89

4.91

4.45

11.93

8.19 Total Penetration: 12.59 ft; Last Elapsed Time: 8.19 sec.

D e p t h i n

F e e t

Time in Seconds

Penetration Graph for Core No. DRV-184, Run

Date: 10/11/2016 Start Time: 3:45:24 PM End Time: 3:46:57 PM

Comment:

Penetration: 12.59 ft Recovery: 12.40 W. D. Corrected: 44.42 W. D. Raw: 45.20 ft

Easting: 235908.46 Northing: 353989.36 Coord. System: NJ State Plane

Lat: 3948.1017 Long: 07524.7187 Datum: WGS-84

Appendix A Page 180

0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240

3.04

7.49

21.53

2.81

2.81

3.74

3.28

3.51

3.27

3.28

17.08

14.74

22.70

3.04

37.91

3.27

3.75

3.04

3.51 4.10

Total Penetration: 19.27 ft; Last Elapsed Time: 4.1 sec.

D e p t h i n

F e e t

Time in Seconds

Penetration Graph for Core No. DRV-185, Run

Date: 10/11/2016 Start Time: 2:58:18 PM End Time: 3:01:34 PM

Comment:

Penetration: 19.27 ft Recovery: 19.80 W. D. Corrected: 38.70 W. D. Raw: 39.60 ft

Easting: 235879.90 Northing: 353088.52 Coord. System: NJ State Plane

Lat: 3947.9533 Long: 07524.7228 Datum: WGS-84

Appendix A Page 181

0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240

6.11

5.78

4.45

4.45

4.21

4.21

4.68

3.98

3.51

3.51

6.32

8.19

14.51 Total Penetration: 12.86 ft; Last Elapsed Time: 14.51 sec.

D e p t h i n

F e e t

Time in Seconds

Penetration Graph for Core No. DRV-186, Run

Date: 10/11/2016 Start Time: 2:16:25 PM End Time: 2:18:19 PM

Comment:

Penetration: 12.86 ft Recovery: 14.0 W. D. Corrected: 44.084 W. D. Raw: 45.30 ft

Easting: 234814.55 Northing: 353291.57 Coord. System: NJ State Plane

Lat: 3947.9849 Long: 07524.9508 Datum: WGS-84

Appendix A Page 182

0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240

3.51

9.36

3.98

4.21

8.43

4.91

4.68

4.91

3.98

2.81

2.34

2.57

2.34

2.57

2.57

2.57

6.09

3.74

5.62 5.71

Total Penetration: 19.3 ft; Last Elapsed Time: 5.71 sec.

D e p t h i n

F e e t

Time in Seconds

Penetration Graph for Core No. DRV-187, Run

Date: 10/11/2016 Start Time: 1:21:45 PM End Time: 1:23:23 PM

Comment:

Penetration: 19.30 ft Recovery: 19.0 W. D. Corrected: 30.005 W. D. Raw: 31.70 ft

Easting: 234709.34 Northing: 352271.65 Coord. System: NJ State Plane

Lat: 3947.8168 Long: 07524.9710 Datum: WGS-84

Appendix A Page 183

Appendix A Page 184

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Appendix A Page 201

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Appendix A Page 204

Appendix A Page 205

Appendix A Page 206

Appendix A Page 207

Appendix A Page 208

Appendix A Page 209

DRILLING LOG

(TBM or MSL)

(Coordinates or Station

(As shown on drawing title and title number)

ELEVATION DEPTH

d

SPT or BOX OR

SAMPLE

# or Run #

ENG FORM 1836

MAR 71

IFB W912BU-17-B-0009

Appendix A Page 210

SPT Boring Only

(Coordinates or Station

(As shown on drawing title and title number)

Joseph Kurzynowski

ELEVATION DEPTH

LEGEND

SPT or BOX OR

SAMPLE

# or Run #

SAND with rounded gravel

SAND

ENG FORM 1836

MAR 71

IFB W912BU-17-B-0009

Appendix A Page 211

(Coordinates or Station

(As shown on drawing title and title number)

SPT or BOX OR

SAMPLE

# or Run

GRAVEL and SAND

GRAVEL and SAND

ENG FORM 1836

MAR 71 (TRANSLUCENT)

IFB W912BU-17-B-0009

Appendix A Page 212

(Coordinates or Station

(As shown on drawing title

SPT or BOX OR

SAMPLE

# or Run

GRAVEL and SAND

SAND and Silt

GRAVEL and SAND

ENG FORM 1836

MAR 71

IFB W912BU-17-B-0009

Appendix A Page 213

(Coordinates or Station

(As shown on drawing title

SPT or BOX OR

SAMPLE

# or Run

GRAVEL with Cobbles

SILTY CLAY

SAND

SILTY CLAY

GRAVEL and SAND

ENG FORM 1836

MAR 71

IFB W912BU-17-B-0009

Appendix A Page 214

(Coordinates or Station

(As shown on drawing title

SPT or BOX OR

SAMPLE

# or Run #

Well graded GRAVEL and SAND

GRAVEL and SAND

ENG FORM 1836

MAR 71

IFB W912BU-17-B-0009

Appendix A Page 215

(Coordinates or Station

(As shown on drawing title

SPT or BOX OR

SAMPLE

# or Run

GRAVEL and SAND

GRAVEL and SAND

SILTY CLAY

SILTY CLAY

ENG FORM 1836

MAR 71

IFB W912BU-17-B-0009

Appendix A Page 216

(Coordinates or Station

(As shown on drawing title

SPT or BOX OR

SAMPLE

# or Run

GRAVEL and SAND

SAND

GRAVE

SILT

SAND

Brown SAND

ENG FORM 1836

MAR 71

IFB W912BU-17-B-0009

Appendix A Page 217

(Coordinates or Station

(As shown on drawing title

SPT or BOX OR

SAMPLE

# or Run #

SAND

GNEISS

ST-1 FL-7409 lb ST-1620 psi

CS-2.1 CS-27,528 psi

ENG FORM 1836

MAR 71

IFB W912BU-17-B-0009

Appendix A Page 218

SPT

Boring

Rock Coring

(Coordinates or Station

(As shown on drawing title

SPT or BOX OR

SAMPLE

# or Run

GRAVEL and SAND

GRAVEL SAND

SANDY SILT

SAND

SANDY SILT

SANDY SILT

ENG FORM 1836

MAR 71

IFB W912BU-17-B-0009

Appendix A Page 219

(Coordinates or Station

(As shown on drawing title

SPT or BOX OR

SAMPLE

# or Run

GRAVEL and SAND

SAND

SAND

SILTY CLAY

SAND

ENG FORM 1836

MAR 71

IFB W912BU-17-B-0009

Appendix A Page 220

(Coordinates or Station

(As shown on drawing title

SPT or BOX OR

SAMPLE

# or Run #

GRAVEL and SAND

SILT and CLAY

SILT

SAND

ENG FORM 1836

MAR 71

IFB W912BU-17-B-0009

Appendix A Page 221

(Coordinates or Station

(As shown on drawing title and title number)

Joseph Kurzynowski

ELEVATIO

N DEPTH

SPT or BOX OR

SAMPLE

# or Run #

SAPROLITE

ENG FORM 1836

MAR 71

IFB W912BU-17-B-0009

Appendix A Page 222

(Coordinates or Station

(As shown on drawing title and title number)

SPT or BOX OR

SAMPLE

# or Run #

GRAVEL SAND

Sandy SILT

ST-2 FL-6544 lb, STS-1400 psi

CS-2.1 Mafic GNEISS CS- 40,474 psi

ENG FORM 1836

MAR 71

IFB W912BU-17-B-0009

Appendix A Page 223

SPT

Boring

(Coordinates or Station

(As shown on drawing title and title number) oseph Kurzynowski

SPT or BOX OR

SAMPLE

# or Run #

GRAVEL some sand

SAND

SILT

SAND

SILT

ENG FORM 1836

IFB W912BU-17-B-0009

Appendix A Page 224

(Coordinates or Station

(As shown on drawing title and title number) oseph Kurzynowski

SPT or BOX OR

SAMPLE

# or Run #

GRAVEL and SAND

ENG FORM 1836

MAR 71

IFB W912BU-17-B-0009

Appendix A Page 225

(Coordinates or Station

(As shown on drawing title and title number)

SPT or BOX OR

SAMPLE

# or Run #

GRAVEL and SAND

ENG FORM 1836

MAR 71

IFB W912BU-17-B-0009

Appendix A Page 226

(Coordinates or Station

(As shown on drawing title and title number)

SPT or BOX OR

SAMPLE

# or Run #

GRAVEL and SAND

A-4 (0)

Micaceous Sandy SILT ML

Non-plastic

A-1-a (0)

GRAVEL and SAND N/A

SAND

ENG FORM 1836

MAR 71

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Appendix A Page 227

(Coordinates or Station

(As shown on drawing title and title number)

SPT or BOX OR

SAMPLE

# or Run #

SAPROLITE

SAPROLITE

ENG FORM 1836

MAR 71

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Appendix A Page 228

(Coordinates or Station

(As shown on drawing title and title number)

SPT or BOX OR

SAMPLE

# or Run #

GRAVEL and SAND A-1-a (0)

GW

A-4 (0)

Oxidized SAPROLITE N/A

SAPROLITE

ENG FORM 1836

MAR 71

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Appendix A Page 229

(Coordinates or Station

(As shown on drawing title and title number)

SPT or BOX OR

SAMPLE

# or Run # sand and gravel

A-2-4 (0)

SAND N/A

SAND

SAND

ENG FORM 1836

MAR 71

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Appendix A Page 230

(Coordinates or Station

(As shown on drawing title and title number)

SPT or BOX OR

SAMPLE

# or Run #

ST-4

EM

ENG FORM 1836

MAR 71

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Appendix A Page 231

SPT

Boring

(Coordinates or Station

(As shown on drawing title and title number)

Joseph Kurzynowski

ELEVATION DEPTH

LEGEND

d

SPT or

% CORE

RECOVERY

& RQD

BOX OR

SAMPLE

# or Run #

REMARKS g

SAND

GRAVEL

ENG FORM 1836

MAR 71

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Appendix A Page 232

(Coordinates or Station

(As shown on drawing title and title number)

SPT or BOX OR

SAMPLE

# or Run #

Quartz Coarse SAND

GRAVEL

Micaceous SAND

Saprolite

Mafic GNEISS

ENG FORM 1836

MAR 71

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Appendix A Page 233

SPT

Boring

Roller Bit

(Coordinates or Station

(As shown on drawing title and title number)

SPT or BOX OR

SAMPLE

# or Run #

Gravel

GRAVEL and SAND

Saprolite

ENG FORM 1836

MAR 71

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Appendix A Page 234

(TBM or MSL) (Coordinates or Station

(As shown on drawing title and title number)

SPT or BOX OR

SAMPLE

# or Run #

Quartz Gravel

Micaceous Clayey SAND

Saprolite

ENG FORM 1836

MAR 71

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Appendix A Page 235

(Coordinates or Station

(As shown on drawing title

SPT or BOX OR

SAMPLE

# or Run

GRAVEL and SAND A-1-a (0)

GW

A-1-a (0)

GW

SILTY CLAY

SAND

SILT

SAND

SILT

ENG FORM 1836

MAR 71

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Appendix A Page 236

(Coordinates or Station

(As shown on drawing title

SPT or BOX OR

SAMPLE

# or Run #

A-7-5 (37)

MH

SILT and CLAY

ENG FORM 1836

MAR 71

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Appendix A Page 237

(Coordinates or Station

(As shown on drawing title

SPT or BOX OR

SAMPLE

# or Run #

A-7-6 (41)

CH (fat clay)

SAND and SILTY CLAY

SILTY CLAY

SAND with CLAY A-4 (2)

CL (fat clay)

SAND with gravel

Sand and CLAY

ENG FORM 1836

MAR 71

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Appendix A Page 238

(Coordinates or Station

(As shown on drawing title

SPT or BOX OR

SAMPLE

# or Run #

Mafic GNEISS

Mafic GNEISS

ST-

ENG FORM 1836

MAR 71

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Appendix A Page 239

SPT

Boring

(Coordinates or Station

(As shown on drawing title

SPT or BOX OR

SAMPLE

# or Run #

GRAVEL and SAND

GRAVEL and SAND

Mafic GNEISS

ST-

CS-

10.1

ENG FORM 1836

MAR 71

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Appendix A Page 240

SPT

Boring

(Coordinates or Station

(As shown on drawing title

SPT or BOX OR

SAMPLE

# or Run

Coarse GRAVEL

SAND

A-1-b (0)

N/A

SAND

SAND

SAND

ENG FORM 1836

MAR 71

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Appendix A Page 241

(Coordinates or Station

(As shown on drawing title

SPT or BOX OR

SAMPLE

# or Run #

A-7-6 (35)

CH (fat clay)

SILTY CLAY and fine SAND

A-7-6 (21)

SC

Gravel

SILTY CLAY and fine SAND

ENG FORM 1836

MAR 71

IFB W912BU-17-B-0009

Appendix A Page 242

(Coordinates or Station

(As shown on drawing title and title number)

ELEVATIO

N DEPTH

SPT or BOX OR

SAMPLE

# or Run #

A-7-5 (67)

CH (fat clay)

SILTY CLAY

A-7-5 (60)

CH (fat clay)

SILTY CLAY

ENG FORM 1836

MAR 71

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Appendix A Page 243

0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240

1.50

1.60

1.64

1.40

1.17

1.40

1.41

1.17

1.41

1.40

1.40

2.11

2.34

4.45

2.57

2.81

7.96

10.30

5.61 5.62

Total Penetration: 19.24 ft; Last Elapsed Time: 5.62 sec.

D e p t h i n

F e e t

Time in Seconds

Penetration Graph for Core No. DRV-188, Run

Date: 10/11/2016 Start Time: 12:13:31 PM End Time: 12:15:47 PM

Comment:

Penetration: 19.24 ft Recovery: 19.10 W. D. Corrected: 41.559 W. D. Raw: 44.20 ft

Easting: 233153.17 Northing: 351929.47 Coord. System: NJ State Plane

Lat: 3947.7578 Long: 07525.3025 Datum: WGS-84

Appendix A Page 244

APPENDIX B

HISTORIC

VIBRACORE DATA

FOR REACH ‘B’

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Sampling Logs

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Gradation Curves & Sieve Analysis

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Penetration Graphs

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APPENDIX C

UTILITY CROSSINGS

Prepared by:

5803 Kennett Pike, Suite D Wilmington, DE 19807

Philadelphia Regional Port Authority U.S. Army Corps of Engineers – Philadelphia District

DELAWARE RIVER MAIN CHANNEL DEEPENING

PROJECT

Investigation of Submarine Utility Crossings in Reach B Between Stations 96+000 and 176+000

Final Report June 2011

Appendix C Page 1

1.0 INTRODUCTION

2.0 PURPOSE

3.0 PROJECT SITE

4.0 SCOPE OF WORK

5.0 GATHERING OF INFORMATION

6.0 COORDINATION WITH USCG AND NOAA

7.0 VERTICAL DATUM CONVERSION/ADJUSTMENTS

8.0 HORIZONTAL GRID CONVERSION/ADJUSTMENTS

9.0 COORDINATION WITH OWNER/OPERATORS

10.0 LANDSIDE SURVEYS

11.0 FINDINGS

12.0 CONCLUSIONS

13.0 RECOMMENDATIONS FOR FURTHER ACTION

TABLES

Table 1 - Delaware River Reach B Submarine Utility Crossings (Summary) Table 2 - As Built Survey/Project Vertical Datum Information Table 3 - Delaware River Reach B Submarine Utility Crossings

FIGURES

Figure 1 - General Project Location Map Figure 2 - Reach Project Site - Reach B Figure 3 - Reach B Datum Conversions Figure 4 - Map of Known Reach B Utility Crossings w/ GBA Landside Survey Information ... 14 Figure 4A - Detail Map of Utilities E, F and F2 Figure 4B - Detail Map of Utilities G/H/I, J and J2 Figure 4C - Detail Map of Utilities K and N Figure 5 - Permit Map of Columbia Gas Crossing (E) Figure 6 - Permit Map of Colonial Pipeline 30” Crossing (F) Figure 7 - Permit Map of Colonial Pipeline 30” Crossing (F2) Figure 8 - Permit Map of Sunoco Logistics/Linde Group/WGP-Transco Crossing (G, H & I) . 25 Figure 9 - Permit Map of WGP-Transco 12” Crossing (J)

Appendix C Page 2

Figure 10 - Permit Map of WGP-Transco 12” Crossing (J2) Figure 11 - Permit Map of WGP-Transco 6” & 20” Crossing (K) Figure 12 - Permit Map of Comcast Cable Crossing (N)

APPENDICES

Appendix A - Special Permit Conditions Appendix B - As-Built Vertical Datum & Horizontal Grid Review Appendix C - Letters & Attachments to Owner/Operators with Responses Appendix D - Landside Survey Report

Appendix C Page 3

1.0 INTRODUCTION

Gahagan & Bryant Associates, Inc. (GBA) conducted an investigation of submarine utility crossings within the Delaware River federal shipping channel for the authorized Delaware River Main Channel Deepening Project (MCD) as shown in Figure 1. The investigation covered Reach B between Stations 96+00 and 176+00.

2.0 PURPOSE

The purpose of this investigation is to update the Corps of Engineers (Corps) 1996 submarine utility crossing investigation. It is vital that the presence of submarine utility crossings be identified and verified. The information gathered as part of this investigation will be used by the Corps and their contractor(s) to develop a plan for the dredging of sediment material (silt, clay, sand, gravel) and rock removal within Reach B as part of the construction of the MCD. The plan calls for sediment removal to 46 feet below the National Oceanic and Atmospheric Administration’s Mean Lower Low Water (NOAA MLLW) and rock removal to 47 feet below NOAA MLLW.

3.0 PROJECT SITE

The area for this study is shown on Figure 2 and extends from Station 96+000 to 176+000, approximately 15.3 miles. Within this reach, the Delaware River shipping channel is maintained by the Corps to the authorized depth of 40 feet below NOAA MLLW and a width of 800 feet and is bordered by New Jersey on the east, and Pennsylvania and Delaware to the west.

4.0 SCOPE OF WORK

The following tasks were conducted.

• Collection of available information/data prepared by the Corps for the MCD.

• Review of permits issued by the Corps’ Regulatory Branch for submarine utility crossings.

• Coordination with United States Coast Guard (USCG) and National Oceanic and Atmospheric Administration (NOAA).

• Compilation and review of collected information/data.

• Coordination with the utility owners/operators to verify existing crossings and to inquire if there are any other utility crossings.

• Performance of landside surveys to verify existing/known utility crossings.

• Documentation of findings.

Appendix C Page 4

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Appendix C Page 6

5.0 GATHERING OF INFORMATION

5.1 Corps Past Investigations

At the outset of this investigation, GBA met with Corps representatives to obtain information and any data that was collected as part of the Corps’ 1996 submarine utility investigation and subsequently within Reach B. It was indicated that since 1996, the only effort that was conducted by the Corps dealing with the location of the submarine utility crossings was for geotechnical investigations performed by O’Brien & Gere in May/June 2010 under contract to the Corps. At that time, the Corps contacted the owners of the utility lines to verify the location of their submarine lines. The information gathered from that effort was provided to GBA along with a map of the known crossings.

5.2 Corps Regulatory Permit Process/ Review of Files

Any proposed submarine utility crossing that would transverse the existing Delaware River 40-foot federal channel must be approved by the Corps. The owner needs to submit a permit application for Corps review and approval. The permit needs to include a plan of the proposed crossing that shows the horizontal and vertical layout of the utility line so that a determination can be made if there is a potential impact to the maintenance dredging of the 40-foot federal channel.

GBA met with the Corps to discuss the current permit application process and vertical clearance requirements below the existing authorized Delaware River 40-foot federal channel. A sample copy of the application package for applying for a permit as well as special conditions (effective since September 21, 2006) was furnished. Appendix A contains excerpts from those special conditions that are relevant for submarine cables and pipelines proposed for crossing the federal channel.

GBA was provided access to the Corps’ permit files for the Delaware River shipping channel.

A review was performed of the files and copies were made of utility crossing permits that were approved by the Corps within Reach B.

5.3 As-Built Survey Drawings

Based on the information that was gathered by the Corps as part of their previous investigations and the information obtained from the Corps’ permit files, as-built survey drawings of the utility crossings available in their files were then requested from the Corps.

5.4 Consolidation of Available Information/Data

Using the information that was provided by the Corps as discussed above, and the search of the Corps’ permit files, a tabulation of utility crossing information by owner was compiled (see Table 1).

Appendix C Page 7

Permits were found for all of the utility crossings listed in Table 1, except utility K, two 20-inch and one 6-inch gas pipelines operated by Williams Gas Pipeline Transco (WGP-Transco).