geotechnical foundation report

NACOTE CREEK BRIDGE REPLACEMENT (PR-07)

OLD NEW YORK ROAD (CR610) OVER NACOTE CREEK

Port Republic City, Atlantic County, New Jersey

GEOTECHNICAL FOUNDATION REPORT

Prepared for

COUNTY OF ATLANTIC

August 2020 SO 154456

Prepared By

300 American Metro

Blvd, Suite 154

Hamilton, NJ 08619

Geotechnical Foundation Report

Nacote Creek Bridge Replacement August 2020 I

TABLE OF CONTENTS

1.0 INTRODUCTION ....................................................................................................................... 1

1.1 Project Description ...................................................................................................................... 1

1.2 Scope of Work ............................................................................................................................. 2

2.0 GEOLOGY ................................................................................................................................. 3

2.1 Surficial Geology ........................................................................................................................ 3

2.2 Bedrock Geology ........................................................................................................................ 3

3.0 SUBSURFACE INVESTIGATION ........................................................................................... 4

3.1 Field Investigation ....................................................................................................................... 4

3.2 Laboratory Tests .......................................................................................................................... 4

4.0 SUBSURFACE CONDITIONS .................................................................................................. 6

4.1 Subsurface Soil ............................................................................................................................ 6

4.2 Groundwater Table ...................................................................................................................... 9

5.0 SEISMIC EVALUATION AND LIQUEFACTION ................................................................ 10

6.0 GEOTECHNICAL EVALUATIONS ....................................................................................... 11

6.1 Existing Structures .................................................................................................................... 11

6.2 Proposed Nacote Creek Bridge Structure ................................................................................. 12

6.3 Scour Analysis .......................................................................................................................... 12

6.4 Geotechnical Analysis of the Abutments and the Piers ............................................................ 13

6.5 Permanent Sheet Piles around the Abutments .......................................................................... 18

6.6 Electric Pole Adjacent to the Northeast Sheet pile Wingwall ................................................... 19

7.0 RECOMMENDATIONS .......................................................................................................... 21

7.1 Bridge and Abutments Design and Construction Recommendations ....................................... 21

8.0 LIMITATIONS ......................................................................................................................... 25

9.0 REFERENCES .......................................................................................................................... 26


Nacote Creek Bridge Replacement August 2020 II

LIST OF TABLES

Table 1. Summary of Test Borings ........................................................................................................... 5

Table 2. 100-year Design Storm and 500-year Storm Scour Depths ..................................................... 13

Table 3. Structural Load at each Girder (Load Case 1, Maximizing East Shafts Load) ........................ 15

Table 4. Structural Load at each Girder (Load Case 2, Maximizing Center Shafts Loads) ................... 16

Table 5. Class 1 Geotextile Properties ................................................................................................... 18

Table 6. Summary of Foundation Recommendations ............................................................................ 18

Table 7. Tip Elevation for the Wrap-around Sheet Piles ........................................................................ 19

LIST OF FIGURES

Figure 1. Nacote Creek Bridge Location ............................................................................................... 28

Figure 2. Site Surficial Geology Map .................................................................................................... 29

Figure 3. Calyey Sand Soil Sample from Boring B-1 (49 to 51 feet deep) ........................................... 30

Figure 4. Organic Silt and Sand Sample from Boring B-2 (5 to 7 feet deep) ....................................... 31

Figure 5. Gravel Sample from Boring B-2 (10 to 12 feet deep) ............................................................ 32

Figure 6. Sandy Clay Sample from Boring B-2 (30 to 32 feet deep) .................................................... 33

Figure 7. Silty Sand Sample from Boring B-3 (54 to 56 feet deep) ...................................................... 34

Figure 8. High Plasticity Clay Sample from Boring B-5 (74 to 76 feet deep) ...................................... 35

Figure 9. Sand with Silt Soil Sample from Boring B-3 (94 to 96 feet deep) ........................................ 36


Nacote Creek Bridge Replacement August 2020 III

APPENDICES

APPENDIX A: GENERAL PLAN AND ELEVATION (GP&E)

APPENDIX B: BORING LOCATION PLAN

APPENDIX C: TYPED BORING LOGS

APPENDIX D: SOIL PROFILES

APPENDIX E: LABORATORY TEST RESULTS

APPENDIX F: EXISTING PLANS


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Nacote Creek Bridge Replacement August 2020

1.0 INTRODUCTION

1.1 Project Description

Atlantic County has selected Michael Baker International (Michael Baker) to provide design

services for the Replacement of Nacote Creek Bridge Project. The bridge is located in Port Republic

City, Atlantic County, New Jersey. The bridge was originally constructed in 1904 to carry Old New

York Road (CR 610) over Nacote Creek providing the primary vehicular connection between the

City of Port Republic and points south and east. See Figure 1 for the project location.

The existing bridge is a 24-span structure consisting of swing span, floor beams and stringers, and

23 timber trestles in the approaches. The bridge length is 429.0 feet and the width varies between

19 feet at the swing location and a maximum of 30.0’ at the approaches. According to the 15th cycle

of Bridge Re-evaluation Report published in 2013, Nacote Bridge has been rated as POOR with

critical overall condition, and is classified as structurally deficient and functionally obsolete. The

bridge has been recommended to be replaced.

Michael Baker’s proposed design provides the capacity and operational improvements needed to

accommodate traffic demand and safety to pedestrians. The proposed bridge is a six-span bridge

with steel plate-girders. The width of the proposed bridge will be 42’-3” accommodating two 12

feet travel lanes and 5 feet right and left shoulders. Appendix A shows the General Plan and

Elevation of the proposed bridge.


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1.2 Scope of Work

The purpose of this Geotechnical Foundation Report is to present the results of the geotechnical

assessment of the project site and to provide foundation design and construction recommendations

for the proposed six span bridge.

The scope of the geotechnical work includes:

• Development of the subsurface exploration and laboratory testing program.

• Geotechnical analysis and design based on the results of subsurface investigation.

• Provide geotechnical recommendations regarding the design and construction of the foundations

for abutments, wingwalls (sheet piles), and piers.


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2.0 GEOLOGY

2.1 Surficial Geology

According to the USGS Surficial Geological Map of Central and South New Jersey (Newell et al.,

2000), the surficial deposits at the north and south abutments of the proposed bridge consist of

colluvium and alluvium unit (Qca1 of the pleistocene age) and Cape May Formation (Qcm1) of the

early Wisconsinan to late Sagamonian age. Figure 2 shows the surficial geological map at the site

location.

The alluvium and colluvium unit (Qca1) are slope and valley deposits that consist of sand, gravel,

silt, clay and rarely peat and wood. Colluvium is generally poorly sorted with matrix-supported

clasts and discontinuous pebble layers common at the base. Alluvium is moderately sorted and

deposited in sets of planar beds or through crossbeds, or alternatively as alluvial fans interbedded

with colluvium. The thickness of this surficial unit varies between 2 and 10 feet. As for Cape May

Formation (Qcm1), it consists mainly of quartz rich sands, it also contains gravel and pebbles with

varying colors that was deposited in marine to estuarine environment. Silty clays soil and peat are

also common within this unit. The thickness of Qcm1 unit is generally between 3 and 15 feet.

2.2 Bedrock Geology

The project site is located within the Atlantic Coastal Plain of New Jersey, specifically within the

Outer Coastal Plain. The coastal plain consists of unconsolidated fine and coarse sediments that

range in age from Cretaceous to Holocene. The sediments are classified as continental, coastal, or

marine-type deposits. The Coastal Plain deposits thicken seaward until it reaches 6,500 ft at the

southern tip of Cape May County (Gill and Farlekas, 1976).

According to the Bedrock Geologic Map of New Jersey, Cohansey Formation labeled as Tch is the

identified geologic unit at the project location. Cohansey Formation mainly consists of well graded

to poorly graded fine to coarse grained sand with occasional encountering of gravel and clay. The

gravel is generally less than 1 inch in diameter, and the clay commonly occurs as discrete and thin

to thick layers within the sand strata. The thicker clay beds occur in lenses that commonly have

small to very large pieces of lignitized wood.

The thickness of Cohansey Formation ranges from 79 to 230 feet within Atlantic County. The unit

has been extensively eroded and stripped from large areas of the New Jersey Coastal Plain.

Cohansey sand has been widely mined for use as fill material.


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3.0 SUBSURFACE INVESTIGATION

3.1 Field Investigation

A subsurface exploration program was advanced to investigate the subsurface soil conditions at the

project area. Seven (7) test borings (B-1 through B-7) were drilled along the exiting bridge

alignment; five of the seven borings (B-2 through B-6) are water borings that were drilled through

the bridge deck. Casings (4” dia.) were connected to extend the boring into the river. A light weight

CME-45C skid rig was used in order to meet the bridge posted weight limit of 3 tons. Borings B-1

and B-7 were drilled at the bridge south and north abutments locations, respectively. The borings

depths ranged from 85 to 102 feet, and the approximate top of borings elevations were between 8

and -7 feet. Borings locations are shown in Appendix B, Boring Location Plan.

Field boring operation started on February 2, 2017 and was completed on February 10, 2017 by

Uni-Tech Co. Inc., located in Frankliville, New Jersey. A light weight CME-45C skid rig equipped

with a 140-lb automatic hammer with a free fall of 30-inches was used. A 4-inch diameter mud

rotary drilling method was utilized in advancing through soil layers. All disturbed soil samples were

recovered using a 1-3/8” nominal I.D. split barrel sampler driven with a 24-inch sampling spoon.

The SPT values reported on the boring logs are the blow counts required to advance four (4)

successive 6-inch increments. The sum of the number of blows for the second and third increment

is the field "N" value which indicates the relative density or the consistency of the deposits. SPT

samples were collected at five-foot intervals over the borings depth. All split spoon samples were

visually described according to the Burmister Soil Classification System by Michael Baker

International Inc. field inspectors. When cohesive soil was identified, pocket penetrometer (pp) was

used to determine its undrained shear strength (Su). Typed boring logs are presented in Appendix

C. The related soil profiles are included in Appendix D. Table 1 summarizes the boring information

within the project limits.

3.2 Laboratory Tests

A laboratory-testing program was developed for representative soil samples obtained from the test

borings. Laboratory tests were performed by AECOM of Conshohocken, Pennsylvania. The testing

program generally included soil index classification tests. The Unified Soil Classification System

(USCS) was used for soil classification. The following tests were performed:


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• Soil grain size distribution analyses (sieve and hydrometer analyses, ASTM D-422)

• Natural moisture content (ASTM D-2216)

• Atterberg Limits including liquid limit, plastic limit and plasticity index (ASTM D-4318)

Laboratory test results are attached in Appendix E: Laboratory Test Results.

Table 1. Summary of Test Borings

Borings Proposed Structures Approx.

Station

Offset

(ft)

Ground/

Mudline

Elevation *

(ft)

Boring

Depth

(ft)

B-1 South Abutment 105+35 0 8 86

B-2 Pier 1 106+00 0 -4 102

B-3 Pier 2 106+80 0 -4 101

B-4 Pier 3 107+50 0 -7 85

B-5 Pier 4 108+40 0 -3 86

B-6 Pier 5 109+25 0 -4 86

B-7 North Abutment 109+95 0 8.5 86

*: Borings B-2 through B-6 were drilled from the top of the existing Nacote Bridge with casing extended to the top of

the mudline.


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4.0 SUBSURFACE CONDITIONS

4.1 Subsurface Soil

Subsurface soil descriptions are provided based on geotechnical data obtained from the site

investigations as well as laboratory test results. Seven (7) test boring were drilled along the bridge

alignment at the abutments and piers locations. Borings are spaced at about 60 to 90 feet. Borings

B-1 and B-7 (at approximate elevation of 8.5 foot) were drilled at the bridge south and north

abutments locations, respectively. Borings B-2 through B-6 are water borings that are located at the

proposed piers locations. The water borings were drilled from the bridge deck. Mudline elevations

ranged from approximately -3 ft at borings B-5, to approximate elevation of -7 ft at Boring B-4

located adjacent to the bridge’s pivot pier. The measured mudline is 14 to 20 feet below the bridge

deck.

SPT borings were advanced to a depth of 85 feet, except for borings B-2 and B-3 that were extended

to about 102 feet. Based on test borings, subsurface conditions within the project limits can be

generalized into three layers at the abutments locations, and into six layers at the proposed piers

locations. Figures 3 through 9 show the soil variety within the project limits. The typed boring logs

and the soil profile are shown in Appendix C and Appendix D, respectively.

Subsurface Soil at the South and North Abutments

Subsurface soil conditions at the abutments are described in accordance with SPT results of borings

B-1 and B-7 (Approximate elevation is 8.5 feet). The following strata were observed:

Layer I Silty Sand (36’ thick, typ.)

The top layer at the south and north abutments is comprised of very loose to medium dense, poorly

graded, fine to coarse sand with varying amount of silt and occasional presence of gravel. The SPT

N-values ranged from 2 to 32 blows per foot (bpf). The number of blows generally increased at

deeper depths within layer I. At the south abutment, within boring B-1, a relatively thin layer of

poorly graded gravel with silt was encountered within the last 9 ft of layer I. At the north abutment,

sampling results of boring B-7 showed the presence of very thin layer (~3ft) of Clayey Sand at a

depth of 20 feet (at approximate El. -19 ft).


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Layer II Sandy Clay (8’ thick, typ.)

A relatively thin layer of sandy clay was encountered underneath Layer I. The number of blows

within the sandy clay layer was 8 bpf indicating medium stiffness. The undrained shear strength

(Su) of this layer was measured in-situ using pocket penetrometer and found to be about 500 psf.

Layer III Silty Sand (40’ thick, typ.)

A thick layer of silty sand was encountered underneath the sandy clay layer at the south and north

abutment. clayey sand was occasionally encountered with the top 10 feet of this layer. The number

of blows ranged from 15 to 51 indicating medium dense to very dense soil state. Laboratory tests

results indicated that the silty sand consists of 84% sand size particles and 16% less than 0.075 mm

(#200 Sieve). The soil was classified as (SM) per Unified soil classification System (USCS). A

clayey sand sample was laboratory tested, and was classified as (SC) per USCS. The clayey sand

sample consisted of 54% sand size particles (> 0.075 mm), and 46 % smaller than 0.075 mm

(Including 24% less than 0.002 mm). The liquid limit of the clayey sand was tested at 35% and the

plastic limit is 14%.

At the bottom of boring B-7 (at El. -78 feet), at the north abutment location, one foot of high

plasticity clay (CH) was encountered. The clay sample was laboratory tested and was found to have

liquid limit of 81% and plastic limit of 22%. The percentage of the fines (< 0.075 mm) is 78% with

33% clay size particles (<0.002 mm). The pocket penetrometer test on this clay sample indicated

undrained shear strength value as high as 4000 psf. It is believed that this clay layer is also present

at boring B-1 at the south abutment (although not sampled). Similar clay layer was also encountered

in all the borings at similar elevation within the project limits.

Subsurface Soil at the Piers

The subsurface soil information for piers 1 through 5 are obtained from borings B-2 through B-6.

The borings are located 6 to 9 feet below water level (Mean Elevation is 1.4 feet). The top of borings

elevation (at the mud line) varied between El. -3 feet and El. -7 feet, maximum depth being at boring

B-4 at the middle of the bridge. The soil strata from the five borings were relatively similar and can

be summarized as follows:

Layer I Organic Sand and Silt (8-12’ thick, typ.)

A layer of black organic silt and sand is encountered below the mudline at Nacote Creek. The

organic layer was penetrated under the weight of hammer only indicating very soft condition. The


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maximum depth from the of water to Layer I was about 9 feet at the navigation channel close to the

center of the bridge.

Layer II Sand and Gravel with Silt (13-21’ thick, typ.)

The second layer at the piers locations is mainly comprised of sand and gravel with little silt and

minor presence of clayey sand. The number of blows varied between 4 and 21 bpf with majority of

the N-values between 10 and 20 bpf indicating medium dense condition. The encountered gravel

within were localized in the top portion of Layer II with thickness ranging from 5 to 7 feet. The

gravel particles were generally medium to coarse and have subrounded shape resembling their

alluvial origin.

Layer III Sandy Clay (5-8’ thick, typ.)

A relatively thin layer of sandy clay soil was encountered under the sand and silt layer within borings

B-2 through B-6. The number of blows within layer III ranged from 5 to 8 bpf indicating medium

stiffness. The pocket penetrometer measurement yielded undrained shear strength values between

500 psf and 600 psf.

Layer IV Sand with Silt (35-40’ thick, typ.)

This layer consists mainly of sand with little amounts of silt size particles. Laboratory tested samples

from Layer IV indicated that the soil can be classified as poorly graded sand (SP), poorly graded

sand with silt (SP-SM), and silty sand (SM). The number of blows ranged from 9 to 43 bpf with

majority of N-values between 20 and 40 bpf indicating medium dense to dense soil state.

Layer V Fat Clay (4-6’ thick, typ.)

A layer of black high plasticity clay was encountered in all the borings at the piers location. The

layer is relatively thin with a thickness of 4 to 6 feet. Laboratory test on this layer indicated that the

soil has high plasticity and can be classified as Fat Clay (CH per USCS). The percent finer than

0.075mm is more than 93% with more than 43% percent clay size particles. The number of blows

for this layer ranged from 14 to 25 bpf, and the pocket penetrometer measurement was as high as

4000 psf indicating very stiff soil state.

Layer VI Sand with Silt

Underneath the fat clay layer, another layer of sand with silt (SP-SM and SM per USCS) is

encountered. The N-values for this layer ranged from 13 to split spoon refusal with majority of

number of blows ranging from 30 to 80 indicating dense to very dense condition.


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4.2 Groundwater Table

The mean high water at Nacote Creek is at approximate elevation 1.5 feet. For this project, the water

table at the abutments locations will be assumed to have the same elevation (1.5 feet). It should be

noted, however, that under the regional hydro-geological condition, the creek water level can be

influenced by precipitation, seasonal climate change, surface run-off, and other factors.


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5.0 SEISMIC EVALUATION AND LIQUEFACTION

According to AASHTO (2014) LRFD Bridge Design specification, the seismic hazard is

characterized by the acceleration response spectrum for the project site and the site factors for the

relevant site class (Classes A through F). For this project, it was determined that Nacote Creek

Bridge belongs to site class D. Furthermore, based on AASHTO (2014) Figures 3.10.2.1-1 through

Figures 3.10.2.1-3 and the online USGS Seismic Design Maps using site coordinates

(39.5170139°N Latitude and -74.4847111°W Longitude), the Seismic Design Category (SDC) for

this project is A, and the Seismic Performance Zone at the project site is classified as Seismic Zone

1 (SD1 ≤ 0.15).

Liquefaction Evaluation: Liquefaction is generally limited to granular soils, such as sands and

non-plastic silts. Loose gravels can also liquefy if drainage is prevented such as might occur if a

layer of clay or frozen soil is located over the gravel. The probability of liquefaction potential for a

given soil deposit is a function of variety of factors, including its relative density, earthquake

intensity (acceleration), duration and the effective number of cycles of shaking (magnitude).

AASHTO design codes do not require liquefaction potential be assessed for sites within the Seismic

Zone 1. The FHWA Publication (FHWA-NHI-11-032, GEC No. 3, 2011): LRFD Seismic Analysis

and Design of Transportation Geotechnical Features and Structural Foundations defines four (4)

Seismic Hazard Levels from I to IV by using the Site-Class adjusted spectral acceleration at both 1

second (SD1) and 0.2 second (SDS) (Table 6-1, Level I: SD1&SDS ≤0.15; Level II: 0.15<SD1≤0.25 &

0.15<SDS≤0.35). For a site within Seismic Hazard Zones I & II, an evaluation of the potential for,

and consequences of, liquefaction in soils near the surface is not required. Therefore, the evaluation

of liquefaction potential at this project is not necessary.

Seismic Earth Pressure: Generally, the geotechnical seismic design of abutments, retaining walls

and bridge piers includes: 1) overall stability failure; 2) bearing resistance failure; 3) lateral sliding

and 4) loss of base contact due to eccentric loading. Section 11.5.4.2 of the AASHTO (2014)

specification states that seismic design should not be mandatory for project sites in Seismic Zones

1 through 3 or for walls at site where the site adjusted peak ground acceleration (PGA), As, less than

0.4g unless: 1) the seismic induced liquefaction or seismic induced strength reduction (of soft

sensitive clay) inducted slope failure might occur; 2) The wall supports another superstructure that

is required to perform seismic analysis. At the project site, the seismic analysis is not necessary.


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6.0 GEOTECHNICAL EVALUATIONS

6.1 Existing Structures

The Atlantic County Nacote Creek Bridge was initially constructed in 1904 as a two-span swing

steel truss bridge with approach causeways. The approach causeways on both sides of the swing

spans were replaced with multi-span timber trestles, 11 trestles to the north and 12 to the south.

Recently, due to failure of the bottom chord, the truss was structurally replaced by steel through-

girders. The truss was left in place to preserve the bridge’s original appearance and it serves to brace

the compression flanges of the through-girders. The movable section of the bridge has not been

opened since 1970 and is essentially fixed in place. The bridge is classified as structurally deficient

due to poor condition of substructure and serious condition of the superstructure. The bridge is

currently posted for a 3-ton weight limit due to the condition of the steel superstructure. The bridge

is also functionally obsolete due to the inadequate deck width and substandard horizontal alignment.

The County of Atlantic, through this replacement project, plans to eliminate these structural

deficiencies and functional obsolescence. The replacement bridge will be designed for a design life

of 75 years.

The existing bridge foundation consists of two timber bulkhead abutments at the north and south

bridge limits, four bulkhead wingwalls, 22 piers (pile bent), two concrete/stone masonry rest piers

at the swing location, and reinforced concrete pivot pier. All the piers were constructed within

Nacote Creek. The south and north bulkhead abutments and wingwalls consist of timber piles bents

and timber sheeting that are driven to the underneath sandy soil strata. The bulkheads piles are

anchored to 12” diameter piles that are located 20 feet behind the bulkhead using 1.25” galvanized

tie rods. The pile bents for the piers consist of four timber piles (12” diameter) and timber pile caps.

The piles spacing is 8.0 feet center to center, and both of the end piles at each pier location are

battered at 1H:5V in the direction away from the centerline.

The pivot pier consists of 20.0 feet reinforced concrete shaft that is founded on timber piles and is

encased with steel jacket from splash zone to the channel bottom. The remining piers are also

founded on timber piles with concrete cap. Mapping plans showing existing conditions are provided

in Appendix F.


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6.2 Proposed Nacote Creek Bridge Structure

The proposed bridge is a six-span continuous multi-steel girder superstructure with a reinforced

concrete deck slab. The span length ranges from 60 to 85 feet taking into consideration reducing the

number of substructure units. The width of the proposed bridge is 42’-3” accommodating two 12

feet travel lanes, 5-foot right and left shoulders, a 5-foot wide sidewalk along the west side of the

bridge, and 1.58 ft and 1.67 ft wide concrete curbs along west and east fascia, respectively. The

southern portion the bridge will be built on tangent alignment, matching the existing alignment,

while the northern portion will be constructed on curved alignment (eliminating the existing angle

point). The footprints of the existing and the proposed bridges are shown in the General Plan and

Elevation of the proposed bridge in Appendix A.

Abutments and piers of the bridge are all to be founded on drilled shafts. Drilled shaft is determined

as a deep foundation type for the project since it typical provides higher capacity compare to a driven

pile option. Moreover, cofferdam may not be required for drilled shaft construction in water whereas

it is necessary to driven piles as a pile cap needs to be installed. Due to the proximity of the overhead

electric line and to warrant a safety vertical clearance during the construction, relatively larger

diameter shafts are preferred so that their lengths can be designed within a reasonable range and

caisson installation equipment with controlled head room can thus be utilized. The south and north

stub abutments will be both constructed on a drilled shaft foundation. Permanent sheet piles are used

to wrap around the foundation system to prevent erosion of the soil among the drilled shafts from

tidal and scour effects.

Since the existing bridge conditions do not allow for maintaining the traffic flow on the bridge

during construction, the traffic will be detoured around the project site (detour length is about 1.8

miles), and the bridge will be closed during construction.

6.3 Scour Analysis

The scour analysis and corresponding countermeasures was performed in accordance with the

methods outlined in Section 39 of the New Jersey Department of Transportation (NJDOT) Design

Manual for Bridges and Structures, and also NJDOT Handbook of Scour Countermeasure Design.

The long-term stream stability was evaluated following Federal Highway Administration (FHWA)

HEC-2. The design and check scour depths were computed using FHWA HEC-18. The scour

analysis included determining the contraction scour at the river bed, and local scour at the piers and

the abutments. Total scour is the sum of contraction scour plus local scour.


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The 100-year design storm and 500-year superflood check storm scour depth results are

summarized in Table 2.

Table 2. 100-year Design Storm and 500-year Storm Scour Depths

Substructure

100-Year Flood 500-Year Flood

Contraction

Scour Depth (ft)

Local Scour

Depth (ft)

Contraction

Scour Depth (ft)

Local Scour

Depth (ft)

South Abutment 2.15 10.17 2.70 9.96

Pier 1 2.15 5.03 2.70 5.69

Pier 2 2.15 5.03 2.70 5.69

Pier 3 2.15 5.03 2.70 5.69

Pier 4 2.15 5.03 2.70 5.69

Pier 5 2.15 5.03 2.70 5.69

North Abutment 2.15 2.11 2.70 3.59

The scour analysis indicates that the 100-year total scour depth at the south abutment is 12.32 feet,

at the north abutment is 4.26 feet, and at the piers is 7.18 feet. The scour depth is measured from

the mudline elevation which varies between approximate elevation -2 feet at the abutment to El. -7

feet at the middle of the bridge. The 500-year total scour values were slightly larger than the 100-

year scour values. Riprap with minimum D50 of 12 inches shall be used as scour countermeasure

for this project. The riprap shall be placed between permanent and temporary sheeting in front of

the south and north abutments. The riprap rock size and gradation should be consistent with the

NJDOT standard Specifications section 901.08.

6.4 Geotechnical Analysis of the Abutments and the Piers

Stub abutment is determined appropriate for Nacote Creek Bridge. It is designed to be founded on

drilled shaft foundation. Abutments and drilled shaft foundations will be further wrapped around by

sheet piles, which prevents loss of foundation soils from the scour and change of water level in

Nacote Creek.

Geotechnical foundation design is based on the evaluation of drilled shafts lateral deflection and

axial capacity. The design was performed in accordance with the requirements of AASHTO LRFD

Bridge Design Specifications, 7th Edition (2014). The lateral deflection of the drilled shafts was


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analyzed using the commercial program FB-MultiPier (Ver. 5.0). The analysis considered

soil/structure interactions and pile group effects. The “Reese Sand” model, either above the water

table or submerged, was used for granular soils where encountered. For clay layers, the “Soft Clay

below Water Table (submerged)” and “Stiff Clay below Water Table (submerged)” models were

considered. The Subgrade Modulus of Reaction value (k) for sands and clays are estimated based

on the L-Pile technical manual. The internal friction angles (φ) of cohesionless soils were selected

based on the SPT-N values per table 10.4.6.2.4-1 (AASHTO LRFD Bridge Design Specifications,

2014). Structural load combinations under three limit states (Strength I, Extreme I, and Service I)

were calculated at the top of each girder (6 girders at each pier and abutment). Two load cases were

provided (LL1 and LL2). In Load case LL1, three lanes of live load were positioned to maximize

the load at the east shaft, and in load case LL2 three lanes of live load were positioned to maximize

the load at the center shafts. LL1 and LL2 are meant to identify the maximum axial load on the

drilled shafts. In the analyses, factored loads were provided by Michael Bake’s structure group

following the AASHTO LRFD standards. These loads are presented in Tables 3 and 4. Loads were

further converted to the centroid of the respective pier cap or abutment as required for the FB-

Multipier program.

The side and tip resistances of drilled shafts in cohesionless soils were estimated based on AASHTO

(2014, 7th Ed.) equations 10.8.3.5.2b-1 and 10.8.3.5.2c-1 respectively. In cohesive soils, drilled shaft

side resistances was calculated in accordance with AASHTO equations 10.8.3.5.1b.

For this project, one drilled shaft load test utilizing Osterberg Load Cell (O-Cell) is recommended.

The sacrificial demonstration shaft for the test is designated close to the south abutment location.

Based on AASHTO Table 10.5.5.2.4-1 (2014), when a O-cell load test is engaged in the field to

verify the design parameters and the actual side and tip resistance of the production drilled shafts, a

factor of 0.7 can be used to estimate the drilled shaft working resistance in sand and clay under

strength I limit state.

For each drilled shaft, the maximum deflection under service limit state was estimated. Additionally,

the resultant axial compressive loads (uplift load was not provoked) on each drilled shaft under

Strength I, Service I, and Extreme I limit states, were obtained from the FB-Multipier analyses. The

results were further compared with the factored geotechnical axial resistance of the drilled shafts.


15


Table 3. Structural Load at each Girder (Load Case 1, Maximizing East Shafts Load)

Location Girder No.

LL Case 1: 3 Lanes of LL Positioned to Maximize East Shaft Load

STR I SERV I EXT I

Fx Fy Fz Fx Fy Fz Fx Fy Fz S

ou

th A

butm

ent G1 13.7 0.3 48.7 24.6 0.9 37.7 0.5 0.3 46.4

G2 13.7 0.3 96.5 24.6 0.9 65.1 0.5 0.3 61.2

G3 13.7 0.3 157.8 24.6 0.9 99.4 0.5 0.3 76.4

G4 13.7 0.3 139.4 24.6 0.9 88.6 0.5 0.3 70.2

G5 13.7 0.3 160.6 24.6 0.9 101.0 0.5 0.3 77.4

G6 13.7 0.3 102.4 24.6 0.9 67.4 0.5 0.3 58.7

Pie

r 1

G1 10.5 0.9 172.8 18.2 3.2 132.2 0.5 0.9 159.5

G2 10.5 0.9 244.4 18.2 3.2 173.4 0.5 0.9 183.9

G3 10.5 0.9 326.1 18.2 3.2 217.6 0.5 0.9 199.5

G4 10.5 0.9 291.7 18.2 3.2 196.9 0.5 0.9 186.5

G5 10.5 0.9 326.8 18.2 3.2 218.1 0.5 0.9 200.0

G6 10.5 0.9 232.5 18.2 3.2 162.9 0.5 0.9 166.0

Pie

r 2

G1 6.5 0.8 168.1 10.2 3.1 128.7 0.5 0.8 155.3

G2 6.5 0.8 241.3 10.2 3.1 170.7 0.5 0.8 180.1

G3 6.5 0.8 325.6 10.2 3.1 216.5 0.5 0.8 196.5

G4 6.5 0.8 291.0 10.2 3.1 195.7 0.5 0.8 183.5

G5 6.5 0.8 326.6 10.2 3.1 217.1 0.5 0.8 197.2

G6 6.5 0.8 230.8 10.2 3.1 161.2 0.5 0.8 162.9

Pie

r 3

G1 2.4 0.9 186.3 2.2 3.4 142.6 0.5 0.9 172.2

G2 2.4 0.9 265.7 2.2 3.4 188.2 0.5 0.9 198.9

G3 2.4 0.9 357.0 2.2 3.4 237.5 0.5 0.9 216.1

G4 2.4 0.9 318.7 2.2 3.4 214.5 0.5 0.9 201.6

G5 2.4 0.9 357.6 2.2 3.4 237.9 0.5 0.9 216.5

G6 2.4 0.9 253.1 2.2 3.4 176.9 0.5 0.9 179.0

Pie

r 4

G1 5.9 2.9 193.8 9.1 4.6 148.4 0.5 1.0 179.1

G2 5.9 2.9 274.6 9.1 4.6 194.7 0.5 1.0 206.2

G3 5.9 2.9 367.1 9.1 4.6 244.6 0.5 1.0 223.4

G4 5.9 2.9 327.8 9.1 4.6 220.9 0.5 1.0 208.2

G5 5.9 2.9 367.5 9.1 4.6 244.8 0.5 1.0 223.5

G6 5.9 2.9 260.7 9.1 4.6 182.4 0.5 1.0 185.1

Pie

r 5

G1 10.2 2.9 183.4 17.7 4.4 140.4 0.5 0.9 169.4

G2 10.2 2.9 259.3 17.7 4.4 183.9 0.5 0.9 194.9

G3 10.2 2.9 346.2 17.7 4.4 230.8 0.5 0.9 211.2

G4 10.2 2.9 309.3 17.7 4.4 208.6 0.5 0.9 197.1

G5 10.2 2.9 346.6 17.7 4.4 231.1 0.5 0.9 211.5

G6 10.2 2.9 246.2 17.7 4.4 172.4 0.5 0.9 175.3

No

rth

Ab

utm

ent

G1 13.7 0.3 54.4 24.6 1.0 42.0 0.5 0.3 51.6

G2 13.7 0.3 102.9 24.6 1.0 69.8 0.5 0.3 66.7

G3 13.7 0.3 164.6 24.6 1.0 104.3 0.5 0.3 81.7

G4 13.7 0.3 145.6 24.6 1.0 93.0 0.5 0.3 75.2

G5 13.7 0.3 167.4 24.6 1.0 105.9 0.5 0.3 82.6

G6 13.7 0.3 107.9 24.6 1.0 71.5 0.5 0.3 63.4

Note: X is traffic (Longitudinal) direction, Y is transverse direction, and Z is downward direction.


16


Table 4. Structural Load at each Girder (Load Case 2, Maximizing Center Shafts Loads)

Location Girder No.

LL Case 2: 3 Lanes of LL Positioned to Maximize Center Shaft Load

STR I SERV I EXT I

Fx Fy Fz Fx Fy Fz Fx Fy Fz S

ou

th A

butm

ent G1 13.7 0.3 61.5 24.6 0.9 45.0 0.5 0.3 50.1

G2 13.7 0.3 150.6 24.6 0.9 96.0 0.5 0.3 76.7

G3 13.7 0.3 152.2 24.6 0.9 96.2 0.5 0.3 74.8

G4 13.7 0.3 148.7 24.6 0.9 93.9 0.5 0.3 72.9

G5 13.7 0.3 142.4 24.6 0.9 90.6 0.5 0.3 72.2

G6 13.7 0.3 50.0 24.6 0.9 37.4 0.5 0.3 43.7

Pie

r 1

G1 10.5 0.9 192.3 18.2 3.2 143.4 0.5 0.9 165.1

G2 10.5 0.9 326.7 18.2 3.2 220.4 0.5 0.9 207.4

G3 10.5 0.9 317.7 18.2 3.2 212.8 0.5 0.9 197.0

G4 10.5 0.9 305.9 18.2 3.2 205.0 0.5 0.9 190.5

G5 10.5 0.9 299.1 18.2 3.2 202.3 0.5 0.9 192.1

G6 10.5 0.9 152.7 18.2 3.2 117.3 0.5 0.9 143.2

Pie

r 2

G1 6.5 0.8 188.0 10.2 3.1 140.0 0.5 0.8 161.0

G2 6.5 0.8 325.3 10.2 3.1 218.8 0.5 0.8 204.1

G3 6.5 0.8 317.0 10.2 3.1 211.5 0.5 0.8 194.1

G4 6.5 0.8 305.5 10.2 3.1 204.0 0.5 0.8 187.7

G5 6.5 0.8 298.3 10.2 3.1 201.0 0.5 0.8 189.1

G6 6.5 0.8 149.3 10.2 3.1 114.6 0.5 0.8 139.6

Pie

r 3

G1 2.4 0.9 208.0 2.2 3.4 155.0 0.5 0.9 178.4

G2 2.4 0.9 357.4 2.2 3.4 240.6 0.5 0.9 225.1

G3 2.4 0.9 347.6 2.2 3.4 232.1 0.5 0.9 213.4

G4 2.4 0.9 334.5 2.2 3.4 223.5 0.5 0.9 206.1

G5 2.4 0.9 326.8 2.2 3.4 220.3 0.5 0.9 207.7

G6 2.4 0.9 164.2 2.2 3.4 126.1 0.5 0.9 153.6

Pie

r 4

G1 5.9 2.9 215.9 9.1 4.6 161.0 0.5 1.0 185.4

G2 5.9 2.9 368.1 9.1 4.6 248.1 0.5 1.0 232.9

G3 5.9 2.9 357.5 9.1 4.6 239.1 0.5 1.0 220.6

G4 5.9 2.9 343.9 9.1 4.6 230.1 0.5 1.0 212.8

G5 5.9 2.9 336.0 9.1 4.6 226.8 0.5 1.0 214.5

G6 5.9 2.9 170.0 9.1 4.6 130.5 0.5 1.0 159.2

Pie

r 5

G1 10.2 2.9 204.1 17.7 4.4 152.2 0.5 0.9 175.3

G2 10.2 2.9 347.1 17.7 4.4 234.0 0.5 0.9 220.0

G3 10.2 2.9 337.2 17.7 4.4 225.7 0.5 0.9 208.6

G4 10.2 2.9 324.4 17.7 4.4 217.2 0.5 0.9 201.4

G5 10.2 2.9 317.1 17.7 4.4 214.2 0.5 0.9 203.1

G6 10.2 2.9 161.1 17.7 4.4 123.8 0.5 0.9 151.0

No

rth

Ab

utm

ent G1 13.7 0.3 67.4 24.6 1.0 49.5 0.5 0.3 55.3

G2 13.7 0.3 158.0 24.6 1.0 101.3 0.5 0.3 82.4

G3 13.7 0.3 159.0 24.6 1.0 101.0 0.5 0.3 80.1

G4 13.7 0.3 155.1 24.6 1.0 98.5 0.5 0.3 77.9

G5 13.7 0.3 148.8 24.6 1.0 95.3 0.5 0.3 77.3

G6 13.7 0.3 54.5 24.6 1.0 41.0 0.5 0.3 48.1

Note: X is traffic (Longitudinal) direction, Y is transverse direction, and Z is downward direction.


17


Based on foundation analyses, the south and north abutments are respectively to be supported by

four 3.5’-dia. drilled shafts. Individual water piers (Piers 1 through 5) will each be carried by three

5’-dia. drilled shaft bent. A concrete cap will be needed at the top of the bent where the bridge

girders (six girders) will be seated. The spacing of the drilled shafts at abutments and piers is over

3.1 times and 3.5 times of the shaft diameter respectively.

Construction of the drilled shaft shall utilize permanent steel casing and does not require installation

of temporary cofferdam. The permanent steel casing is required for the top 30 feet of the drilled

shafts starting one foot above the mudline. According to AASHTO (2014) Section C10.8.3.5.1b, if

permanent casing is used, the factored geotechnical side resistance within the permanent casing

must be reduced by 50% to 75% depending on whether the casing is clear or rusty. For this project,

the side resistance of the top 30 feet of the drilled shafts within the casing was reduced by 50%.

Also based on the drilled shafts analyses, it is recommended that the required design embedment

length of the drilled shafts at the abutments is 55 feet (tip El. -58 feet, embedded in soil) from the

bottom of the abutments. For piers 1 through 5, the shaft embedment length varied between 55 and

59 feet (tip elevation is -62.0 feet) from the top of the mudline. Tips of the drilled shafts are designed

to be within the dense sandy layer and is minimally 11 feet above the deep fat clay layer. Therefore,

sufficient end bearing of the shaft can be achieved.

Based on the FB-Multipier results, the maximum factored axial force of 747 kips was determined at

pier 4 under Load Case LL1. Further axial resistance analysis suggested that drilled shafts at pier 4

can provide a factored total resistance of more than 780 kips. At abutments, the maximum factored

axial load was 281 kips and the factored resistance of each shaft was evaluated to be more than 300

kips. Among all the drilled shafts, the maximum head deflection under service limits was estimated

to be 0.71 inch at the north abutment which is deemed acceptable based on the structural requirement

for the piers and abutments deflection.

Additionally, to eliminate the effect of lateral earth pressure on the abutments and on the wrap-

around sheeting (lateral earth pressure equivalent to a height of 11.5 feet of soil), the soil directly

behind the abutments shall be replaced with No. 57 coarse aggregate that is reinforced with high

strength geotextiles. The geotextile reinforced No. 57 coarse aggregate shall be constructed at six-

inch increments. High strength geotextiles (minimum ultimate tensile strength of 4,800 lb/ft

according to ASTM D-4595) shall be used in accordance with AASHTO M-288-00 “Geotextile


18


Specifications for Highway Applications”, and with NJDOT Standard Specification for Road and

Bridge Construction, Section 919.01. The standard specifications require that the stabilization

geotextiles should be Class 1 geotextiles as defined in AASHTO M-288-00. The geotextiles

properties are shown in Table 5.

Table 5. Class 1 Geotextile Properties

Property Test Method Unit Elongation

<50%

Elongation

>50%

Grab Strength ASTM D 4632 N* 1400 900

Sewn Seam Strength ASTM D 4632 N* 1260 810

Tear Strength ASTM D 4533 N* 500 350

Puncture Strength ASTM 4833 N* 500 350

Permittivity ASTM 4991 Sec-1 0.05

Apparent Opening Size ASTM 4751 mm 0.43

Ultraviolet Stability ASTM 4355 % 50% retained strength after 500 hour

of geotextile exposure

*: N is Newton which is equivalent to 0.22 lbf.

Table 6 summarizes the foundation recommendation for the abutments and piers based on

geotechnical analyses.

Table 6. Summary of Foundation Recommendations

Structure Reference

Borings

Foundation

Type

Shaft

Diameter

(in)

Estimated

Tip

Elevation

(ft)

Nominal

Axial

Resistance

(kips)

Factored

Axial

Resistance

(kips)

South &

North

Abutment

B-1 and

B-7

Drilled

Shafts-with

Wrap-around

Sheet Piles

42 -58.0 430 300

Pier 1

through

pier 5

B-2 through

B-6

Drilled Shaft

(Bent) 60 -62.0 1070 750

6.5 Permanent Sheet Piles around the Abutments

Permanent steel sheeting bulkhead coated with two layers of coal-tar epoxy will be installed around

the abutments to mitigate potential scour problems. The top of the front facing sheet piles will be

located behind a 1-foot long shear key located below the facing of the abutment. The permanent


19


sheet (wingwalls) will also serve as temporary retaining system to retain the road way soil while

constructing the abutment. Temporary (left-in-place) sheeting will also be installed about 8 feet

away from the permanent sheeting within Nacote Creek to facilitate the placement of the riprap in

the space between the two sheetings. The depth of excavation between the temporary (Left-in-Place)

and permanent from sheeting is about 6.0 feet. The riprap shall have a D50 of at least 12 inches and

it will serve as a scour countermeasure. In addition, the permanent sheet piles behind the abutment

(wingwalls) will be temporarily cantilevered until the abutments are constructed and the 11.5 feet

high geotextile reinforced soil system is installed. The maximum cantilevered section on the side

sheet piles is approximately 9 feet. CT Shoring8 Software was used to determine the required

embedment for the sheet piles. Table 7 summarizes the required tip elevation for the permanent and

the temporary (Left-in-Place Sheet piles).

Table 7. Tip Elevation for the Wrap-around Sheet Piles

Sheeting Pile Location Sheet Pile

Type

Estimated Maximum

Cantilevered Section Height (ft)

Estimated Tip

Elevation (ft)

Front sheet pile (Temporary,

left-in-place) * PZ 27 6 -20.0

Front sheet pile (Permanent) PZ 27 6 -20.0

Sheet pile behind the

abutments (Permanent) PZ 27 9 -26.0

*: The final design of the temporary sheeting tip elevation shall be performed by the Contractor.

6.6 Electric Pole Adjacent to the Northeast Sheet pile Wingwall

An existing electric pole is located about 4 feet away from the northeast side sheeting (~13 feet

away from the back of the north abutment). Therefore, the sheeting adjacent to the electric pole shall

be restricted from deflection (maximum deflection shall be less than 0.25 inches) to eliminate any

impact of the sheeting deflection on the electric pole. Accordingly, the Contractor shall design a

waler and strut system within proximity to the pole as shown on the plans. The sheeting embedment

shall be maintained as was determined (without the waler and strut). Furthermore, the Contractor

shall provide a construction sequence (a suggested construction sequence is shown on the plans) for

the south and north abutments to meet the following two requirements:


20


• Riprap shall be placed between the permanent and the temporary (Left-in-Place) sheeting

(as shown on the plans) before constructing the geotextile reinforced soil wall behind the

north abutment.

• The sheeting adjacent to the electric pole at the northeast side of the permanent sheeting

(north abutment wingwalls) shall be supported to prevent its deflection after performing the

excavation. Furthermore, optical survey shall be conducted to monitor ground movement at

the electric pole. The maximum ground movement at the bottom of the electric pole shall

not exceed 0.25 inches.


21


7.0 RECOMMENDATIONS

7.1 Bridge and Abutments Design and Construction Recommendations

The following design recommendations are provided for the design of bridge abutments and piers:

1. Refer to the Table below for the foundation design for Nacote Creek Bridge.

Structure Reference

Borings

Foundation

Type

Shaft

Diameter

(in)

Estimated

Tip

Elevation

(ft)

Nominal

Axial

Resistance

(kips)

Factored

Axial

Resistance

(kips)

South &

North

Abutment

B-1 and B-

7

Drilled

Shafts-with

Wrap-

around

Sheet Piles

42 -58.0 430 300

Pier 1

through

pier 5

B-2

through

B-6

Drilled

Shafts

(Bent)

60 -62.0 1070 750

2. Crosshole Sonic Logging (CSL) shall be performed for each drilled shaft. Four (4) evenly spaced

CSL tubes for the abutment drilled shafts and five (5) evenly spaced CSL tubes for the piers

drilled shafts shall be installed in accordance with the NJDOT Standard Specifications.

3. Place the load test drilled shaft at the location shown on the plans. If necessary, the load test

drilled shaft can be constructed within five feet of the plan location. SPT boring shall be drilled

at the load test location prior to performing the test.

4. Permanent casing will be required at the top 30 feet of the drilled shafts at the piers and abutments

but it shall not be included in structural resistance analysis of the shaft.

5. PZ 27 sheeting type shall be installed around the south and north abutments.

6. Geotextile reinforced soil (use No. 57 Coarse Aggregate) is required behind the south and north

abutment in order to eliminate the lateral earth pressure on the abutments in order to minimize

the lateral earth pressure acting on the abutments.

The following notes shall be shown on the contract plan:

1. Perform excavations in accordance with NJDOT specifications and OSHA requirements.


22


2. The bridge site at Nacote Creek is in the tidal zone. Contractor is advised to select appropriate

slurry (if it is necessary), that can work in the brackish water.

3. Permanent steel casing (ASTM A252 Grade 2; casing yield strength is 35 ksi) is required for the

top 30 feet of all drilled shafts as shown on the plans. Provide permanent steel casing conforming

to NJDOT Standard Specifications Section 906.03: Steel Casing for Drilled Shafts. The minimum

casing thickness shall be 0.5 inch for both the 42-inch and 60-inch drilled shafts.

4. The drilled shaft shall be constructed using the Self-Consolidating Concrete (SCC). The SCC

shall meet the Class A concrete strength requirements in accordance with NJDOT Standard

Specification Section 903.06: Self-Consolidating Concrete (SCC) for Drilled Shafts.

5. A demonstration drilled shaft with O-Cell load test shall be performed prior to the production

shaft installation in accordance with NJDOT Standard Specifications, Section 503.03.02. The

demonstration drilled shaft shall be located as shown on the plans. If necessary, the load test

drilled shaft can be constructed within five feet of the plan location. One standard penetration test

(SPT) boring shall be drilled at demonstration drilled shaft location till Elevation -90.0 feet prior

to the installation of the demonstration shaft. Test boring shall be performed in accordance with

NJDOT procedures.

Demonstration Shaft Diameter: 60.0 inches

Tip Elevation: -62.0 feet

Minimum Applied Load: 535 kips

6. All the permanent metal sheeting shall be ASTM A572 Grade 50 with appropriate corrosion

protection coating.

7. The tip elevations for the sheet piles are shown in the table below:

Sheeting Pile Location Sheet Pile

Type

Estimated Maximum

Cantilevered Section Height (ft)

Estimated Tip

Elevation (ft)

Front Sheet Pile (Permanent) PZ 27 6 -20.0

Sheet Pile behind the

abutments (Permanent) PZ 27 9 -26.0

8. No as-built plan for the existing structure is available and obstructions were not encountered at

the test boring location. However, obstructions from the existing structure may still be

encountered during the drilled shaft installation. Boring information indicated that conventional


23


sheet pile driving might be difficult. The Contractor is advised to be prepared to use the proper

means and methods for obstruction removal.

9. Riprap shall be placed as shown on the plans. D50 shall be 18 inches.

10. The installation of the sheet piles (Permanent & Temporary left-in-place), as well as the

placement of the riprap shall be completed prior to constructing the geotextile reinforced soil

behind the abutments.

11. Optical survey shall be conducted in accordance with the NJDOT Standard Specifications to

monitor ground movement at the electric pole (maximum ground movement shall be 0.25 inches)

that is located adjacent to the northeast sheet pile (wingwall). Contractor shall provide monitoring

plan for approval.

12. Geotextile reinforced soils shall be constructed as shown on the plans. Use No. 57 coarse

aggregate as a fill material between the geotextile layers in 6-inch increments. The coarse

aggregates shall meet NJDOT standard specifications requirements in Table 901.03-1. Complete

the excavation and the backfilling within 14 calendar days.

13. Geotextiles shall be bi-directional woven geotextiles composed of a minimum ultimate tensile

strength of 4,800 lb/ft according to ASTM D-4595. Four preapproved bidirectional high strength

woven geotextiles are:

• Beltech 4x4 made by Belton Industries Inc. (www.beltonindustries. com);

• FX-400MF made by Cartage Mills (www.carthagemills.com);

• Geotex 4x4 HF made by Propex Geosynthetics (www.propexus.com);

• Mirafi HP570 made by Tencate Geosynthetics (www.mirafi.com);

If other bidirectional woven high strength geotextile is used, submit the alternate material

specifications for approval.

14. The geotextile machine direction (as specified by the geotextile manufacturer) shall be placed in

the traffic direction of the bridge.

15. Bidirectional woven high strength geotextiles shall be installed in accordance with the

manufacturer's requirements.


24


16. For the geotextile reinforced soil, provide a minimum of three feet long geotextile wrap-around

at the wall limits that are adjacent to the abutment and permanent sheeting areas as indicated on

the plans.

17. A maximum lift thickness of 6 inches of No. 57 coarse aggregate shall be applied.

18. Use only hand operated compaction equipment such as lightweight mechanical tampers, plates

or rollers within 3 feet of the permanent wall faces (abutment and permanent sheeting).

19. The Contractor is responsible for providing sufficient de-watering so that the excavation is dry

enough during performing the work.


25


8.0 LIMITATIONS

The conclusions and recommendations presented in this report are based upon the available

geotechnical information and the design details available at the time of preparation of this report.

The borings may only depict the soil and groundwater conditions at the specific locations and at the

time at which they were made. These conditions may differ significantly at other locations from

those occurring at the boring locations. If deviations from the noted foundation conditions are

encountered during construction, they should be brought to the attention of Michael Baker

International. The professional services have been performed, our findings obtained, and our

recommendations prepared in accordance with generally accepted geotechnical engineering

principles and practices. Michael Baker International, Inc. is not responsible for the conclusions

made by others based upon the data included herein.

This report was prepared for the exclusive use of the County of Atlantic for the Final Design of the

Nacote Creek Bridge Replacement project and no other use of this document is authorized.


26


9.0 REFERENCES

1. American Association of State Highway and Transportation Officials (AASHTO), (2014),

“AASHTO LRFD Bridge Design Specification”, 7th edition.

2. Wayne L. Newell, D.S. Powars, J.P. Owens, S.D. Stanford, and B.D. Stone (2000) “Surficial

geologic map of central and southern New Jersey”.

3. Gill, H.E. and Farlekas, G.M., (1976). Geohydrologic maps of the Potomac-Raritan-Magothy

aquifer system in the New Jersey Coastal Plain (No. 557).

4. New Jersey Department of Transportation, “Standard Specifications for Road and Bridges

2007.”

5. New Jersey Department of Transportation Design Manual for Bridges and Structures 5th Edition,

2009.


27


FIGURES


28


Figure 1. Nacote Creek Bridge Location

Nacote

Bridge

Location


29


Figure 2. Site Surficial Geology Map

Nacote

Bridge

Location


30


Figure 3. Calyey Sand Soil Sample from Boring B-1 (49 to 51 feet deep)


31


Figure 4. Organic Silt and Sand Sample from Boring B-2 (5 to 7 feet deep)


32


Figure 5. Gravel Sample from Boring B-2 (10 to 12 feet deep)


33


Figure 6. Sandy Clay Sample from Boring B-2 (30 to 32 feet deep)


34


Figure 7. Silty Sand Sample from Boring B-3 (54 to 56 feet deep)


35


Figure 8. High Plasticity Clay Sample from Boring B-5 (74 to 76 feet deep)


36


Figure 9. Sand with Silt Soil Sample from Boring B-3 (94 to 96 feet deep)


37


APPENDICES

Geotechnical Foundation Report Michael Baker International

Nacote Creek Bridge Replacement

APPENDIX A

PRELIMINARY GENERAL PLAN AND

ELEVATION (GP&E)



APPENDIX B

BORING LOCATION PLAN

B-1 B-2 B-3 B-4 B-5 B-6 B-7



APPENDIX C TYPED BORING LOGS

7.0

-20.0

3

8

4

5

6

6

10.0

6.0

13.0

10.0

5.0

7.0

2

5

7

7

9

8

3

5

8

6

8

7

S-1

S-2

S-3

S-4

S-5

S-6

4.0

9.0

14.0

19.0

24.0

29.0

6.0

11.0

16.0

21.0

26.0

31.0

8

12

3

5

4

5

Yellow mf SAND, little Silt

Brown cf SAND, little Silt

Light brown cf SAND, some Silt, trace f Gravel

Light brown cm SAND, little (-) Silt

Light brown mf SAND, little f Gravel, little Silt

Light brown f GRAVEL, some cf Sand, little Silt

24 Hr.

SOIL DESCRIPTION & STRATIGRAPHY

Approximate Change in Strata:

STATION:2/2/172/2/17

The subsurface information shown hereon was obtained for State design and estimate

purposes. It is made available to authorized users only that they may have access to the same

information available to the State. It is presented in good faith, but is not intended as a

substitute for investigations, interpretation or judgement of such authorized users.

ELEVATION

OFFSET:

INSPECTOR: Gang Shen

PROJECT: Nacote Creek Bridge

Inferred Change in Strata:

REFERENCE:DATE STARTED:

DATE COMPLETED:

Sheet 1 of 3

DEPTH

(ft)

NEW JERSEY DEPARTMENT OF TRANSPORTATION

0 Hr.

P.P. Installed

Ground Water Elevation

NJDOT BORING NO.: B-1FIELD BORING NO.: B-1GROUND ELEVATION: 8.0'

Continued Next Page

SECTION:

5.0

10.0

15.0

20.0

25.0

30.0

DRILLER: Dan Evans/Uni-Tech Drilling Co, IncDate:

Nominal I.D. of Drive Pipe

Nominal I.D. of Split Barrel Sampler

Weight of hammer on Drive Pipe

Weight of hammer on Split Barrel Sampler

Drop of hammer on Drive Pipe

Drop of hammer on Split Barrel Sampler

Core Size Dia.

Rig/Hammer Type

LOCAL NAME:

MICHAEL BAKER INTERNATIONAL

4"Steel

1-3/8 in

140 lb

140 lb

30 in

30 in

Rotary Wash/ Split Spoon Sampling

CME-45C w/ Automatic Hammer

REC.

(in)SAMPLE 0" - 6" 12" - 18" 18" - 24"

Blows on Spoon

6" - 12"

SAMPLE

DEPTH

-29.0

-37.0

-47.0

17

3

4

8

16

19

16.0

24.0

24.0

22.0

22.0

18.0

14

6

5

12

41

27

15

5

4

14

24

22

S-7

S-8

S-9

S-10

S-11

S-12

34.0

39.0

44.0

49.0

54.0

59.0

36.0

41.0

46.0

51.0

56.0

61.0

8

3

3

7

11

15

Yellow cf SAND, some (+) f Gravel, little Silt

Reddish brown Silty CLAY, some f Sand (PP=1.25 tsf)

Top 14": Yellowish brown Silty CLAY, some (+) mf Sand (PP= 0.75 tsf)Bottom 10": Yellowish brown mf SAND, some Silt

Light gray f SAND, and (+) Silty Clay

Top 4": same as the AboveBottom 18": Yellowish brown cf SAND, little (+) Silt

Yellowish brown cf SAND, trace Silt

24 Hr.



STATION:2/2/172/2/17





ELEVATION

OFFSET:





DATE COMPLETED:

Sheet 2 of 3

DEPTH

(ft)


0 Hr.

P.P. Installed



Continued Next Page

SECTION:

35.0

40.0

45.0

50.0

55.0

60.0








Core Size Dia.

Rig/Hammer Type

LOCAL NAME:


4"Steel

1-3/8 in

140 lb

140 lb

30 in

30 in



REC.

(in)SAMPLE 0" - 6" 12" - 18" 18" - 24"

Blows on Spoon

6" - 12"

SAMPLE

DEPTH

-78.0

14

30

16

19

7

24.0

22.0

18.0

24.0

14.0

17

50/0.4

22

17

13

14

37

19

17

10

S-13

S-14

S-15

S-16

S-17

64.0

69.0

74.0

79.0

84.0

66.0

71.0

76.0

81.0

86.0

9

15

13

44

9

Light gray cf SAND, some (+) Clayey Silt

Yellowish brown to gray cf SAND, trace (+) Silt

Brown cf SAND, trace (+) Silt

Dark brown cf SAND, trace (+) Silt

Yellowish brown mf SAND, little Silt

End of Boring at 86 feet

24 Hr.



STATION:2/2/172/2/17





ELEVATION

OFFSET:





DATE COMPLETED:

Sheet 3 of 3

DEPTH

(ft)


0 Hr.

P.P. Installed



SECTION:

65.0

70.0

75.0

80.0

85.0

90.0








Core Size Dia.

Rig/Hammer Type

LOCAL NAME:


4"Steel

1-3/8 in

140 lb

140 lb

30 in

30 in



REC.

(in)SAMPLE 0" - 6" 12" - 18" 18" - 24"

Blows on Spoon

6" - 12"

SAMPLE

DEPTH

-12.0

-17.0

-23.0

-33.0

WOR

12

2

4

5

24.0

6.0

11.0

11.0

10.0

WOR

11

4

6

4

WOR

9

2

5

9

S-1

S-2

S-3

S-4

S-5

5.0

10.0

15.0

20.0

25.0

7.0

12.0

17.0

22.0

27.0

WOR

3

1

4

3

Black Organic SILT, some cf Sand

Light brown mf GRAVEL, little cm Sand

Light brown and gray Silty CLAY, and f Sand (PP = 0.5 tsf)

Light brown cf SAND, trace Silt


24 Hr.



STATION:2/8/172/10/17





ELEVATION

OFFSET:

INSPECTOR: Mahmoud Khachan




DATE COMPLETED:

Sheet 1 of 4

DEPTH

(ft)


0 Hr.

P.P. Installed


NJDOT BORING NO.: B-2FIELD BORING NO.: B-2GROUND ELEVATION: -4.0'

Continued Next Page

SECTION:

5.0

10.0

15.0

20.0

25.0

30.0








Core Size Dia.

Rig/Hammer Type

LOCAL NAME:


4"Steel

1-3/8 in

140 lb

140 lb

30 in

30 in



REC.

(in)SAMPLE 0" - 6" 12" - 18" 18" - 24"

Blows on Spoon

6" - 12"

SAMPLE

DEPTH

-40.0

2

2

14

18

11

5

24.0

19.0

17.0

15.0

11.0

10.0

4

5

17

28

22

4

3

3

12

24

18

4

S-6

S-7

S-8

S-9

S-10

S-11

30.0

35.0

40.0

45.0

50.0

55.0

32.0

37.0

42.0

47.0

52.0

57.0

3

2

5

14

12

9

Reddish brown and gray Silty CLAY, and f Sand (PP = 0.5 tsf)

Top 5": Same as the AboveBottom 14": Yellowish brown cf SAND, trace Silt



Same as the Above

Same as the Above

24 Hr.



STATION:2/8/172/10/17





ELEVATION

OFFSET:





DATE COMPLETED:

Sheet 2 of 4

DEPTH

(ft)


0 Hr.

P.P. Installed



Continued Next Page

SECTION:

35.0

40.0

45.0

50.0

55.0

60.0








Core Size Dia.

Rig/Hammer Type

LOCAL NAME:


4"Steel

1-3/8 in

140 lb

140 lb

30 in

30 in



REC.

(in)SAMPLE 0" - 6" 12" - 18" 18" - 24"

Blows on Spoon

6" - 12"

SAMPLE

DEPTH

-76.0

-80.0

23

10

24

11

12

28

16.0

20.0

11.0

20.0

10.0

14.0

34

14

24

12

8

45

22

10

23

8

9

35

S-12

S-13

S-14

S-15

S-16

S-17

60.0

65.0

70.0

75.0

80.0

85.0

62.0

67.0

72.0

77.0

82.0

87.0

8

7

17

6

14

16

Same as the Above

Brown cf SAND, trace Silt

Same as the Above

Top 9": Dark gray CLAY (PP =2.75 tsf)Bottom 11": Dark gray cf SAND, little Silt


Brown cf SAND, trace Silt, trace f Gravel

24 Hr.



STATION:2/8/172/10/17





ELEVATION

OFFSET:





DATE COMPLETED:

Sheet 3 of 4

DEPTH

(ft)


0 Hr.

P.P. Installed



Continued Next Page

SECTION:

65.0

70.0

75.0

80.0

85.0

90.0








Core Size Dia.

Rig/Hammer Type

LOCAL NAME:


4"Steel

1-3/8 in

140 lb

140 lb

30 in

30 in



REC.

(in)SAMPLE 0" - 6" 12" - 18" 18" - 24"

Blows on Spoon

6" - 12"

SAMPLE

DEPTH

-106.0

23

37

50/0.3

10.0

16.0

12.0

21

50/0.3

20

44

S-18

S-19

S-20

90.0

95.0

100.0

92.0

97.0

102.0

20

19

42


Brown mf SAND, little m Gravel, little Silt

Light brown cf SAND, trace f Gravel


24 Hr.



STATION:2/8/172/10/17





ELEVATION

OFFSET:





DATE COMPLETED:

Sheet 4 of 4

DEPTH

(ft)


0 Hr.

P.P. Installed



SECTION:

95.0

100.0

105.0

110.0

115.0

120.0








Core Size Dia.

Rig/Hammer Type

LOCAL NAME:


4"Steel

1-3/8 in

140 lb

140 lb

30 in

30 in



REC.

(in)SAMPLE 0" - 6" 12" - 18" 18" - 24"

Blows on Spoon

6" - 12"

SAMPLE

DEPTH

-15.0

-22.0

-32.0

WOR

8

7

5

6

3

12.0

22.0

7.0

10.0

10.0

20.0

WOR

8

5

6

15

5

WOR

3

6

5

12

4

S-1

S-2

S-3

S-4

S-5

S-6

4.0

9.0

14.0

19.0

24.0

29.0

6.0

11.0

16.0

21.0

26.0

31.0

WOR

13

6

3

5

4


Top 12": Same as AboveBottom 10": Wood Piece

Light brown mf GRAVEL, little cm Sand


Same as Above

Red and yellow Silty CLAY, and f Sand (PP = 0.4-0.5 tsf)

24 Hr.



STATION:2/10/172/13/17





ELEVATION

OFFSET:





DATE COMPLETED:

Sheet 1 of 4

DEPTH

(ft)


0 Hr.

P.P. Installed



Continued Next Page

SECTION:

5.0

10.0

15.0

20.0

25.0

30.0








Core Size Dia.

Rig/Hammer Type

LOCAL NAME:


4"Steel

1-3/8 in

140 lb

140 lb

30 in

30 in



REC.

(in)SAMPLE 0" - 6" 12" - 18" 18" - 24"

Blows on Spoon

6" - 12"

SAMPLE

DEPTH

-39.03

4

16

16

14

15

19.0

16.0

13.0

14.0

15.0

13.0

5

7

21

20

21

20

3

6

23

18

18

17

S-7

S-8

S-9

S-10

S-11

S-12

34.0

39.0

44.0

49.0

54.0

59.0

36.0

41.0

46.0

51.0

56.0

61.0

3

4

12

14

8

8

Top 10": Same as AboveBottom 9": Yellow cf SAND, some (-) Silt

Light brown mf SAND, trace (+) Silt


Light brown and yellow cf SAND, trace Silt

Gray and light brown cf SAND, little (-) Silt


24 Hr.



STATION:2/10/172/13/17





ELEVATION

OFFSET:





DATE COMPLETED:

Sheet 2 of 4

DEPTH

(ft)


0 Hr.

P.P. Installed



Continued Next Page

SECTION:

35.0

40.0

45.0

50.0

55.0

60.0








Core Size Dia.

Rig/Hammer Type

LOCAL NAME:


4"Steel

1-3/8 in

140 lb

140 lb

30 in

30 in



REC.

(in)SAMPLE 0" - 6" 12" - 18" 18" - 24"

Blows on Spoon

6" - 12"

SAMPLE

DEPTH

-76.0

-82.0

13

8

10

28

38

20

17.0

15.0

21.0

14.0

18.0

13.0

17

36

21

47

42

38

15

23

15

33

36

34

S-13

S-14

S-15

S-16

S-17

S-18

64.0

69.0

74.0

79.0

84.0

89.0

66.0

71.0

76.0

81.0

86.0

91.0

11

2

7

17

27

19

Same as Above

Dark brown and yellow cf SAND, little (-) Silt

Dark gray CLAY, trace (+) mf Sand (PP=2.75 tsf)


Same as Above

Same as Above

24 Hr.



STATION:2/10/172/13/17





ELEVATION

OFFSET:





DATE COMPLETED:

Sheet 3 of 4

DEPTH

(ft)


0 Hr.

P.P. Installed



Continued Next Page

SECTION:

65.0

70.0

75.0

80.0

85.0

90.0








Core Size Dia.

Rig/Hammer Type

LOCAL NAME:


4"Steel

1-3/8 in

140 lb

140 lb

30 in

30 in



REC.

(in)SAMPLE 0" - 6" 12" - 18" 18" - 24"

Blows on Spoon

6" - 12"

SAMPLE

DEPTH

-105.0

31

39

13.0

17.0

50/0.3

50/0.2

47

44

S-19

S-20

94.0

99.0

96.0

101.0

23

26

Same as Above

Same as Above


24 Hr.



STATION:2/10/172/13/17





ELEVATION

OFFSET:





DATE COMPLETED:

Sheet 4 of 4

DEPTH

(ft)


0 Hr.

P.P. Installed



SECTION:

95.0

100.0

105.0

110.0

115.0

120.0








Core Size Dia.

Rig/Hammer Type

LOCAL NAME:


4"Steel

1-3/8 in

140 lb

140 lb

30 in

30 in



REC.

(in)SAMPLE 0" - 6" 12" - 18" 18" - 24"

Blows on Spoon

6" - 12"

SAMPLE

DEPTH

-15.0

-20.0

-28.0

-36.0

3

7

6

12

3

2

7.0

8.0

7.0

9.0

17.0

21.0

8

6

7

8

5

3

5

9

6

8

3

3

S-1

S-2

S-3

S-4

S-5

S-6

4.0

8.0

13.0

18.0

23.0

28.0

6.0

10.0

15.0

20.0

25.0

30.0

9

3

4

11

3

2

Black Organic SILT, some cf Sand, little cf Gravel (wood pieces)

Light brown mf GRAVEL, some cf Sand, trace Silt

Light brown cf SAND, little mf Gravel, trace Silt

Reddish brown cf SAND, trace Silt

Red, brown and gray Silty CLAY, some (+) f Sand (PP = 0.5 tsf)

Top 10": Same as the Above (PP=0.5 tsf)Bottom 11": Light Brown cf SAND, little Silt

24 Hr.



STATION:2/7/172/8/17





ELEVATION

OFFSET:





DATE COMPLETED:

Sheet 1 of 3

DEPTH

(ft)


0 Hr.

P.P. Installed



Continued Next Page

SECTION:

5.0

10.0

15.0

20.0

25.0

30.0








Core Size Dia.

Rig/Hammer Type

LOCAL NAME:


4"Steel

1-3/8 in

140 lb

140 lb

30 in

30 in



REC.

(in)SAMPLE 0" - 6" 12" - 18" 18" - 24"

Blows on Spoon

6" - 12"

SAMPLE

DEPTH

5

19

16

6

21

26

17.0

14.0

12.0

17.0

17.0

18.0

9

31

16

16

21

18

6

24

14

11

21

21

S-7

S-8

S-9

S-10

S-11

S-12

33.0

38.0

43.0

48.0

53.0

58.0

35.0

40.0

45.0

50.0

55.0

60.0

4

11

12

5

15

16

Light brown cf SAND, little(-) Silt

Same as the Above

Same as the Above

Same as the Above

Same as the Above

Same as the Above

24 Hr.



STATION:2/7/172/8/17





ELEVATION

OFFSET:





DATE COMPLETED:

Sheet 2 of 3

DEPTH

(ft)


0 Hr.

P.P. Installed



Continued Next Page

SECTION:

35.0

40.0

45.0

50.0

55.0

60.0








Core Size Dia.

Rig/Hammer Type

LOCAL NAME:


4"Steel

1-3/8 in

140 lb

140 lb

30 in

30 in



REC.

(in)SAMPLE 0" - 6" 12" - 18" 18" - 24"

Blows on Spoon

6" - 12"

SAMPLE

DEPTH

-73.0

-79.0

-92.0

9

7

20

2

21

16.0

17.0

15.0

4.0

16.0

16

12

28

1

26

9

9

24

2

25

S-13

S-14

S-15

S-16

S-17

63.0

68.0

73.0

78.0

83.0

65.0

70.0

75.0

80.0

85.0

9

7

6

3

19

Brown mf SAND, trace (+) Silt

Dark gray CLAY (PP = 2.75 tsf)


Same as the Above

Same as the Above


24 Hr.



STATION:2/7/172/8/17





ELEVATION

OFFSET:





DATE COMPLETED:

Sheet 3 of 3

DEPTH

(ft)


0 Hr.

P.P. Installed



SECTION:

65.0

70.0

75.0

80.0

85.0

90.0








Core Size Dia.

Rig/Hammer Type

LOCAL NAME:


4"Steel

1-3/8 in

140 lb

140 lb

30 in

30 in



REC.

(in)SAMPLE 0" - 6" 12" - 18" 18" - 24"

Blows on Spoon

6" - 12"

SAMPLE

DEPTH

-15.0

-21.0

-30.0

WOR

5

8

5

6

3

22.0

14.0

9.0

12.0

12.0

11.0

WOR

5

10

6

8

3

WOR

4

8

6

7

3

S-1

S-2

S-3

S-4

S-5

S-6

4.0

9.0

14.0

19.0

24.0

29.0

6.0

11.0

16.0

21.0

26.0

31.0

WOR

4

3

4

5

6


Same as Above

Light brown mf GRAVEL, trace c Sand

Reddish brown cf SAND, little f Gravel, trace Silt

Reddish brown cf SAND, trace Silt

Yellow Silty CLAY and cf Sand (PP= 0.5 tsf)

24 Hr.



STATION:2/6/172/7/17





ELEVATION

OFFSET:





DATE COMPLETED:

Sheet 1 of 3

DEPTH

(ft)


0 Hr.

P.P. Installed



Continued Next Page

SECTION:

5.0

10.0

15.0

20.0

25.0

30.0








Core Size Dia.

Rig/Hammer Type

LOCAL NAME:


4"Steel

1-3/8 in

140 lb

140 lb

30 in

30 in



REC.

(in)SAMPLE 0" - 6" 12" - 18" 18" - 24"

Blows on Spoon

6" - 12"

SAMPLE

DEPTH

-35.0

3

4

12

17

12

22

20.0

13.0

15.0

12.0

18.0

16.0

5

8

22

21

8

35

2

6

19

21

9

9

S-7

S-8

S-9

S-10

S-11

S-12

34.0

39.0

44.0

49.0

54.0

59.0

36.0

41.0

46.0

51.0

56.0

61.0

3

4

8

12

17

21

Light brown mf SAND, little Silt

Same as the Above

Same as the Above

Same as the Above

Same as the Above

Same as the Above

24 Hr.



STATION:2/6/172/7/17





ELEVATION

OFFSET:





DATE COMPLETED:

Sheet 2 of 3

DEPTH

(ft)


0 Hr.

P.P. Installed



Continued Next Page

SECTION:

35.0

40.0

45.0

50.0

55.0

60.0








Core Size Dia.

Rig/Hammer Type

LOCAL NAME:


4"Steel

1-3/8 in

140 lb

140 lb

30 in

30 in



REC.

(in)SAMPLE 0" - 6" 12" - 18" 18" - 24"

Blows on Spoon

6" - 12"

SAMPLE

DEPTH

-74.0

-80.0

-89.0

13

11

6

11

11

13.0

16.0

21.0

16.0

11.0

17

23

11

20

23

12

20

8

13

19

S-13

S-14

S-15

S-16

S-17

64.0

69.0

74.0

79.0

84.0

66.0

71.0

76.0

81.0

86.0

22

6

6

9

7

Brown cf SAND, trace (-) Silt

Dark brown cf SAND, trace Silt

Dark gray CLAY (PP =2.75 tsf)

Dark gray mf SAND, trace (+) Silt

Yellow cf SAND, trace Silt


24 Hr.



STATION:2/6/172/7/17





ELEVATION

OFFSET:





DATE COMPLETED:

Sheet 3 of 3

DEPTH

(ft)


0 Hr.

P.P. Installed



SECTION:

65.0

70.0

75.0

80.0

85.0

90.0








Core Size Dia.

Rig/Hammer Type

LOCAL NAME:


4"Steel

1-3/8 in

140 lb

140 lb

30 in

30 in



REC.

(in)SAMPLE 0" - 6" 12" - 18" 18" - 24"

Blows on Spoon

6" - 12"

SAMPLE

DEPTH

-11.0

-17.0

-31.0

WOR

6

9

6

10

3

4.0

12.0

8.0

11.0

16.0

24.0

WOR

8

5

9

12

5

WOR

7

5

6

11

3

S-1

S-2

S-3

S-4

S-5

S-6

4.0

9.0

14.0

19.0

24.0

29.0

6.0

11.0

16.0

21.0

26.0

31.0

WOR

6

8

4

6

2


Light brown mf GRAVEL, some cf Sand

Same as the Above


Reddish brown and yellow cf SAND, trace Silt

Yellow Silty CLAY, little f Sand (PP= 0.5 tsf)

24 Hr.



STATION:2/3/172/6/17





ELEVATION

OFFSET:





DATE COMPLETED:

Sheet 1 of 3

DEPTH

(ft)


0 Hr.

P.P. Installed



Continued Next Page

SECTION:

5.0

10.0

15.0

20.0

25.0

30.0








Core Size Dia.

Rig/Hammer Type

LOCAL NAME:


4"Steel

1-3/8 in

140 lb

140 lb

30 in

30 in



REC.

(in)SAMPLE 0" - 6" 12" - 18" 18" - 24"

Blows on Spoon

6" - 12"

SAMPLE

DEPTH

-36.0

3

7

12

12

4

17

16.0

14.0

14.0

13.0

21.0

16.0

4

12

14

16

11

34

4

10

12

14

8

26

S-7

S-8

S-9

S-10

S-11

S-12

34.0

39.0

44.0

49.0

54.0

59.0

36.0

41.0

46.0

51.0

56.0

61.0

3

4

8

10

4

14


Same as the Above

Same as the Above

Light brown cf SAND, little f Gravel, trac Silt

Light brown mf SAND, some Silt

Same as the Above

24 Hr.



STATION:2/3/172/6/17





ELEVATION

OFFSET:





DATE COMPLETED:

Sheet 2 of 3

DEPTH

(ft)


0 Hr.

P.P. Installed



Continued Next Page

SECTION:

35.0

40.0

45.0

50.0

55.0

60.0








Core Size Dia.

Rig/Hammer Type

LOCAL NAME:


4"Steel

1-3/8 in

140 lb

140 lb

30 in

30 in



REC.

(in)SAMPLE 0" - 6" 12" - 18" 18" - 24"

Blows on Spoon

6" - 12"

SAMPLE

DEPTH

-75.0

-79.0

-90.0

5

19

6

7

17

20.0

13.0

20.0

7.0

11.0

9

33

11

7

28

8

28

9

6

22

S-13

S-14

S-15

S-16

S-17

64.0

69.0

74.0

79.0

84.0

66.0

71.0

76.0

81.0

86.0

5

42

5

7

14


Same as the Above

Top 10": Dark gray CLAY, trace (-) mf Sand (PP = 2.5 tsf)Bottom 10": Dark gray cf SAND, little Silt

Dark gray and brown cf SAND, little Silt



24 Hr.



STATION:2/3/172/6/17





ELEVATION

OFFSET:





DATE COMPLETED:

Sheet 3 of 3

DEPTH

(ft)


0 Hr.

P.P. Installed



SECTION:

65.0

70.0

75.0

80.0

85.0

90.0








Core Size Dia.

Rig/Hammer Type

LOCAL NAME:


4"Steel

1-3/8 in

140 lb

140 lb

30 in

30 in



REC.

(in)SAMPLE 0" - 6" 12" - 18" 18" - 24"

Blows on Spoon

6" - 12"

SAMPLE

DEPTH

7.5

-11.5

-14.5

17

1

2

4

11

6

15.0

0.0

14.0

14.0

14.0

12.0

17

2

5

3

13

11

15

1

2

1

12

10

S-1

S-2

S-3

S-4

S-5

S-6

4.0

9.0

14.0

19.0

24.0

29.0

6.0

11.0

16.0

21.0

26.0

31.0

7

6

2

4

9

6

Gray cf SAND, little mf Gravel

No Recovery

Light gray cf SAND, little Silt

Top 11": Light brown cf SAND, little SiltBottom 3": Gray and yellow SILT & CLAY, trace Sand

Light gray cf SAND, little Silt, trace f Gravel

Same as the Above

24 Hr.



STATION:2/3/172/3/17





ELEVATION

OFFSET:

INSPECTOR: Lusu Ni




DATE COMPLETED:

Sheet 1 of 3

DEPTH

(ft)


0 Hr.

P.P. Installed



Continued Next Page

SECTION:

5.0

10.0

15.0

20.0

25.0

30.0








Core Size Dia.

Rig/Hammer Type

LOCAL NAME:


4"Steel

1-3/8 in

140 lb

140 lb

30 in

30 in



REC.

(in)SAMPLE 0" - 6" 12" - 18" 18" - 24"

Blows on Spoon

6" - 12"

SAMPLE

DEPTH

-29.5

-36.5

8

3

3

10

17

14

11.0

13.0

20.0

17.0

18.0

14.0

11

6

7

13

30

16

8

5

5

11

24

14

S-7

S-8

S-9

S-10

S-11

S-12

34.0

39.0

44.0

49.0

54.0

59.0

36.0

41.0

46.0

51.0

56.0

61.0

6

3

3

9

17

12

Same as the Above

Red, brown and gray SILT & CLAY, little f Sand

Top 10": Light brown and Gary CLAY & SILT, little f Sand (PP<0.25 tsf)Bottom 10": Light brown cf SAND, some Silt

Light brown cf SAND, little Silt

Same as the Above

Same as the Above

24 Hr.



STATION:2/3/172/3/17





ELEVATION

OFFSET:

INSPECTOR: Lusu Ni




DATE COMPLETED:

Sheet 2 of 3

DEPTH

(ft)


0 Hr.

P.P. Installed



Continued Next Page

SECTION:

35.0

40.0

45.0

50.0

55.0

60.0








Core Size Dia.

Rig/Hammer Type

LOCAL NAME:


4"Steel

1-3/8 in

140 lb

140 lb

30 in

30 in



REC.

(in)SAMPLE 0" - 6" 12" - 18" 18" - 24"

Blows on Spoon

6" - 12"

SAMPLE

DEPTH

-76.5

-77.5

11

22

22

6

11

18.0

19.0

14.0

20.0

15.0

20

49

17

15

16

16

32

29

7

13

S-13

S-14

S-15

S-16

S-17

64.0

69.0

74.0

79.0

84.0

66.0

71.0

76.0

81.0

86.0

9

12

13

5

7

Light gray cf SAND, little Silt

Light gray and brown cf SAND, some (-) Silt

Light brown cf SAND, little (-) Silt

Brown cf SAND, little Silt

Top 9": Same as the AboveBottom 6": Dark gray CLAY, some (-) cf Sand (PP = 3.75 tsf)


24 Hr.



STATION:2/3/172/3/17





ELEVATION

OFFSET:

INSPECTOR: Lusu Ni




DATE COMPLETED:

Sheet 3 of 3

DEPTH

(ft)


0 Hr.

P.P. Installed



SECTION:

65.0

70.0

75.0

80.0

85.0

90.0








Core Size Dia.

Rig/Hammer Type

LOCAL NAME:


4"Steel

1-3/8 in

140 lb

140 lb

30 in

30 in



REC.

(in)SAMPLE 0" - 6" 12" - 18" 18" - 24"

Blows on Spoon

6" - 12"

SAMPLE

DEPTH



APPENDIX D SOIL PROFILES

-120

-110

-100

-90

-80

-70

-60

-50

-40

-30

-20

-10

0

10

-120

-110

-100

-90

-80

-70

-60

-50

-40

-30

-20

-10

0

10

Project Number: 154456

Abutments and Piers Borings

North Abutment

Asphalt

LITHOLOGY GRAPHICS

Ele

vatio

n (f

t)

NJD

OT

H:\G

EO

TE

CH

\PR

OJE

CT

S\P

RIN

CE

TO

N\N

AC

OT

EC

RE

EK

_OLD

YO

RK

AV

E\G

INT

\NA

CO

TE

BR

IDG

E B

OR

ING

S.G

PJ

8/

10/1

7H

:\GE

OT

EC

H\P

RO

JEC

TS

\PR

INC

ET

ON

\NA

CO

TE

CR

EE

K_O

LDY

OR

KA

VE

\GIN

T\L

IBR

AR

Y-N

JDO

T-N

AC

OT

E.G

LB

Gravel with Silt Sand with Silt Sandy Clay

Clayey Sand Organic silt or clay Gravel High Plasticity Clay Sand

Low Plasticity Clay

Nacote Creek BridgeSilty Sand

South Abutment

B-1

E.L. 7

E.L. 8

E.L. -20

E.L. -25

E.L. -29

E.L. -37

E.L. -47

6

13

12

11

14

13

32

8

8

22

40

41

28

67

35

36

17

E.O.B. -78

50/0.3

B-2

E.L. -4

E.L. -12

E.L. -17

E.L. -23

E.L. -33

E.L. -40

E.L. -76

E.L. -80

21

4

9

14

5

5

26

42

29

9

45

20

47

19

21

63

43

81

E.O.B. -106

E.L. -4

E.L. -15

E.L. -22

E.L. -32

11

13

10

18

7

B-3

E.L. -39

E.L. -76

E.L. -82

6

10

39

34

32

32

28

31

25

61

74

54

78

83

E.O.B. -105

B-4

E.L. -7

E.L. -15

E.L. -20

E.L. -28

E.L. -36

E.L. -73

E.L. -79

8

16

12

20

6

5

11

43

30

17

42

47

18

16

44

4

46

E.O.B. -92

B-5

E.L. -3

E.L. -15

E.L. -21

E.L. -30

E.L. -35

E.L. -74

E.L. -80

9

16

11

13

6

5

10

31

38

21

31

25

31

14

24

30

E.O.B. -89 B-6

E.L. -4

E.L. -11

E.L. -17

E.L. -31

E.L. -36

E.L. -75

E.L. -79

13

14

12

21

6

7

17

24

26

12

43

13

47

15

13

39

E.O.B. -90

E.L. 7.5

E.L. 8.5

E.L. -11.5

E.L. -14.5

E.L. -29.5

E.L. -36.5

E.L. -76.5

32

2

4

5

23

16

16

8

8

21

41

28

27

54

51

13

24

E.O.B. -77.5B-7

WORWOR WOR WOR



APPENDIX E

LABORATORY TEST RESULTS

B-1

S-1049.0-51.0 Light gray CLAYEY SAND SC

A-6(5) 17.8 35 14 46 24

B-2

S-1995.0-97.0 Brown SILTY SAND SM

A-2-4(0) 17.1 16 1

B-3

S-839.0-41.0 Light brown POORLY GRADED SAND

with SILTSP-SMA-3(0) 21.2 9 5

B-3

S-1574.0-76.0 Gray FAT CLAY CH

A-7-6(60) 30.9 75 16 93 43

B-4

S-1363.0-65.0 Brown POORLY GRADED SAND with

SILTSP-SMA-3(0) 21.2 8 4

B-5

S-1364.0-66.0 Brown POORLY GRADED SAND SP

A-3(0) 16.3 3 1

B-5

S-1679.0-81.0 Gray POORLY GRADED SAND with

SILTSP-SMA-3(0) 21.8 7 3

B-6

S-1154.0-56.0 Light brown SILTY SAND SM

A-2-4(0) 43.6 NP NP 27 13

B-6

S-1574.0-76.0 Gray FAT CLAY CH

A-7-6(52) 33.9 72 26 97 46

B-7

S-1049.0-51.0 Light brown SILTY SAND SM

A-2-4(0) 21.8 16 7

B-7

S-1784.0-86.0 Gray FAT CLAY with SAND CH

A-7-6(48) 33.6 81 22 78 33

LiquidLimit

TriaxialCompression

*

OrganicContent

(%)

Refer to Laboratory Test Curves

Project: Nacote Creek Bridge Borings

Atterberg Limits

<2µ(%)

<#200(%)

Sheet 1 of 1

Note: The soil classification is based partially on visual classification unless both grain size and Atterberg limits are performed.

Strain(%)

Com

pact

ion

USCS andAASHTOSymbols

Project No.: 60408515

UU

WaterContent

(%)

UnconfinedCompression

Grain SizeDry UnitWeight

(pcf)Classification

SUMMARY OF LABORATORY TEST RESULTS

CIUPlasticLimit

Depth(ft)

SpecificGravity

Per

mea

bilit

y(c

m/s

ec)

Con

solid

atio

n

Strength(psi)

SpecialTests

Boringand

SampleNumbers

LAB_SUMMARY_BLUEBELL_AASHTO 60408515_2017-02-20_NACOTE CREEK BRIDGE.GPJ URS_BLUE.GDT 2/23/17

Nacote Creek Bridge Borings

Project No.: 60408515 (Assignment No. 2017-02-20)

Date: 2/23/2017

SAMPLE DEPTHBORING No. RANGE BURMISTER CLASSIFICATION

B-1 S-10 49.0-51.0 Light gray f SAND, and (+) silty clay

B-2 S-19 95.0-97.0 Brown mf SAND, little m gravel little silt

B-3 S-8 39.0-41.0 Light brown mf SAND, trace (+) silt

B-3 S-15 74.0-76.0 Gray CLAY, trace (+) mf sand

B-4 S-13 63.0-65.0 Brown mf SAND, trace (+) silt

B-5 S-13 64.0-66.0 Brown cf SAND, trace (-) silt

B-5 S-16 79.0-81.0 Gray mf SAND, trace (+) silt

B-6 S-11 54.0-56.0 Light brown mf SAND, some silt

B-6 S-15 74.0-76.0 Gray CLAY, trace (-) mf sand

B-7 S-10 49.0-51.0 Light brown cf SAND, little silt

B-7 S-17 84.0-86.0 Gray CLAY, some (-) cf sand

1 of 1

0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100

100

SILT OR CLAYSAND

3

COBBLES

February 2017

coarse finemediumfinecoarse

U.S. STANDARDSIEVE OPENING IN INCHES U.S. STANDARD SIEVE NUMBERS HYDROMETER

Figure 1Project Number

60408515

6

Boring

Sample

Spec

Depth (ft)

% +3"

% Gravel

% Sand

% Fines

% -2µ

Cc

Cu

LL

PL

PI

AASHTO

USCS

w (%)

2"

1 1/2"

1"

3/4"

1/2"

3/8"

4

10

20

40

60

100

200

100.0

98.5

76.5

45.7

100.0

88.3

86.4

85.9

85.8

85.7

85.5

65.4

28.3

15.8

100.0

97.5

83.2

23.3

9.0

B-1

S-10

49.0-51.0

0.0

0.0

54.3

45.7

24

35

14

21

A-6(5)

SC

17.8

B-2

S-19

95.0-97.0

0.0

14.1

70.1

15.8

1

1.92

4.39

A-2-4(0)

SM

17.1

B-3

S-8

39.0-41.0

0.0

0.0

91.0

9.0

5

1.56

2.60

A-3(0)

SP-SM

21.2

404 604 10

PERCENT FINER

20

GRAVEL

PARTICLE SIZE (mm)

DESCRIPTION AND REMARKS


2

SYMBOL

ParticleSize

(Sieve #)

SYMBOL

1.5

PARTICLE SIZE DISTRIBUTION

200

Light gray CLAYEY SAND (SC)

Brown SILTY SAND (SM)

Light brown POORLY GRADED SAND with SILT (SP-SM)

PE

RC

EN

T P

AS

SIN

G

3/83/41

SIE

VE

_BLU

EB

ELL

_AA

SH

TO

60

408

515_

201

7-02

-20_

NA

CO

TE

CR

EE

K B

RID

GE

.GP

J U

RS

_BLU

E.G

DT

2/2

3/1

7

0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100

100

SILT OR CLAYSAND

3

COBBLES

February 2017




60408515

6

Boring

Sample

Spec

Depth (ft)

% +3"

% Gravel

% Sand

% Fines

% -2µ

Cc

Cu

LL

PL

PI

AASHTO

USCS

w (%)

2"

1 1/2"

1"

3/4"

1/2"

3/8"

4

10

20

40

60

100

200

100.0

98.9

95.8

93.5

92.7

100.0

99.8

85.4

42.4

10.6

7.7

100.0

96.6

53.3

15.9

5.3

2.8

B-3

S-15

74.0-76.0

0.0

0.0

7.3

92.7

43

75

16

59

A-7-6(60)

CH

30.9

B-4

S-13

63.0-65.0

0.0

0.0

92.3

7.7

4

1.04

2.38

A-3(0)

SP-SM

21.2

B-5

S-13

64.0-66.0

0.0

0.0

97.2

2.8

1

1.05

2.52

A-3(0)

SP

16.3

404 604 10

PERCENT FINER

20

GRAVEL

PARTICLE SIZE (mm)



2

SYMBOL

ParticleSize

(Sieve #)

SYMBOL

1.5


200

Gray FAT CLAY (CH)

Brown POORLY GRADED SAND with SILT (SP-SM)

Brown POORLY GRADED SAND (SP)

PE

RC

EN

T P

AS

SIN

G

3/83/41

SIE

VE

_BLU

EB

ELL

_AA

SH

TO

60

408

515_

201

7-02

-20_

NA

CO

TE

CR

EE

K B

RID

GE

.GP

J U

RS

_BLU

E.G

DT

2/2

3/1

7

0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100

100

SILT OR CLAYSAND

3

COBBLES

February 2017




60408515

6

Boring

Sample

Spec

Depth (ft)

% +3"

% Gravel

% Sand

% Fines

% -2µ

Cc

Cu

LL

PL

PI

AASHTO

USCS

w (%)

2"

1 1/2"

1"

3/4"

1/2"

3/8"

4

10

20

40

60

100

200

100.0

92.1

44.8

10.0

7.1

100.0

96.5

74.3

43.0

27.5

100.0

98.8

97.8

97.2

B-5

S-16

79.0-81.0

0.0

0.0

92.9

7.1

3

0.91

1.98

A-3(0)

SP-SM

21.8

B-6

S-11

54.0-56.0

0.0

0.0

72.5

27.5

13

NP

NP

NP

A-2-4(0)

SM

43.6

B-6

S-15

74.0-76.0

0.0

0.0

2.8

97.2

46

72

26

46

A-7-6(52)

CH

33.9

404 604 10

PERCENT FINER

20

GRAVEL

PARTICLE SIZE (mm)



2

SYMBOL

ParticleSize

(Sieve #)

SYMBOL

1.5


200

Gray POORLY GRADED SAND with SILT (SP-SM)

Light brown SILTY SAND (SM)

Gray FAT CLAY (CH)

PE

RC

EN

T P

AS

SIN

G

3/83/41

SIE

VE

_BLU

EB

ELL

_AA

SH

TO

60

408

515_

201

7-02

-20_

NA

CO

TE

CR

EE

K B

RID

GE

.GP

J U

RS

_BLU

E.G

DT

2/2

3/1

7

0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100

100

SILT OR CLAYSAND

3

COBBLES

February 2017




60408515

6

Boring

Sample

Spec

Depth (ft)

% +3"

% Gravel

% Sand

% Fines

% -2µ

Cc

Cu

LL

PL

PI

AASHTO

USCS

w (%)

2"

1 1/2"

1"

3/4"

1/2"

3/8"

4

10

20

40

60

100

200

100.0

96.9

67.4

30.5

18.0

15.5

100.0

94.7

87.1

82.0

78.4

B-7

S-10

49.0-51.0

0.0

0.0

84.5

15.5

7

3.91

9.48

A-2-4(0)

SM

21.8

B-7

S-17

84.0-86.0

0.0

0.0

21.6

78.4

33

81

22

59

A-7-6(48)

CH

33.6

404 604 10

PERCENT FINER

20

GRAVEL

PARTICLE SIZE (mm)



2

SYMBOL

ParticleSize

(Sieve #)

SYMBOL

1.5


200

Light brown SILTY SAND (SM)

Gray FAT CLAY with SAND (CH)

PE

RC

EN

T P

AS

SIN

G

3/83/41

SIE

VE

_BLU

EB

ELL

_AA

SH

TO

60

408

515_

201

7-02

-20_

NA

CO

TE

CR

EE

K B

RID

GE

.GP

J U

RS

_BLU

E.G

DT

2/2

3/1

7



APPENDIX F

EXISTING PLANS

THOMAS J. ERTLE, PLS

PROFESSIONAL LAND SURVEYOR, NJ LIC. No. 24GS03583400

SH

EE

T N

o. 2

SU

RV

EY

B

AS

EL

IN

E S

TA

: 1

14

+5

0

Corporate Office

1800 Route 34, Suite 101

Wall, NJ 07719

732.312.9800

Regional Offices

Hackettstown, NJ

New York, NY

SURVEY BASE LINE DIAGRAM

SH

EE

T N

o. 3

SU

RV

EY

B

AS

EL

IN

E S

TA

: 1

14

+5

0

PRELIMINARY

AutoCAD SHX Text

NAD83

AutoCAD SHX Text

T

AutoCAD SHX Text

AUG.15, 2016

AutoCAD SHX Text

C

AutoCAD SHX Text

DUE TO INHERENT ERRORS IN REPRODUCTION METHODS, ERRORS MAY OCCUR WHEN SCALING THIS DRAWING

AutoCAD SHX Text

COPYRIGHT 2016, FRENCH & PARRELLO ASSOCIATES, PA - THE COPYING OR REUSE OF THIS DOCUMENT, OR PORTIONS THEREOF, WITHOUT THE WRITTEN PERMISSION OF FRENCH & PARRELLO ASSOCIATES, PA IS PROHIBITED.

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PROJECT NUMBER:

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SHEET:

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DESIGNED BY:

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CHECKED BY:

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DRAWN BY:

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DATE:

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SCALE:

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FIELD BOOK

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THE USE OF THIS SURVEY IN ITS PRESENT FORMAT IS SUBJECT TO THE USE OF THIS SURVEY IN ITS PRESENT FORMAT IS SUBJECT TO THE USE OF THIS SURVEY IN ITS PRESENT FORMAT IS SUBJECT TO THE OF THIS SURVEY IN ITS PRESENT FORMAT IS SUBJECT TO THE OF THIS SURVEY IN ITS PRESENT FORMAT IS SUBJECT TO THE THIS SURVEY IN ITS PRESENT FORMAT IS SUBJECT TO THE THIS SURVEY IN ITS PRESENT FORMAT IS SUBJECT TO THE SURVEY IN ITS PRESENT FORMAT IS SUBJECT TO THE SURVEY IN ITS PRESENT FORMAT IS SUBJECT TO THE IN ITS PRESENT FORMAT IS SUBJECT TO THE IN ITS PRESENT FORMAT IS SUBJECT TO THE ITS PRESENT FORMAT IS SUBJECT TO THE ITS PRESENT FORMAT IS SUBJECT TO THE PRESENT FORMAT IS SUBJECT TO THE PRESENT FORMAT IS SUBJECT TO THE FORMAT IS SUBJECT TO THE FORMAT IS SUBJECT TO THE IS SUBJECT TO THE IS SUBJECT TO THE SUBJECT TO THE SUBJECT TO THE TO THE TO THE THE THE STATE BOARD OF PROFESSIONAL ENGINEERS AND LAND SURVEYORS BOARD OF PROFESSIONAL ENGINEERS AND LAND SURVEYORS BOARD OF PROFESSIONAL ENGINEERS AND LAND SURVEYORS OF PROFESSIONAL ENGINEERS AND LAND SURVEYORS OF PROFESSIONAL ENGINEERS AND LAND SURVEYORS PROFESSIONAL ENGINEERS AND LAND SURVEYORS PROFESSIONAL ENGINEERS AND LAND SURVEYORS ENGINEERS AND LAND SURVEYORS ENGINEERS AND LAND SURVEYORS AND LAND SURVEYORS AND LAND SURVEYORS LAND SURVEYORS LAND SURVEYORS SURVEYORS SURVEYORS ADMINISTRATIVE RULES AND REGULATIONS TITLE 13 CHAPTER 40 RULES AND REGULATIONS TITLE 13 CHAPTER 40 RULES AND REGULATIONS TITLE 13 CHAPTER 40 AND REGULATIONS TITLE 13 CHAPTER 40 AND REGULATIONS TITLE 13 CHAPTER 40 REGULATIONS TITLE 13 CHAPTER 40 REGULATIONS TITLE 13 CHAPTER 40 TITLE 13 CHAPTER 40 TITLE 13 CHAPTER 40 13 CHAPTER 40 13 CHAPTER 40 CHAPTER 40 CHAPTER 40 40 40 SUBCHAPTER 8 SECTION 13:40-8.2(e) ``NO PERSON SHALL REMOVE A 8 SECTION 13:40-8.2(e) ``NO PERSON SHALL REMOVE A 8 SECTION 13:40-8.2(e) ``NO PERSON SHALL REMOVE A SECTION 13:40-8.2(e) ``NO PERSON SHALL REMOVE A SECTION 13:40-8.2(e) ``NO PERSON SHALL REMOVE A 13:40-8.2(e) ``NO PERSON SHALL REMOVE A 13:40-8.2(e) ``NO PERSON SHALL REMOVE A ``NO PERSON SHALL REMOVE A ``NO PERSON SHALL REMOVE A PERSON SHALL REMOVE A PERSON SHALL REMOVE A SHALL REMOVE A SHALL REMOVE A REMOVE A REMOVE A A A TITLE BLOCK FROM ANY PRINT OR REPRODUCTION'' AND SECTION BLOCK FROM ANY PRINT OR REPRODUCTION'' AND SECTION BLOCK FROM ANY PRINT OR REPRODUCTION'' AND SECTION FROM ANY PRINT OR REPRODUCTION'' AND SECTION FROM ANY PRINT OR REPRODUCTION'' AND SECTION ANY PRINT OR REPRODUCTION'' AND SECTION ANY PRINT OR REPRODUCTION'' AND SECTION PRINT OR REPRODUCTION'' AND SECTION PRINT OR REPRODUCTION'' AND SECTION OR REPRODUCTION'' AND SECTION OR REPRODUCTION'' AND SECTION REPRODUCTION'' AND SECTION REPRODUCTION'' AND SECTION AND SECTION AND SECTION SECTION SECTION 13:40-8.3(a)5 ``THE HANDWRITTEN SIGNATURE OF THE PERSON(S) IN ``THE HANDWRITTEN SIGNATURE OF THE PERSON(S) IN ``THE HANDWRITTEN SIGNATURE OF THE PERSON(S) IN HANDWRITTEN SIGNATURE OF THE PERSON(S) IN HANDWRITTEN SIGNATURE OF THE PERSON(S) IN SIGNATURE OF THE PERSON(S) IN SIGNATURE OF THE PERSON(S) IN OF THE PERSON(S) IN OF THE PERSON(S) IN THE PERSON(S) IN THE PERSON(S) IN PERSON(S) IN PERSON(S) IN IN IN RESPONSIBLE CHARGE AND DATE WHEN SIGNED''.

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NOTES: 1.THIS SURVEY HAS BEEN PREPARED WITHOUT THE BENEFIT OF A TITLE REPORT AND IS SUBJECT THIS SURVEY HAS BEEN PREPARED WITHOUT THE BENEFIT OF A TITLE REPORT AND IS SUBJECT TO RECORDED AND UNRECORDED EASEMENTS AND ANY OTHER PERTINENT FACTS WHICH A COMPLETE AND ACCURATE TITLE SEARCH MIGHT DISCLOSE. 2.TOPOGRAPHIC INFORMATION SHOWN HEREON WAS OBTAINED IN THE FIELD BY FRENCH & TOPOGRAPHIC INFORMATION SHOWN HEREON WAS OBTAINED IN THE FIELD BY FRENCH & PARRELLO ASSOCIATES, P.A. BETWEEN THE DATES OF JULY 22, 2016 AND JULY 29, 2016. 3.WETLAND FLAG LOCATIONS SHOWN HEREON WERE DELINEATED BY MICHAEL BAKER WETLAND FLAG LOCATIONS SHOWN HEREON WERE DELINEATED BY MICHAEL BAKER INTERNATIONAL AND LOCATED IN THE FIELD BY FRENCH & PARRELLO ASSOCIATES, ON JULY 26, 2016. 4.THE HORIZONTAL AND VERTICAL DATUM REFERENCED ON THIS SURVEY IS BASED ON GPS THE HORIZONTAL AND VERTICAL DATUM REFERENCED ON THIS SURVEY IS BASED ON GPS OBSERVATIONS AND IS RELATIVE TO NAD 83/NAVD 88 ADJUSTMENT. 5.ANY UNDERGROUND UTILITIES SHOWN HEREON ARE BASED ON ABOVE GROUND OBSERVATIONS, ANY UNDERGROUND UTILITIES SHOWN HEREON ARE BASED ON ABOVE GROUND OBSERVATIONS, UTILITIES SHOWN HEREON ARE BASED ON ABOVE GROUND OBSERVATIONS, SHOWN HEREON ARE BASED ON ABOVE GROUND OBSERVATIONS, UTILITY MARKING FOUND IN THE FIELD AND/OR INFORMATION SUPPLIED BY THE UTILITY COMPANIES. SINCE NO PHYSICAL LOCATION OF THE UNDERGROUND FACILITIES HAVE BEEN MADE BY THE UNDERSIGNED, NO GUARANTEE IS BEING MADE FOR THEIR COMPLETENESS OR ACCURACY. 6.THE UNDERSIGNED PROFESSIONAL IS NOT QUALIFIED TO MAKE ANY DETERMINATION AS TO THE THE UNDERSIGNED PROFESSIONAL IS NOT QUALIFIED TO MAKE ANY DETERMINATION AS TO THE EXISTENCE OR NON-EXISTENCE OF HAZARDOUS MATERIALS. THEREFORE, NO STATEMENT IS BEING HAZARDOUS MATERIALS. THEREFORE, NO STATEMENT IS BEING . THEREFORE, NO STATEMENT IS BEING THEREFORE, NO STATEMENT IS BEING MADE OR IMPLIED HEREON, NOR SHOULD IT BE ASSUMED OR CONSTRUED THAT ANY STATEMENT IS BEING MADE BY THE FACT THAT NO EVIDENCE OF HAZARDOUS MATERIALS IS PORTRAYED HEREON. THE CLIENT SHOULD PURSUE THESE MATTERS SEPARATE AND APART FROM THIS SURVEY. 7.IF THIS DOCUMENT DOES NOT CONTAIN THE RAISED SEAL OF THE UNDERSIGNED PROFESSIONAL, IF THIS DOCUMENT DOES NOT CONTAIN THE RAISED SEAL OF THE UNDERSIGNED PROFESSIONAL, RAISED SEAL OF THE UNDERSIGNED PROFESSIONAL, OF THE UNDERSIGNED PROFESSIONAL, OF THE UNDERSIGNED PROFESSIONAL, IT IS NOT A VALID COPY OF THE SURVEY AND NO LIABILITY IS ASSUMED FOR THE INFORMATION SHOWN HEREON. 8.THIS SURVEY AND THE INFORMATION SHOWN HEREON IS PRIVILEGED AND HAS BEEN PREPARED THIS SURVEY AND THE INFORMATION SHOWN HEREON IS PRIVILEGED AND HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF THE COUNTY OF ATLANTIC FOR DESIGN PURPOSES ONLY. THIS SURVEY AND THE INFORMATION CONTAINED HEREON CANNOT BE USED FOR ANY OTHER PURPOSE WITHOUT THE WRITTEN PERMISSION OF THE UNDERSIGNED PROFESSIONAL. 9.SOME FEATURES/STRUCTURES WERE SUPPLEMENTED FROM BRIDGE AND CONSTRUCTION PLANS AS SOME FEATURES/STRUCTURES WERE SUPPLEMENTED FROM BRIDGE AND CONSTRUCTION PLANS AS NOTED IN MAP REFERENCE No. 6. MAP REFERENCES: 1.ROAD RETURN PLAN ENTITLED "LOCATION MAP OF SMITHVILLE-PORT REPUBLIC ROAD, AS ROAD RETURN PLAN ENTITLED "LOCATION MAP OF SMITHVILLE-PORT REPUBLIC ROAD, AS MONUMENTED FOR, ATLANTIC COUNTY, NEW JERSEY", DATED 1933, AND FILED WITH THE ATLANTIC COUNTY CLERK'S OFFICE AS FILE NUMBER 10-C-2. 2.ROAD RETURN PLAN ENTITLED "LOCATION MAP OF PITNEY ROAD, AS MONUMENTED FOR ROAD RETURN PLAN ENTITLED "LOCATION MAP OF PITNEY ROAD, AS MONUMENTED FOR ATLANTIC COUNTY, NEW JERSEY", DATED 1933, AND FILED WITH THE ATLANTIC COUNTY CLERK'S OFFICE. 3.A PLAN ENTITLED "PLAN SHOWING EXISTING RIGHT-OF-WAY AND SLOPE RIGHTS TO BE A PLAN ENTITLED "PLAN SHOWING EXISTING RIGHT-OF-WAY AND SLOPE RIGHTS TO BE SECURED FOR RECONSTRUCTION OF APPROACHES TO BRIDGE OVER NACOTE CREEK ON SMITHVILLE - PORT REPUBLIC ROAD, PORT REPUBLIC CITY, ATLANTIC COUNTY, NEW JERSEY", FILED WITH THE COUNTY CLERKS' OFFICE AS FILE NUMBER 103PR-14. 4.A MINOR SUBDIVISION PLAN ENTITLED "HANSELMAN - MINOR SUBDIVISION, BLOCK 11, LOTS 49, A MINOR SUBDIVISION PLAN ENTITLED "HANSELMAN - MINOR SUBDIVISION, BLOCK 11, LOTS 49, 50, 51 & 53, CITY OF PORT REPUBLIC, COUNTY OF ATLANTIC, STATE OF NEW JERSEY", PREPARED BY DUFFY, DOLCY, McMANUS & ROESCH, DATED JANUARY 26, 2005, LAST REVISED APRIL 13, 2005. FILED WITH THE ATLANTIC COUNTY CLERK'S OFFICE AS FILE No. 2005070285. 5.THE OFFICIAL TAX MAP OF THE CITY OF PORT REPUBLIC, ATLANTIC COUNTY, NEW JERSEY THE OFFICIAL TAX MAP OF THE CITY OF PORT REPUBLIC, ATLANTIC COUNTY, NEW JERSEY SHEET No.s 16 & 17. 6.BRIDGE CONSTRUCTION DRAWINGS ENTITLED "2007 SUPERSTRUCTURE REPAIRS AT, NACOTE BRIDGE CONSTRUCTION DRAWINGS ENTITLED "2007 SUPERSTRUCTURE REPAIRS AT, NACOTE CREEK BRIDGE (PR-7), IN PORT REPUBLIC CITY", PREPARED BY ATLANTIC COUNTY, DEPARTMENT OF REGIONAL PLANNING AND DEVELOPMENT DIVISION OF ENGINEERING, SIGNED AND DATED FEBRUARY 21, 2008. DEED REFERENCES: DEED FOR BLOCK 11, LOT 47 AS SET FORTH IN A BARGAIN AND SALE DEED WITH COVENANTS FILED WITH THE ATLANTIC COUNTY CLERK'S OFFICE IN DEED BOOK 13521, PAGE 73661, DATED DECEMBER 14, 2012. (PLOTTED AND SHOWN). [AFFECTS SMITHVILLE - PORT REPUBLIC ROAD] (PLOTTED AND SHOWN). [AFFECTS SMITHVILLE - PORT REPUBLIC ROAD] DEED FOR BLOCK 11, LOT 51 AS SET FORTH IN A CORRECTIVE DEED FILED WITH THE ATLANTIC COUNTY CLERK'S OFFICE IN DEED BOOK 12787, PAGE 15279, DATED FEBRUARY 25, 2008. (PLOTTED (PLOTTED AND SHOWN) [AFFECTS SAINT JOHN'S LANE]. DEED FOR BLOCK 11, LOT 54 AS SET FORTH IN A DEED FILED WITH THE ATLANTIC COUNTY CLERK'S OFFICE IN DEED BOOK 7290, PAGE 77918, DATED AUGUST 29, 2002. (PLOTTED AND SHOWN). (PLOTTED AND SHOWN). [AFFECTS SMITHVILLE - PORT REPUBLIC ROAD AND SAINT JOHN'S LANE] DEED FOR BLOCK 11, LOT 55 AS SET FORTH IN A DEED FILED WITH THE ATLANTIC COUNTY CLERK'S OFFICE IN DEED BOOK 6484, PAGE 331, DATED MAY 20, 1990. (PLOTTED AND SHONW). AFFECTS (PLOTTED AND SHONW). AFFECTS NACOTE CREEK & SMITHVILLE - PORT REPUBLIC ROAD). DEED FOR BLOCK 11, LOT 56 AS SET FORTH IN A DEED FILED WITH THE ATLANTIC COUNTY CLERK'S OFFICE IN DEED BOOK 2978, PAGE 49, DATED OCTOBER 21, 1975. (PLOTTED AND SHOWN). (PLOTTED AND SHOWN). [AFFECTS SAINT JOHN'S LANE]. DEED FOR BLOCK 29, LOT 23.01 AS SET FORTH IN A CORRECTIVE DEED FILED WITH THE ATLANTIC COUNTY CLERK'S OFFICE IN DEED BOOK 13807, PAGE 54054, DATED SEPTEMBER 30, 2014. (PLOTTED AND SHOWN). [AFFECTS SMITHVILLE - PORT REPUBLIC ROAD]. A 28.50 ROAD WIDENING EASEMENT FOR BLOCK 29, LOT 23.01 AS SET FORTH IN A CORRECTIVE DEED FILED WITH THE ATLANTIC COUNTY CLERK'S OFFICE IN DEED BOOK 13807, PAGE 54054, DATED SEPTEMBER 30, 2014. (PLOTTED AND SHOWN). [AFFECTS SMITHVILLE - PORT REPUBLIC (PLOTTED AND SHOWN). [AFFECTS SMITHVILLE - PORT REPUBLIC ROAD]. DEED FOR BLOCK 29, LOT 23.02 AS SET FORTH IN A NOTICE OF SETTLEMENT FILED WITH THE ATLANTIC COUNTY CLERK'S OFFICE AS CFN No. 0106033. (PLOTTED AND SHOWN). [AFFECTS (PLOTTED AND SHOWN). [AFFECTS SMITHVILLE - PORT REPUBLIC ROAD]. DEED FOR BLOCK 29, LOT 23.03 AS SET FORTH IN A DEED FILED WITH THE ATLANTIC COUNTY CLERK'S OFFICE IN DEED BOOK 13538, PAGE 3904, DATED JANUARY 22, 2013. (PLOTTED AND (PLOTTED AND SHOWN). [AFFECTS SMITHVILLE - PORT REPUBLIC ROAD]. A 28.50 ROAD WIDENING EAEMENT FOR BLOCK 29, LOT 23.03 AS SET FORTH IN A DEED OF PROPERTY FILED WITH THE ATLANTIC COUNTY CLERK'S OFFICE IN DEED BOOK 6634, PAGE 246, DATED FEBRUARY 23, 2000. (PLOTTED AND SHOWN). [AFFECTS SMITHVILLE - PORT REPBLIC ROAD]. (PLOTTED AND SHOWN). [AFFECTS SMITHVILLE - PORT REPBLIC ROAD]. A RIGHT OF WAY EASEMENT FOR BLOCK 29, LOT 23.03 AS SET FORTH IN A MAP ENTITLED RIGHT-OF-WAY MAP #36-108 FIELD WITH THE ATLANTIC COUNTY CLERK'S OFFICES IN DEED BOOK 3330, PAGE 100, DATED APRIL 3, 1979. (PLOTTED AND SHOWN). [AFFECTS UTILITY POLE #27504 (PLOTTED AND SHOWN). [AFFECTS UTILITY POLE #27504 AND UNDERGROUND ELECTRICAL CABLE]. DEED FOR BLOCK 29, LOT 23.03 AS SET FOR IN A DEED FILED WITH THE ATLANTIC COUNTY CLERK'S OFFICE IN DEED BOOK 4528, PAGE 224, DATED SEPTEMBER 8, 1987. [EASEMENT AND [EASEMENT AND COVENANTS LISTED IN AFFECT LOT 23.03]. DEED FOR BLOCK 33, LOT 8 AS SET FORTH IN A MORTGAGE FILED WITH THE ATLANTIC COUNTY CLERK'S OFFICE IN DEED BOOK 4653, PAGE 114 DATED FEBRUARY 13, 2003. (PLOTTED AND (PLOTTED AND SHOWN). [AFFECTS NACOTE CREEK AND RIVERSIDE DRIVE]. DEED FOR BLOCK 34, LOT 3.01 AS SET FORTH IN A DEED FILED WITH THE ATLANTIC COUNTY CLEKR'S OFFICE IN DEED BOOK 5358, PAGE 268, DATED MAY 13, 1992. (PLOTTED AND SHOWN). (PLOTTED AND SHOWN). [AFFECTS PITNEY ROAD AND RIVERSIDE DRIVE]. DEED FOR BLOCK 35, LOT 1.01 AS SET FORTH IN A DEED FILED WITH THE ATLANTIC COUNTY CLERK'S OFFICE IN DEED BOOK 6322, PAGE 33, DATED JULY 6, 1998. (PLOTTED AND SHOWN) [AFFECTS SMITHVILLE - PORT REPUBLIC ROAD AND PITNEY ROAD]. BENCH MARKS BM-1 - BENCH TIE IN UTILITY POLE, ELEVATION 4.24 BM-2 - BENCH TIE IN UTILITY POLE, ELEVATION 8.31 GEODETIC MONUMENT - 634-06.2 DESCRIPTION:ALUMINUM DISK SET IN CONCRETE MONUMENT IN THE TRAFFIC ISLAND IN THE SOUTH ALUMINUM DISK SET IN CONCRETE MONUMENT IN THE TRAFFIC ISLAND IN THE SOUTH CORNER OF PITNEY ROAD (C.R. 634) AND OLD NEW YORK ROAD (C.R. 610). 27'±EAST OF THE PHYSICAL CENTERLINE OF PITNEY ROAD. 32'± WEST OF THE PHYSICALCENTERLINE OF OLD NEW YORK ROAD. 18'± SOUTH OF THE STONE MEMORIAL.DISK IS 0.2± BELOW THE GROUND. SET BY ATLANTIC COUNTY IN 2005 AND LASTRECOVERED IN 2015. MARKER TYPE:CONCRETE MONUMENT, IN GOOD CONDITION CONCRETE MONUMENT, IN GOOD CONDITION NORTHING: 248627.18 (NAD83, SURVEY FEET) 248627.18 (NAD83, SURVEY FEET) EASTING: 496533.19 (NAD83, SURVEY FEET) 496533.19 (NAD83, SURVEY FEET) COMBINED SCALE FACTOR: 0.9999 ELEVATION (NAVD 1988):3.55 FEET 3.55 FEET ELEVATION (NGVD 1927):4.82 FEET 4.82 FEET

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EXISTING CONDITIONS PLAN FOR A PORTION OF OLD YORK ROAD OVER THE NACOTE CREEK & AT THE INTERSECTION OF PITNEY ROAD & RIVERSIDE DRIVE SITUATED IN CITY OF PORT REPUBLIC ATLANTIC COUNTY, NEW JERSEY

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BASE LINE NOTES: 1.SURVEY BASE LINE STATIONING SHOWN REFERENCES ROAD RETURN PLANS PROVIDED BY SURVEY BASE LINE STATIONING SHOWN REFERENCES ROAD RETURN PLANS PROVIDED BY THE COUNTY OF ATLANTIC ENTITLED" LOCATION MAP OF SMITHVILLE-PORT REPUBLIC ROAD, AS MONUMENTED FOR, ATLANTIC COUNTY, NEW JERSEY", DATED 1933, AND FILED WITHE ATLANTIC COUNTY CLERK'S OFFICE AS FILE NUMBER 10-C-2. IN ADDITION TOO, A PLAN ENTITLED "LOCATION MAP OF PITNEY ROAD, AS MONUMENTED FOR ATLANTIC COUNTY, NEW JERSEY", DATED 1933, AND FILED WITH THE COUNTY CLERK'S OFFICE. 2.SUVEY BASE LINE STATIONING SHOWN FOR RIVERSIDE DRIVE WAS ASSIGNED STATIONING SUVEY BASE LINE STATIONING SHOWN FOR RIVERSIDE DRIVE WAS ASSIGNED STATIONING VALUES FOR THESE DRAWINGS BUT DO NOT REFERENCE ANY SPECIFIC PLANS.

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LOT 23.03 IS SUBJECT TO RIPARIAN CLAIMS OF THE STAE OF NEW JERSEY AS SHOWN ON A MINOR SUBDIVISION OF LOT 23, BLOCK 29 IN PORT REPUBLIC BY DENNIS E. DUFFY ASSOCIATES DATED APRIL 23, 1987. LOT 23.03 IS SUBJECT TO A 25' WIDE AREA OF NO CLEARING OR CONSTRUCTION RUNNING PARALLEL TO THE WELTANDS LINE AS SHOWN ON A MINOR SUBDIVISION PLAN OF LOT 23, BLOCK 29 IN PORT REPUBLIC BY DENNIS E. DUFFY ASSOCAITES DATED APRIL 23, 1987.

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geotechnical foundation report

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