Geotechnical Report.pdf

GEOTECHNICAL

REPORT NO. 11-00

PROJECT PRA DEWA 14(5)

DELAWARE WATER GAP NATIONAL RECREATION AREA

ROADWAY RECONSTRUCTION MP 15 TO 18.1

TOM’S CREEK BRIDGE REPLACEMENT

U.S. ROUTE 209

PIKE COUNTY, PENNSYLVANIA

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

MAY 2002

TABLE OF CONTENTS

REPORT PAGE

INTRODUCTION

GENERAL

PROJECT DESCRIPTION

REGIONAL GEOLOGY

PROCEDURES AND RESULTS

SOIL BORINGS

PAVEMENT CONDITION SURVEY

SAMPLING

FIELD TESTS AND MEASUREMENTS

DATA SUMMARY

LABORATORY INVESTIGATION

FINDINGS

GROUNDWATER

ANALYSIS AND CONCLUSIONS

PAVEMENTS

BRIDGE FOUNDATIONS

RECOMMENDATIONS

PAVEMENTS

FOUNDATIONS

ABUTMENT WALLS

CONSTRUCTION CONSIDERATIONS

DISCLAIMER/LIMITATIONS CLAUSE

APPENDICES

APPENDIX A - Figures APPENDIX B - Boring Location Plans APPENDIX C - Boring Logs APPENDIX D - Laboratory Data APPENDIX F – Spread Footings Allowable Bearing Capacity Calculations APPENDIX E - Pile Design Analyses APPENDIX G - Pavement Design

Note: Design changes subsequent to publication of this report and prior to project advertisement will be documented by a memo inserted after the title page.

GEOTECHNICAL

REPORT NO. 11-00

DELAWARE WATER GAP NATIONAL RECREATION AREA

ROADWAY RECONSTRUCTION MP 15 TO 18.1

TOM’S CREEK BRIDGE REPLACEMENT

U.S. ROUTE 209

PIKE COUNTY, PENNSYLVANIA

INTRODUCTION

General

This report presents the results of the geotechnical investigation for Project PRA DEWA 14(5).

The project involves roadway rehabilitation/reconstruction and bridge replacement at Tom’s Creek in Delaware Water Gap National Recreation Area, Pike County, Pennsylvania. Project Location and Vicinity Maps are presented in Appendix A.

Project Description

The project is part of the rehabilitation/reconstruction of the pavements of U.S. Route 209 between kilometer points (KP) 0 and 34.6 (milepost (MP) 0 and 21.5), and includes replacement of Tom’s Creek Bridge and other traffic safety improvements in Delaware Water Gap National Recreation Area. This report provides recommendations for the pavement design for the section of U.S. Route 209 between KP 24.1 and 25.9 (MP 15.0 and 16.1) and the foundations of Tom’s Creek Bridge replacement. Geotechnical pavement recommendations for the remaining sections of U.S. Route 209 were provided in previous reports.

Available information indicate that U.S. Route 209 was constructed in 1940 using wire mesh reinforced Portland cement concrete (RPCC) pavements with lane widths of 2.75 to 3.05 m. The roadway was widened subsequently to 3.66 m wide lanes using asphalt concrete (AC) and several AC overlays were applied during the subsequent maintenance/rehabilitation projects.

Tom’s Creek Bridge is located at KP 7.89 (MP 4.9) on U.S. Route 209. Based on the bridge inspection report, Tom’s Creek Bridge was built in 1932 and consists of a single span,

9.8 m long, concrete tee beams and cast-in-place deck 10.6 m wide. The bridge inspection report rated the bridge as deficient and in extremely poor condition due to widespread severe deterioration of the structural concrete as well as erosion and undermining at the approaches. Based on Hydraulics recommendations, the replacement bridge will be a single span, 18 m long bridge. The replacement bridge will consist of Type II AASHTO girders and cast-in-place concrete deck.

Regional Geology

Delaware Water Gap National Recreation Area is located within the Valley and Ridge Province of Pennsylvania. Faulted and folded sedimentary layers of sandstone, shale, and limestone that

DELAWARE WATER GAP NATIONAL PARK

PIKE COUNTY, PENNSYLVANIA

range in age from Cambrian to Devonian characterize the Valley and Ridge. Alternating belts of erosion-resistant sandstone and easily eroded shale and limestone creates long, parallel northeast-southwest trending ridges and valleys.

Sedimentary rocks of the Mahantango Formation underlie the project site. The Mahantango Formation consists of interbedded, dark gray siltstone, shale and claystone, according to “Geology and Mineral resources of Pike County, Pennsylvania, 1989”.

Several types of alluvium and alluvial formations dominate the near surface geology along the project site. These include Alluvium, Alluvial Fan and Olean Kame Terrace formations. The Alluvium and Alluvial Fan series consist of unconsolidated clay, silt, sand, gravel, cobbles and some boulders. The Olean Kame Terrace consists of unconsolidated, stratified clay and gravel, commonly containing large boulders. The site geologic Maps are presented in Figures 2 and 3 in Appendix A.

PROCEDURES AND RESULTS

The field investigations for this project consisted of a subsurface exploration program and a generalized pavement condition survey. General procedures used during performance of the field investigations are expounded as follows:

Soil Borings

On October 17, 2000, eight (8) roadway pavements (RB-1 through RB-8) and one structural Boring (B-1) were drilled using a trailer-mounted CME 45 drill rig. The fieldwork was conducted by Eastern Federal Lands Highway Division (EFLHD) geotechnical field crew. Due to mechanical problems encountered with the drill rig while drilling Boring B-1, the boring was terminated at a depth of 3.0 m. The remaining structural Borings B-1A, B-2, B-3, B-3a and B-3b were drilled on June 13, 2001 using a tractor-mounted CME 850 drill rig. Borings RB-1 through RB-8 were drilled within the section of the northbound and southbound lanes of U.S. Route 209 between KP 24.1 and 25.9 (MP 15 and 16.1) and Borings B-1 through B-3b were drilled at the proposed locations of the north and south abutments of Tom’s Creek Bridge. Borings were advanced using hollow-stem augers to depths ranging from 1.83 to 12.8 m. The approximate location of each boring is shown on the Boring Location Plans in Appendix B.

Pavement Condition Survey

A pavement condition survey was conducted by Eastern Federal Lands Highway Division (EFLHD) geotechnical personnel during October 2000. The pavement condition survey was conducted in general accordance with the ADistress Identification Manual for the Long-Term Pavement Performance Project (SHRP-P-338)@. The pavement condition survey consisted of recording the types, severity and extent of the various pavement distresses that were observed.

The recorded pavement distress observations will be used in making a preliminary determination of the feasible technique for pavement rehabilitation or ultimately reconstruction.

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Sampling

Sampling of materials beneath the tip of the hollow-stem augers was performed in each boring through the auger stem as borings were advanced. Representative soil samples were retrieved using 50 mm outside diameter split-barrel sampler in accordance with AASHTO T200-87.

Sampling was typically conducted at 0.76 m intervals to a depth of 3.0 m and at 1.5 m intervals thereafter. Representative portions of split-spoon samples were preserved in glass jars for laboratory testing. The sampling sequence and associated jar samples for each boring are presented on its appropriate Boring Log in Appendix C.

Field Tests and Measurements

The following field tests and measurements were performed by exploration personnel during the course of the subsurface exploration. Boring locations were determined from features present on site. Standard penetration tests (SPT) were performed and resistances were recorded during the recovery of each split barrel sample, in accordance with AASHTO T206-87. The sampler was driven into the soil using an automatic hammer. Sample recovery measurements were made and recorded for each sampling attempt. Asphalt and base thickness were measured for each pavement encountered. The relative consistency of each cohesive soil sample was estimated using a calibrated penetrometer. A field description by color and texture was made for each recovered soil sample. The depth of groundwater, if present, was measured at the time of completion of each boring, and again prior to backfilling the boreholes.

Data Summary

The results of the field tests and measurements were recorded on the driller’s logs and appropriate data sheets in the field. These data sheets and logs contain information concerning the boring methods; samples attempted and recovered; indications of the presence of various materials such as gravel, pebbles, organic matter, etc. They also contain interpretations by the exploration foreman of the conditions between samples based on the performance of the equipment and cuttings brought to the surface by the drilling tools. Therefore, the field data represents both factual and interpretative information.

The Boring Logs in Appendix C of this report represent a compilation of field, and laboratory data and descriptions of the soil and rock samples by a geotechnical engineer. Occasionally, these records do not include all data recorded on driller=s logs and field data sheets, but do include all information considered relevant to the design and construction of this project.

Laboratory Investigation

At the conclusion of the fieldwork, laboratory testing was conducted on select representative soil samples. Laboratory tests included gradation (AASHTO T-27), Atterberg limits (AASHTO T-89, T-90), classification (AASHTO T-317) and moisture content (AASHTO T-265). The results of the laboratory tests on the jar and undisturbed Shelby tube samples are presented in Appendix D and summarized in Table 1.

Table 1 - Laboratory Tests Results

Boring No.

Sample

Sample Depth

(ft) % mc

% finer

LL1)

PI2)

Classification

KP 24.1 to KP 25.9

RB-1 J-1 0.6 – 1.2 11.3 39.6 ND NP A-4

RB-3 J-1 0.6 – 1.2 9.1 12.1 ND NP A-1-a

RB-5 J-1 0.6 – 1.2 12.6 31.8 ND NP A-2-4

RB-7 J-1 0.6 – 1.2 4.3 8.4 ND NP A-1-a

Bridge Structural Borings B-1A J-3 3.0 – 3.7 2.7 6.6 ND NP A-1-a

B-1A J-6 7.6 – 8.2 21.3 10.2 ND NP A-3

B-2 J-2 1.5 – 2.1 5.8 6.3 ND NP A-1-a B-2 J-4 4.6 – 5.2 14.4 4.5 ND NP A-1-a B-2 J-8 10.7 – 11.3 15.6 4.6 ND NP A-1-a B-3 J-2 1.5 – 2.1 8.9 8.8 ND NP A-1-a

1) ND = Not determined 2) NP = none - plastic

Findings

Subsurface soil and groundwater conditions encountered during the field exploration program are summarized in the boring logs presented in Appendix C. Findings of the subsurface exploration program are expounded as follows:

Roadway Borings KP 24.1 to KP 25.9 (MP 15 to MP 16.1)

A summary of the encountered pavement components within the investigated section of U.S. Route 209 between KP 24.1 and KP 25.9 (MP 15 and MP 16.1) is presented in Table 2.

PIKE COUNTY, PENNSYLVANIA

Table 2 – Summary of Pavement Components

U.S. Route 209 – KP 24.1 to KP 25.9 (mp 15 to mp 16.1)

Boring No.

Boring Location

KP / Approx. Station Lane

Offset

(m)

AC

Thickness

(mm)

PCC

Thickness

(mm)

Subgrade

RB-1 24.1 / 110+236 NB 2.1 R 200 200 A-4

RB-1A 24.1 / 110+234 NB 3.4 R 210 -- --

RB-2 24.1 / 110+766 NB 2.0 R 210 210 Silty sand

RB-3 24.1 / 111+227 NB 1.75 R 210 220 A-1-a

RB-4 25.9 / 111+758 NB 2.1 R 250 -- Silty sand

RB-5 25.9 / 111+821 SB 1.5 L 400 -- A-2-4

RB-6 25.9 / 111+478 SB 2.0 L 180 170 Silty sand

RB-7 25.9 / 111+029 SB 1.8 L 210 200 A-1-a

RB-8 25.9 / 110+477 SB 1.8 L 210 210 Silty sand

As shown in Table 2, AC thickness measured in the drilled borings varied between 180 and 400 mm and averaged 210 mm. The AC was underlain by PCC that varied in thickness between 170 and 220 mm and averaged 200 mm. No PCC base was encountered in Borings RB-1A, RB-4 and RB-5.

SILTY SAND – Beneath the pavement, brown and gray silty sand (A-2-4, A-4) was encountered to the termination depths of Borings RB-1, RB-2, RB-4, RB-5, RB-6 and RB-8. SPT resistances recorded within the silty sands ranged from 5 to 31 blows per 300 mm indicating loose to medium dense conditions. Laboratory test results indicate natural moisture contents varied from 11.3% to 12.6%, non-plastic plasticity index and 31.8 to

39.6 percent fines.

SAND – Beneath the pavement in Borings RB-3 and RB-7, brown and gray silty sand (A-1-a) was encountered to the termination depths of the borings. SPT resistances recorded within the silty sands ranged from 12 to 29 blows per 300 mm indicating medium dense conditions. Laboratory test results indicate natural moisture contents varied from 4.3% to 9.1%, non-plastic plasticity index and 8.4 to 12.1 percent fines.

The findings of the pavement condition survey conducted for the portion of U.S. Route 209 between KP 24.1 and KP 25.9 (MP 15 and 16) are presented in Summary of Pavement Condition Survey in Appendix D. The pavements within the surveyed section of U.S. Route 209 were generally observed to experience fatigue, longitudinal, transverse and patching distresses of various degrees (i.e. low, medium to high) at several locations. It was also observed that the AC

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pavements within the lane widening strip and at the joint between the original PCC pavement and AC widening experienced 25 to 75 mm settlements with high severity fatigue, and longitudinal cracks.

Bridge Structural Borings KP 7.9 (MP 4.9)

Borings B-1 and B-1A were drilled near the north abutment; Boring B-2 was drilled within the south abutment’s new location that is proposed for widening of the bridge.

Three additional borings/auger probes (B-3, B-3A and B-3B) were drilled at approximately 16 to 18 m south of the existing south abutment to investigate the location and depth to bedrock.

As indicated on the records of soil exploration, the pavement encountered in the drilled borings consist of 100 mm thick AC underlain by 300 mm aggregate base course.

FILL – Beneath the pavement in Borings B-1A, B-2 and B-3, fill and/or disturbed soils were encountered to depths ranging from 0.9 to 2.1 m. The matrix of the fill consists predominantly of fine to coarse sand with varying amounts of weathered rock fragments, silt and trace of brick fragments. SPT resistances recorded within the fill ranged from 18 to 38 blows per 300 mm indicating medium dense to dense conditions.

SAND & WEATHERED ROCK FRAGMENTS – Beneath the fill or pavement in all borings, brown and gray sand and weathered rock fragments (A-1-a) were encountered to depths of 6.7 and 5.2 m in Borings B-1A and B-2 and to the termination depths of Borings B-3, B-3A and B-3B. SPT resistances recorded within the sands and weathered rock fragments ranged from 10 to 27 blows per 300 mm indicating loose to medium dense conditions. Laboratory test results indicate natural moisture contents varied from 2.7% to 14.4%, non-plastic plasticity index and 4.5 to 6.6 percent fines.

SAND – Brown fine to medium sand (A-1-a) was encountered from beneath the sand and weathered rock fragments stratum to the termination depths of Borings B-1A and B-2.

SPT resistances recorded within the sand ranged from 6 to 16 blows per 300 mm indicating loose to medium dense conditions. Laboratory test results indicate natural moisture contents varied from 15.6% to 21.3%, non-plastic plasticity index and 4.6 to

10.2 percent fines.

Groundwater

No groundwater was encountered during drilling in any of the roadway borings and the bridge structural borings, except in Boring B-1A, where water was encountered at a depth of 3.7 m.

All roadway borings were dry following completion of drilling. Groundwater was recorded at a depth of 3.6 m in Boring B-1A; the remaining bridge structural borings were dry. Fluctuations in the groundwater level due to seasonal and climatic effects should be expected.

PIKE COUNTY, PENNSYLVANIA

ANALYSIS AND CONCLUSIONS

Pavements

Design analyses were conducted for an asphalt concrete (AC) overlay over a PCC base, AC overlay over Rubblized PCC base and for new flexible pavement using the 1997 AASHTO Pavement Design, DARWin Pavement Design System (V. 3.01).

Pavement design analyses were conducted for a 20-year design period. The design analyses to determine the 18-kips equivalent single axle loads (ESAL’s) were performed using the Rigorous ESAL Calculation in DARWin and were based upon initial Average Daily Traffic (ADT) vehicle classification data obtained from records provided by Delaware Water Gap personnel.

The effective roadbed soil resilient Modulus (MR) was correlated from the CBR values. Resilient Modulus used for the analysis was 9000 psi, which corresponds to a CBR of 6. Other parameters specified in the analyses include a reliability of 85 percent, and overall standard deviation of 0.49, an initial serviceability index of 4.2, and a terminal serviceability index of 2.5. The results of the pavement design analysis are presented in Appendix E.

The design of the AC overlay over PCC included estimating existing effective pavement thickness using the Condition Survey Method (CSM). A durability adjustment factor (Fdu) of 0.8 was used in the analysis to account for any durability distress in the existing PCC. The required pavement thickness for future traffic was calculated based on traffic data and subgrade material strength parameters. PCC modulus of rupture of 656 psi, PCC elastic modulus of 24.7 x 106 kPa and static k-value of 40.7 kPa/mm were used in the pavement design.

Based on review of the previous pavement design and construction projects along U.S. Route 209 and the results of the field investigation, laboratory tests and design analysis, two options were considered for rehabilitation of the pavements within the project section of U.S. Route 209 as follows:

PCC Rubblization and SACP Overlay – Rubblization is generally defined as the process of breaking PCC pavements into pieces having a nominal maximum size (NMS) of 75 mm or less above and 200 mm or less below any reinforcement.

The process involves removal of the AC overlay, rubblization of the PCC pavement, cutting and removing exposed steel reinforcement, proof rolling fractured PCC, sub-excavating soft areas and backfilling with aggregate base, compacting the rubblized PCC, addition of aggregate base as required then placement of a SACP leveling course followed by an SACP surface course. Edge drains should be installed within the locations having the potential for trapping water underneath the pavements prior to the rubblization process.

Pavements within the widened sections of U.S. Route 209 consist of AC with an average thickness of 200 mm. Because of the existing AC pavement, no rubblization could be

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PIKE COUNTY, PENNSYLVANIA

performed within the widened sections and reconstruction will be performed instead.

Rehabilitation of the PCC Base Followed by SACP Overlay – This method involves removal of the AC overlay, rehabilitation of the PCC base to include joint and cracks repair followed by placement of SACP leveling and surface courses.

Using this method will require removal of the AC pavement from the widened lane of U.S. Route 209 and construction of a new PCC base tied to the existing PCC base followed by placement of the SACP leveling and surface courses.

Several other alternatives were considered for rehabilitation of the pavement along U.S. Route 209, these alternatives include pavement reconstruction and PCC crack and seat with SACP overlay. However, The PCC rubblization and SACP overlay is recommended because it is a cost effective alternative compared to the reconstruction alternative. Using PCC rubblization method will eliminate all future reflective cracking concerns compared to the PCC crack and seat or PCC rehabilitation methods.

Bridge Foundations

The foundation design analyses included analyzing two types of foundation systems to determine the load carrying capacity and cost effectiveness of each type. The first system consists of a shallow foundation that was analyzed for carrying the bridge loads. Settlements associated with the maximum allowable bearing pressure were also calculated. The second system consists of a deep foundation that includes the analyses of Monotubes and steel pipe piles for supporting the bridge loads. Analyses procedures and results are expounded as follows:

Shallow Foundations - Allowable bearing capacity calculations were performed using methods from AASHTO Standards for design of Highway Bridges (AASHTO, 1996) and Foundation Analysis and Design, Bowles, 1996. Ultimate bearing capacity calculations were performed assuming footing’s bottom will be established on soils having SPT resistance values of 10 blows foot or higher comparable to those encountered in Borings B-1A and B-2 at approximate Elevation 110.0. The maximum allowable bearing capacity was calculated using a safety factor of 3. Design calculation details are presented in Appendix F.

Based on the soils encountered in Borings B-1A and B-2, parameters used in the calculation of the allowable bearing capacity include unit weight (�) of 18.1 kN/m3 and angle of internal friction (�) of 32o for base widths (B) of 2.0 and 3.0 m. Using a safety factor (SF) of 3, allowable bearing capacities of 68.14 kPa and 78.94 kPa were calculated for footing widths of 2.0 and 3.0 m, respectively. A large footing size is required to support the load provided by Bridge of 4225.8 kN and the calculated allowable bearing capacity of the soil. Therefore, a deep foundation is recommended for carrying the bridge loads.

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Deep Foundations - Two types of driven piles were analyzed for the support of the bridge abutments. The analyses included determining the ultimate and allowable bearing capacities of Monotube piles and closed-end steel pipe piles. Axial pile capacities were analyzed using the FHWA computer program Driven v. 1.1, (April, 2000).

Based on the boring logs, SPT N-values and laboratory test results, cohesion (Cu) and/or angle of internal friction (�) and total unit weight (γ) were specified for each soil layer.

Groundwater depth was entered in the program and effective unit soil weight (γ=) was then calculated. Scour depth recommendations was provided by Hydraulics and entered in the analysis. Depth of pile top was assumed at 3.0 m beneath existing ground surface.

Soils encountered from the existing ground line to the estimated bottom of pile caps or scour depth were assumed not contribute to the axial pile capacity. A safety factor of

2.75 was used to calculate the allowable bearing capacity. The safety factor was selected assuming wave equation analysis will be used for construction control as recommended by FHWA “Design and Construction of Driven Pile Foundations, 11/98”. A Monotube pile with Type Y taper and 203.2 mm x 356 mm x 4.57 m (8 in. x 14 in. x 15 feet), Tip Point Diameter x Top Diameter x Tapered Section Length and a 304.8 mm diameter closed-end steel pipe pile were used in the analysis. The input soil and groundwater data and out put results are presented in Appendix E.

Ultimate bearing capacities of 1354 kN and 364 kN were obtained for the 10 m long Monotube pile and closed-end steel pipe pile, respectively. Based on the load provided by Bridge, 9 Monotube piles or 32 closed-end pipe piles 10.0 m long will be required for the support the new bridge. Based on the estimated number and capacity of Monotube piles within the site subsurface soil conditions, construction cost and time savings could be achieved using this type of pile.

RECOMMENDATIONS

Pavements

Several alternatives were considered and analyzed for the rehabilitation of the pavements of U.S.

Route 209 within the projects limits. Based on the field investigations, design analysis results and data available from previous pavement rehabilitation projects along U.S. Route 209, it is recommended to use PCC rubblization and SACP overlay method for rehabilitation of the pavements.

Remove the AC overlay prior to rubblizing the PCC base. Rubblize PCC pavements according to Subsection 502.10 (c) of the FP-96 Standard Specifications. Add aggregate base (grading C or D) as needed to provide a total aggregate base thickness of 300 mm followed by 115 mm SACP base course, 19 mm nominal maximum size aggregate (NMSA), 3 x 106 ESAL=s and 50 mm SACP surface course, 12.5 mm NMSA, 3 x 106 ESAL=s, Type II smoothness. Install edge drains

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PIKE COUNTY, PENNSYLVANIA

to collect and remove water from the aggregate base to the nearest water inlet or daylight at potential water entrapment areas as directed by the CO. Subexcavate soft zones to a depth of 300 mm beneath existing PCC, place a geotextile Type I-B at the bottom of the excavation, and backfill using 600 mm aggregate base (grading C or D) followed by the recommended SACP base and surface courses.

Based on the field investigations, the existing pavement section within the roadway widening areas and near KP 25.7 (MP 16.0) consists of AC pavements with no PCC base. It is recommended to remove the AC pavement and underlying aggregate base to a depth of 300 mm beneath adjacent PCC base, place a geotextile Type I-B at the bottom of the excavation, then backfill using 600 mm aggregate base (grading C or D) followed by the recommended SACP base and surface courses.

Foundations

As shown in the Foundations Analysis section of this report, spread footings are not adequate for the support of the bridge abutments. Therefore, it is recommended to support the replacement bridge on deep foundations. The advantages of using a deep foundation system in this case include minimizing the costs associated with the need for cofferdams, temporary excavation support and dewatering during construction of spread footings and ease of construction.

Based on the design analyses results, it is recommended to support the new replacement bridge on Monotube piles. Monotube piles were selected because of the high bearing capacity that could be obtained using a relatively short pile length compared to closed end pipe piles. It is recommended to use Monotube piles with Type Y taper and 203.2 mm x 356 mm x 4.57 m (8 in.

x 14 in. x 15 feet) Tip Point Diameter x Top Diameter x Tapered Section Length.

Based on the design analysis results, it is recommended to establish pile tip at or below Elevation

101.0 �. A 10 m long pile embedded to Elevation 101.0 will provide an ultimate bearing capacity of 1356 kN and an allowable bearing capacity of 490 kN.

The minimum center-to-center pile spacing should be limited to three times the width of the pile.

Perform a Wave equation analysis to determine the suitability of the contractor’s proposed driving system and to establish driving criteria for the project.

Pile pick-up and handling should be conducted in accordance with subsection 551.08 (d) of the FP-96 standard specifications. Since displacement piles are being recommended, heave of previously installed piles should be monitored during driving operations. Pile heave should be monitored (and piles redriven as required) in accordance with subsection 551.10 of the FP-96 standard specifications.

Piles should be installed from the center of the pile group outwards, or from one side of the group progressively to the other. Under no circumstances should piles be installed from outside of the group towards the center.

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1.5

3.0

AC Pavement Aggregate Base Coarse Medium dense, gray, brown, silty, fine to coarse SAND, trace rock fragments (dry to moist)

(FILL)

Medium dense, brown, fine to coarse SAND, some rock fragments, trace brick fragments (dry to moist)

(FILL)

Medium dense, grayish brown, fine to coarse SAND, some weathered rock fragments (dry to moist)

Loose to medium dense, brown, fine to medium SAND, trace silt (wet)

0.4

0.43

0.27

0.43

0.52

0.61

0.61

0.1 0.3

0.9

2.1

6.7

4-9-12-15

4-7-11-9

7-10-11-20

5-6-8-7

3-4-6-5

4-7-9-10

2-3-6-8

J-1

J-2

J-3

J-4

J-5

J-6

J-7

114.3 114.0

113.4

112.2

107.6

Auger Cuttings Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture

3.7 m After

Project Location:

40 60

Rock Core Diam:

Hole Diameter:

Remarks:

G ra ph ic

Lo g

E le va tio n (m et er s)

Clear

Plastic Limit

Project Name:

P en

(k g/ cm

B-1A

Encountered at:

La ye r D ep th m

76.2 cm

63.5 kg/Auto

4.3 m

Weather:

Operator:

DEWA 14(5)

Inspector:

114.35 m

UD

203 mm Boring Method:

At Completion:

hrs

B lo w s pe r m m

R ec

N o.

T yp eD ep th S ca le m

) SAMPLE

Completed:

HSA

Delaware Water Gap, Pa

Boring No.:

N/A

6/13/01

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began:

K. Mohamed / K. Thornton R. Kingsley / B. Hughes

(Blows / 0.3m)

Water Content %

SPT

Tom's Creek Bridge, North Abutment

Sheet: 1 of 2

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

BORING LOG

Boring Location:

Rock Core Penetrometer

10 80

Sample Types:

6/13/01Water Depth:

B O

R

IN

G L

O G

D E

W A

~1

.G P

J F

H W

A _V

A .G

D T

/2

0/

Loose to medium dense, brown, fine to medium SAND, trace silt (wet) Bottom of Boring @ 12.8 m

0.61 12.8

2-3-5-9J-8 101.5

Auger Cuttings Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture

3.7 m After

Project Location:

40 60

Rock Core Diam:

Hole Diameter:

Remarks:

G ra ph ic

Lo g

E le va tio n (m et er s)

Clear

Plastic Limit

Project Name:

P en

(k g/ cm

B-1A

Encountered at:

La ye r D ep th m

76.2 cm

63.5 kg/Auto

4.3 m

Weather:

Operator:

DEWA 14(5)

Inspector:

114.35 m

UD

203 mm Boring Method:

At Completion:

hrs

B lo w s pe r m m

R ec

N o.

T yp eD ep th S ca le m

) SAMPLE

Completed:

HSA

Delaware Water Gap, Pa

Boring No.:

N/A

6/13/01

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began:

K. Mohamed / K. Thornton R. Kingsley / B. Hughes

(Blows / 0.3m)

Water Content %

SPT

Tom's Creek Bridge, North Abutment

Sheet: 2 of 2

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

BORING LOG

Boring Location:

Rock Core Penetrometer

10 80

Sample Types:

6/13/01Water Depth:

B O

R

IN

G L

O G

D E

W A

~1

.G P

J F

H W

A _V

A .G

D T

/2

AC Pavement Aggregate Base Coarse Dense, gray, brown, silty, fine to medium SAND, some rock fragments (dry to moist)

(FILL)

Medium dense, gray, brown, fine to medium SAND and weathered rock fragments, trace silt (dry to moist)

Loose, brown, fine to medium SAND, trace rock fragments (moist)

Loose to medium dense, brown, fine to coarse SAND, trace silt, trace fine gravel (wet)

Medium dense, brown, fine to coarse SAND, and gravel, trace silt (wet)

0.43

0.3

0.27

0.4

0.3

0.27

0.3

0.27

0.1 0.3

0.9

3.7

5.2

9.8

11.3

14-24-14-15

6-9-4-3

7-13-14-18

4-5-5-5

2-3-3-4

3-6-5-6

4-6-6-7

3-5-6-6

J-1

J-2

J-3

J-4

J-5

J-6

J-7

J-8

114.3 114.1

113.5

110.7

109.2

104.6

103.1

Auger Cuttings Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture

After

Project Location:

40 60

Rock Core Diam:

Hole Diameter:

Remarks:

G ra ph ic

Lo g

E le va tio n (m et er s)

Clear

Plastic Limit

Project Name:

P en

(k g/ cm

B-2

Encountered at:

La ye r D ep th m

76.2 cm

63.5 kg/Auto

Weather:

Operator:

DEWA 14(5)

Inspector:

114.37 m

UD

203 mm Boring Method:

At Completion:

hrs

B lo w s pe r m m

R ec

N o.

T yp eD ep th S ca le m

) SAMPLE

Completed:

HSA

Delaware Water Gap, Pa

Boring No.:

N/A

6/14/01

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began:

K. Mohamed / K. Thornton R. Kingsley / B. Hughes

(Blows / 0.3m)

Water Content %

SPT

Tom's Creek Bridge, South Abutment

Sheet: 1 of 2

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

BORING LOG

Boring Location:

Rock Core Penetrometer

10 80

Sample Types:

6/14/01Water Depth:

B O

R

IN

G L

O G

D E

W A

~1

.G P

J F

H W

A _V

A .G

D T

/2

Medium dense, brown, fine to coarse SAND, trace silt, trace fine gravel (wet) (Continued)

Bottom of Boring @12.8 m

0.21 12.8

5-8-10-12J-9 101.6

Auger Cuttings Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture

After

Project Location:

40 60

Rock Core Diam:

Hole Diameter:

Remarks:

G ra ph ic

Lo g

E le va tio n (m et er s)

Clear

Plastic Limit

Project Name:

P en

(k g/ cm

B-2

Encountered at:

La ye r D ep th m

76.2 cm

63.5 kg/Auto

Weather:

Operator:

DEWA 14(5)

Inspector:

114.37 m

UD

203 mm Boring Method:

At Completion:

hrs

B lo w s pe r m m

R ec

N o.

T yp eD ep th S ca le m

) SAMPLE

Completed:

HSA

Delaware Water Gap, Pa

Boring No.:

N/A

6/14/01

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began:

K. Mohamed / K. Thornton R. Kingsley / B. Hughes

(Blows / 0.3m)

Water Content %

SPT

Tom's Creek Bridge, South Abutment

Sheet: 2 of 2

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

BORING LOG

Boring Location:

Rock Core Penetrometer

10 80

Sample Types:

6/14/01Water Depth:

B O

R

IN

G L

O G

D E

W A

~1

.G P

J F

H W

A _V

A .G

D T

/2

Dense, gray, ROCK FRAGMENTS, some fine to coarse sand, trace silt (dry)

(FILL)

Medium dense, brown, fine to coarse SAND,some weathered rock fragments, trace silt (dry to moist)

Auger refusal at 3.3 m

0.37

0.37

0.09

0.1 0.3

0.9

3.3

10-16-18-14

3-5-6-7

50/2

J-1

J-2

J-3

114.3 114.1

113.5

111.2 2"

Auger Cuttings Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture

After

Project Location:

40 60

Rock Core Diam:

Hole Diameter:

Remarks:

G ra ph ic

Lo g

E le va tio n (m et er s)

Clear

Plastic Limit

Project Name:

P en

(k g/ cm

B-3

Encountered at:

La ye r D ep th m

76.2 cm

63.5 kg/Auto

Weather:

Operator:

DEWA 14(5)

Inspector:

Encountered auger Refusal at 3.3 m

114.42 m

UD

203 mm Boring Method:

At Completion:

hrs

B lo w s pe r m m

R ec

N o.

T yp eD ep th S ca le m

) SAMPLE

Completed:

HSA

Delaware Water Gap, Pa

Boring No.:

N/A

6/14/01

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began:

K. Mohamed / K. Thornton R. Kingsley / B. Hughes

(Blows / 0.3m)

Water Content %

SPT

Tom's Creek Bridge, South Abutment

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

BORING LOG

Boring Location:

Rock Core Penetrometer

10 80

Sample Types:

6/14/01Water Depth:

B O

R

IN

G L

O G

D E

W A

~1

.G P

J F

H W

A _V

A .G

D T

/2

Brown, fine to coarse SAND and WEATHERED ROCK FRAGMENTS, trace silt

(dry to moist)

Auger refusal at 2.9 m

0.1 0.3

2.9

114.3 114.1

111.5

Auger Cuttings Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture

After

Project Location:

40 60

Rock Core Diam:

Hole Diameter:

Remarks:

G ra ph ic

Lo g

E le va tio n (m et er s)

Clear

Plastic Limit

Project Name:

P en

(k g/ cm

B-3A

Encountered at:

La ye r D ep th m

76.2 cm

63.5 kg/Auto

Weather:

Operator:

DEWA 14(5)

Inspector:

Encountered auger Refusal at 2.9 m

114.43 m

UD

203 mm Boring Method:

At Completion:

hrs

B lo w s pe r m m

R ec

N o.

T yp eD ep th S ca le m

) SAMPLE

Completed:

HSA

Delaware Water Gap, Pa

Boring No.:

N/A

6/14/01

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began:

K. Mohamed / K. Thornton R. Kingsley / B. Hughes

(Blows / 0.3m)

Water Content %

SPT

Tom's Creek Bridge, South Abutment

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

BORING LOG

Boring Location:

Rock Core Penetrometer

10 80

Sample Types:

6/14/01Water Depth:

B O

R

IN

G L

O G

D E

W A

~1

.G P

J F

H W

A _V

A .G

D T

/2

Brown, fine to coarse SAND and WEATHERED ROCK FRAGMENTS, trace silt

(dry to moist)

Auger refusal at 2.44 m

0.1 0.3

2.4

114.3 114.1

112.0

Auger Cuttings Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture

After

Project Location:

40 60

Rock Core Diam:

Hole Diameter:

Remarks:

G ra ph ic

Lo g

E le va tio n (m et er s)

Clear

Plastic Limit

Project Name:

P en

(k g/ cm

B-3B

Encountered at:

La ye r D ep th m

76.2 cm

63.5 kg/Auto

Weather:

Operator:

DEWA 14(5)

Inspector:

Encountered auger Refusal at 3.3 m

114.41 m

UD

203 mm Boring Method:

At Completion:

hrs

B lo w s pe r m m

R ec

N o.

T yp eD ep th S ca le m

) SAMPLE

Completed:

HSA

Delaware Water Gap, Pa

Boring No.:

N/A

6/14/01

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began:

K. Mohamed / K. Thornton R. Kingsley / B. Hughes

(Blows / 0.3m)

Water Content %

SPT

Tom's Creek Bridge, South Abutment

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

BORING LOG

Boring Location:

Rock Core Penetrometer

10 80

Sample Types:

6/14/01Water Depth:

B O

R

IN

G L

O G

D E

W A

~1

.G P

J F

H W

A _V

A .G

D T

/2

0.2 m AC underlain by

0.2 m RPCCP Dense, brown, silty, fine to medium SAND, (moist)

Loose, gray, brown, silty, fine to medium SAND, some weathered rock fragments (moist)

Bottom of Boring @ 1.83 m

0.4

0.21

0.2 0.4

1.2

1.8

6-10-21-7

2-2-3-2

J-1

J-2

Auger Cuttings Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture

After

Project Location:

40 60

Rock Core Diam:

Hole Diameter:

Remarks:

G ra ph ic

Lo g

E le va tio n (m et er s)

Cloudy

Plastic Limit

Project Name:

P en

(k g/ cm

RB-1

Encountered at:

La ye r D ep th m

20.3 cm

63.5 kg/AUTO

Weather:

Operator:

PRA - DEWA 14(5)

Inspector:

1- No groundwater was encountered during or after completion of drilling.

2- Boring backfilled with auger cuttings and patched with cold AC upon Completion.

UD

150 mm Boring Method:

At Completion:

hrs

B lo w s pe r m m

R ec

N o.

T yp eD ep th S ca le m

) SAMPLE

Completed:

HSA

Delaware Water Gap, PA

Boring No.:

N/A

10/17/00

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began:

K. Mohamed / K. Thornton R. Kingsley / B. Hughes

(Blows / 0.3m)

Water Content %

SPT

@ approx. St. 00+011 from m.p. 15, NB lane - @ 2.1 from Rd CL

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

BORING LOG

Boring Location:

Rock Core Penetrometer

10 80

Sample Types:

10/17/00Water Depth:

B O

R

IN

G L

O G

D E

W A

-5

.G P

J F

H W

A _V

A .G

D T

/2

0.21 AC pavement0.2

Auger Cuttings Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture

After

Project Location:

40 60

Rock Core Diam:

Hole Diameter:

Remarks:

G ra ph ic

Lo g

E le va tio n (m et er s)

Cloudy

Plastic Limit

Project Name:

P en

(k g/ cm

RB-1A

Encountered at:

La ye r D ep th m

20.3 cm

63.5 kg/Auto

Weather:

Operator:

PRA - DEWA 14(5)

Inspector:

1- No groundwater was encountered during or after completion of drilling.

2- Boring backfilled with auger cuttings and patched with cold AC upon Completion.

UD

150 mm Boring Method:

At Completion:

hrs

B lo w s pe r m m

R ec

N o.

T yp eD ep th S ca le m

) SAMPLE

Completed:

HSA

Delaware Water Gap, PA

Boring No.:

N/A

10/17/00

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began:

K. Mohamed / K. Thornton R. Kingsley / B. Hughes

(Blows / 0.3m)

Water Content %

SPT

@ approx. St. 00+010 from m.p. 15, NB lane - @ 3.4 m from CL

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

BORING LOG

Boring Location:

Rock Core Penetrometer

10 80

Sample Types:

10/17/00Water Depth:

B O

R

IN

G L

O G

D E

W A

-5

.G P

J F

H W

A _V

A .G

D T

/2

0.21 mAC Pavement underlain by

0.21 m RPCCP Medium dense, brown, silty, fine to medium SAND, trace gravel (moist) Medium dense, brown, silty, fine to medium sand, some weathered rock fragments (moist) Bottom of Boring @ 1.83 m

0.37

0.27

0.2 0.4

1.2

1.8

2-11-6-11

4-8-13-15

J-1

J-2

Auger Cuttings Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture

After

Project Location:

40 60

Rock Core Diam:

Hole Diameter:

Remarks:

G ra ph ic

Lo g

E le va tio n (m et er s)

Cloudy

Plastic Limit

Project Name:

P en

(k g/ cm

RB-2

Encountered at:

La ye r D ep th m

20.3 cm

63.5 kg/Auto

Weather:

Operator:

PRA - DEWA 14(5)

Inspector:

1- No groundwater was encountered during or after completion of drilling.

2- Boring backfilled with auger cuttings and patched with cold AC upon Completion.

UD

150 mm Boring Method:

At Completion:

hrs

B lo w s pe r m m

R ec

N o.

T yp eD ep th S ca le m

) SAMPLE

Completed:

HSA

Delaware Water Gap, PA

Boring No.:

N/A

10/17/00

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began:

K. Mohamed / K. Thornton R. Kingsley / B. Hughes

(Blows / 0.3m)

Water Content %

SPT

@ approx. St.00+541 from m.p. 15, NB lane - @ 2.0 m from CL

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

BORING LOG

Boring Location:

Rock Core Penetrometer

10 80

Sample Types:

10/17/00Water Depth:

B O

R

IN

G L

O G

D E

W A

-5

.G P

J F

H W

A _V

A .G

D T

/2

0.21 m AC Pavement underlain by

0.22 m RPCCP Medium dense, gray, brown, silty, fine to medium SAND, some weathered rock fragments (moist)

Bottom of Boring @ 1.83 m

0.45

0.37

0.2 0.4

1.8

11-5-8-7

7-6-6-4

J-1

J-2

Auger Cuttings Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture

After

Project Location:

40 60

Rock Core Diam:

Hole Diameter:

Remarks:

G ra ph ic

Lo g

E le va tio n (m et er s)

Cloudy

Plastic Limit

Project Name:

P en

(k g/ cm

RB-3

Encountered at:

La ye r D ep th m

20.3 cm

63.5 kg/Auto

Weather:

Operator:

PRA - DEWA 14(5)

Inspector:

1- No groundwater was encountered during or after completion of drilling.

2- Boring backfilled with auger cuttings and patched with cold AC upon Completion.

UD

150 mm Boring Method:

At Completion:

hrs

B lo w s pe r m m

R ec

N o.

T yp eD ep th S ca le m

) SAMPLE

Completed:

HSA

Delaware Water Gap, PA

Boring No.:

N/A

10/17/00

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began:

K. Mohamed / K. Thornton R. Kingsley / B. Hughes

(Blows / 0.3m)

Water Content %

SPT

@ approx. St. 01+??? from m.p. 15, NB lane - @ 1.75 m from CL

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

BORING LOG

Boring Location:

Rock Core Penetrometer

10 80

Sample Types:

10/17/00Water Depth:

B O

R

IN

G L

O G

D E

W A

-5

.G P

J F

H W

A _V

A .G

D T

/2

0.25 m AC Pavement Medium dense, light gray, silty, fine to medium SAND, trace rock fragments (moist)

Medium dense, brown, silty, fine to medium SAND, some weathered rock fragments (moist) Bottom of Boring @ 1.68 m

0.37

0.4

0.3

1.1

1.7

3-9-10-10

4-8-7-9

J-1

J-2

Auger Cuttings Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture

After

Project Location:

40 60

Rock Core Diam:

Hole Diameter:

Remarks:

G ra ph ic

Lo g

E le va tio n (m et er s)

Cloudy

Plastic Limit

Project Name:

P en

(k g/ cm

RB-4

Encountered at:

La ye r D ep th m

20.3 cm

63.5 kg/Auto

Weather:

Operator:

PRA - DEWA 14(5)

Inspector:

1- No groundwater was encountered during or after completion of drilling.

2- Boring backfilled with auger cuttings and patched with cold AC upon Completion.

UD

150 mm Boring Method:

At Completion:

hrs

B lo w s pe r m m

R ec

N o.

T yp eD ep th S ca le m

) SAMPLE

Completed:

HSA

Delaware Water Gap, PA

Boring No.:

N/A

10/17/00

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began:

K. Mohamed / K. Thornton R. Kingsley / B. Hughes

(Blows / 0.3m)

Water Content %

SPT

@ approx. St. 00+107 from m.p. 16, NB lane - @ 2.1 m from CL

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

BORING LOG

Boring Location:

Rock Core Penetrometer

10 80

Sample Types:

10/17/00Water Depth:

B O

R

IN

G L

O G

D E

W A

-5

.G P

J F

H W

A _V

A .G

D T

/2

0.4 m AC Pavement

Meduim dense, brown, silty, fine to medium SAND, trace to some weathered rock fragments (moist)

Bottom of Boring @ 1.83 m

0.49

0.46

0.4

1.8

6-8-6-5

3-6-12-13

J-1

J-2

Auger Cuttings Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture

After

Project Location:

40 60

Rock Core Diam:

Hole Diameter:

Remarks:

G ra ph ic

Lo g

E le va tio n (m et er s)

Cloudy

Plastic Limit

Project Name:

P en

(k g/ cm

RB-5

Encountered at:

La ye r D ep th m

20.3 cm

63.5 kg/Auto

Weather:

Operator:

PRA - DEWA 14(5)

Inspector:

1- No groundwater was encountered during or after completion of drilling.

2- Boring backfilled with auger cuttings and patched with cold AC upon Completion.

UD

150 mm Boring Method:

At Completion:

hrs

B lo w s pe r m m

R ec

N o.

T yp eD ep th S ca le m

) SAMPLE

Completed:

HSA

Delaware Water Gap, PA

Boring No.:

N/A

10/17/00

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began:

K. Mohamed / K. Thornton R. Kingsley / B. Hughes

(Blows / 0.3m)

Water Content %

SPT

@ approx. St. 00+177 from m.p. 16, NB lane - @ 1.5 m from CL

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

BORING LOG

Boring Location:

Rock Core Penetrometer

10 80

Sample Types:

10/17/00Water Depth:

B O

R

IN

G L

O G

D E

W A

-5

.G P

J F

H W

A _V

A .G

D T

/2

4-11-12-13

6-14-50/0.5

J-1

J-2 6.5146"

Auger Cuttings Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture

After

Project Location:

40 60

Rock Core Diam:

0.18 m AC Pavement underlain by

0.17 m RPCCP Medium dense to very dense, brown, silty, fine to medium SAND, some weathered rock fragments (moist)

Bottom of Boring @ 1.83 m

0.49

0.33

0.2 0.4

1.8

Hole Diameter:

Remarks:

G ra ph ic

Lo g

E le va tio n (m et er s)

Cloudy

Plastic Limit

Project Name:

P en

(k g/ cm

RB-6

Encountered at:

La ye r D ep th m

20.3 cm

63.5 kg/Auto

Weather:

Operator:

PRA - DEWA 14(5)

Inspector:

1- No groundwater was encountered during or after completion of drilling.

2- Boring backfilled with auger cuttings and patched with cold AC upon Completion.

UD

150 mm Boring Method:

At Completion:

hrs

B lo w s pe r m m

R ec

N o.

T yp eD ep th S ca le m

) SAMPLE

Completed:

HSA

Delaware Water Gap, PA

Boring No.:

N/A

10/17/00

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began:

K. Mohamed / K. Thornton R. Kingsley / B. Hughes

(Blows / 0.3m)

Water Content %

SPT

@ approx. St. 01+? from m.p. 16, NB lane - @ 2.0 m from CL

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

BORING LOG

Boring Location:

Rock Core Penetrometer

10 80

Sample Types:

10/17/00Water Depth:

B O

R

IN

G L

O G

D E

W A

-5

.G P

J F

H W

A _V

A .G

D T

/2

0.2 m RPCCP Medium dense, brown, silty, fine to medium SAND, some weathered rock fragments (moist)

Bottom of Boring @ 1.83 m

0.4

0.4

0.2 0.4

1.8

6-10-10-17

9-14-15-14

J-1

J-2

Auger Cuttings Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture

After

Project Location:

40 60

Rock Core Diam:

Hole Diameter:

Remarks:

G ra ph ic

Lo g

E le va tio n (m et er s)

Cloudy

Plastic Limit

Project Name:

P en

(k g/ cm

RB-7

Encountered at:

La ye r D ep th m

20.3 cm

63.5 kg/Auto

Weather:

Operator:

PRA - DEWA 14(5)

Inspector:

1- No groundwater was encountered during or after completion of drilling.

2- Boring backfilled with auger cuttings and patched with cold AC upon Completion.

UD

150 mm Boring Method:

At Completion:

hrs

B lo w s pe r m m

R ec

N o.

T yp eD ep th S ca le m

) SAMPLE

Completed:

HSA

Delaware Water Gap, PA

Boring No.:

N/A

10/17/00

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began:

K. Mohamed / K. Thornton R. Kingsley / B. Hughes

(Blows / 0.3m)

Water Content %

SPT

@ approx. St. 01+? from m.p. 16, NB lane - @ 1.8 m from CL

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

BORING LOG

Boring Location:

Rock Core Penetrometer

10 80

Sample Types:

10/17/00Water Depth:

B O

R

IN

G L

O G

D E

W A

-5

.G P

J F

H W

A _V

A .G

D T

/2

0.21 m RPCCP Medium dense, brown, silty, fine to medium SAND, some weathered rock fragments (moist)

Bottom of Boring @ 1.83 m

0.46

0.43

0.2 0.4

1.8

5-9-9-4

4-5-6-4

J-1

J-2

Auger Cuttings Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture

After

Project Location:

40 60

Rock Core Diam:

Hole Diameter:

Remarks:

G ra ph ic

Lo g

E le va tio n (m et er s)

Cloudy

Plastic Limit

Project Name:

P en

(k g/ cm

RB-8

Encountered at:

La ye r D ep th m

20.3 cm

63.5 kg/Auto

Weather:

Operator:

PRA - DEWA 14(5)

Inspector:

1- No groundwater was encountered during or after completion of drilling.

2- Boring backfilled with auger cuttings and patched with cold AC upon Completion.

UD

150 mm Boring Method:

At Completion:

hrs

B lo w s pe r m m

R ec

N o.

T yp eD ep th S ca le m

) SAMPLE

Completed:

HSA

Delaware Water Gap, PA

Boring No.:

N/A

10/17/00

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began:

K. Mohamed / K. Thornton R. Kingsley / B. Hughes

(Blows / 0.3m)

Water Content %

SPT

@ approx. St. 01+ from m.p. 16, NB lane - @ 1.8 m from CL

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

BORING LOG

Boring Location:

Rock Core Penetrometer

10 80

Sample Types:

10/17/00Water Depth:

B O

R

IN

G L

O G

D E

W A

-5

.G P

J F

H W

A _V

A .G

D T

/2

DEWA 14 (5)

Route 209

Geotechnical Report No. 11-00

Page No. 1 of 2

Approx.

Station

Southbound Lane

Northboun d Lane

Approx.

Station

Southbound Lane

Northboun d Lane

110+225 110+936 110+477 110+966

110+975 10 (H) 10 (H) 110+334 10 (H) 10 (H) 110+994 10 (H) 10 (H) Key 110+340 10 (H) 10 (H) 111+033 10 (H) 10 (H) 110+347 10 (M) 10 (M) 111+040 Severity Code 110+370 10 (M, H) 10 (M, H) 110+060 110+385 10 (M, H) 10 (M, H) High H 110+414 10 (M, H) 10 (M, H) 111+088 Medium M 110+477 10 (M, H) 10 (M, H) 110+064 Low L

110+531 10 (M, H) 10 (M, H) 111+149 10 (H) 10 (H) 110+565 10 (M) 10 (M) 111+170 10 (M, H) 10 (M, H) Distress Type According to SHRP Code

111+191 10 (H) 10 (H) 110+577 111+208 10 (H) 10 (H) Fatigue 1 110+582 111+233 10 (H) 10 (H) Block Cracking 2

111+261 10 (H) 10 (H) Lane / Shoulder Dripoff or Heave 3 110+583 10 (M, H) 10 (M, H) 111+283 10 (H) 10 (H) Lane / Shoulder Joint Separation 4 110+606 10 (M, H) 10 (M, H) 111+280 Longitudinal Cracks 5 110+609 10 (M, H) 10 (M, H) 111+286 Patching 6 110+611 10 (M, H) 10 (M, H) 111+321 10 (H) 10 (H) Pothole 7 110+646 10 (H) 10 (H) Raveling 8 110+645 111+320 Rutting 9 110+648 111+322 Transverse Crack 10 110+681 6 (H) 111+320 Settlement (approx. 25 to 50 mm) 11 110+781 10 (H) 111+322 12 110+731 111+381 10 (H) 10 (H) 110+734 110+744 10 (H) 10 (H) 111+380 110+768 10 (H) 10 (H) 111+384 110+776 10 (H) 10 (H) 111+441 110+785 10 (H) 10 (H) 111+461 110+821 10 (H) 10 (H) 111+472 110+842 10 (M) 10 (M) 111+461 110+855 10 (H) 10 (H) 111+505 10 (H) 10 (H) 110+861 10 (H) 110+894 111+520 110+897 111+535 110+894 10 (H) 10 (H) 111+505

111+584 110+917 110+930 111+548 10 (H) 10 (H)

PAVEMENT CONDITION SURVEY

1,5 (H)

7, 8 (H)

1,7 (M, H)

1,5 (M, H)

1,5 (H)

1, 11 (H)

1, 5,11 (H)

1, 5,11 (H)

7 (H)

1, 5 (H)

1, 5 (H)

6 (H)6 (H)

6 (H) 6 (H)

1,10 (H)

1, 5, 9 (H) 1, 5, 9 (H)

1,10 (H)

5, 9 (H) pave-distress.xls

According to Distress Identification Manual for the Long-Term Pavement Performance Project

SHRP-P-338

DEWA 14 (5)

Route 209

Geotechnical Report No. 11-00

Page No. 2 of 2

Approx.

Station

Southbound Lane

Northboun d Lane

Approx.

Station

Southbound Lane

Northboun d Lane

111+564 10 (H) 10 (H)

111+560 111+575 Key 111+568 10 (H) 111+584 10 (H) Severity Code

111+601 High H 111+606 Medium M

Low L 111+617 111+622

Distress Type According to HPDIM Code 111+629 111+689 Fatigue 1

Block…