A14_Question_6797944_-_GEOTECHNICAL_Report.pdf

The Government is providing the following document

AS REFERENCE ONLY.

This document is NOT to be used as a basis for bidding.

FOR INFORMATION ONLY

DO NOT USE AS BASIS FOR BID

FOR INFORMATION ONLY

DO NOT USE AS BASIS FOR BID

GEOTECHNICAL FIELD INVESTIGATION

REPORT

RESERVOIR REPLACEMENT PROJECT

DLA, DEFENSE DISTRIBUTION CENTER

NEW CUMBERLAND, PA

Prepared for:

U.S. Army Corps of Engineers Baltimore District

Prepared By:

AUGUST 2011

Revised OCTOBER 2012

Copyright 2012

GEOTECHNICAL FIELD INVESTIGATION REPORT

Defense Distribution Center, New Cumberland, PA

Elevated Storage Tank for Reservoir Replacement

TABLE OF CONTENTS

INTRODUCTION

SITE DESCRIPTION

GEOLOGIC SETTING

SUBSURFACE CONDITIONS

LABORATORY TESTING

FOUNDATION DESIGN RECOMMENDATIONS

PAVEMENT DESIGN RECOMMENDATIONS

CONSTRUCTION CONSIDERATIONS

Proof Rolling, Subgrade Inspection and Preparation

Structural Fill Placement and Compaction

Suitability of Excavated Material for Reuse, Fill Placement and Compaction

Control of Groundwater

Control of Surface Water

Temporary Excavation Support

FINAL COMMENTS

REFERENCES

ATTACHMENTS

Figures Figure 1 – Site Plan Figure 2 – Site Geology

Appendices Appendix A – Typed Boring Logs Appendix B – Calculations Appendix C – Pavement Core Photos Appendix D – Laboratory Testing Results

FOR INFORMATION ONLY

DO NOT USE AS BASIS FOR BID

GEOTECHNICAL FIELD INVESTIGATION REPORT

Defense Distribution Center, New Cumberland, PA

Elevated Storage Tank for Reservoir Replacement

INTRODUCTION

This report presents the results of the subsurface investigation, and offers geotechnical design recommendations for the proposed water tank at the New Cumberland Defense Distribution Center Susquehanna Pennsylvania (Installation), located in New Cumberland, York County, Pennsylvania. The proposed structure is an elevated water storage tank (Facility 2060) capable of holding 750,000 gallons of potable water. It will replace an existing 68-year old potable water reservoir. The location of the proposed water tank is shown on the Site Plan, Figure 1. The anticipated bottom of footing is 8 feet below the ground surface.

The recommendations presented in this report are based on preliminary design information. If the structure location, footing elevation, structure loads or other design assumptions change, the geotechnical recommendations should be reviewed and revisions may be required.

SITE DESCRIPTION

The project site is located in New Cumberland, Pennsylvania. The existing reservoir is located off-site, approximately one mile from the INSTALLATION. The proposed elevated tank is located within a level paved area currently used for parking. A plan showing the tank location is included as Figure 1.

GEOLOGIC SETTING

The proposed tank site is underlain by the Gettysburg Formation. The Gettysburg Formation is typically red and maroon, micaceous and silty mudstone and shale, locally calcareous with some thin red siltstone to very fine grained sandstone interbeds. The bedding is moderately well bedded and thin to flaggy. Joints have a blocky pattern and are moderately developed and moderately abundant. Joints are also closely spaced, open and filled with quartz and calcite, and steeply dipping. The rock is moderately resistant to weathering. Excavation is reported to be moderately easy within the weathered zone, but difficult in unweathered rock. Cut slope stability is fair to poor. Foundation stability is good when excavated to sound material.

A geologic map of the site is included as Figure 2.

SUBSURFACE CONDITIONS

Three borings, designated T-1 through T-3, were drilled to investigate the subsurface conditions at the proposed structure locations. The borings were drilled during July 2011, by Connelly Drilling, of Dover, PA. The locations of these borings are shown on the attached Site Plan (Figure 1). Gannett Fleming, Inc. observed the drilling operations and provided visual classifications of the soil and rock samples. Typed boring logs are included with this report.

Standard Penetration Test (SPT) sampling, using a 2-inch O.D. split-spoon was performed in each boring. The number of blows per six-inches of penetration of the sampler driven by a 140-pound hammer falling 30 inches, along with USCS soil descriptions, were recorded on the boring logs. Rock was cored using NQ-size drill bits. Core recoveries, Rock Quality Designation (RQD) values and rock descriptions were recorded on the logs.

The subsurface conditions are similar in each boring. All three borings are located on a parking lot, therefore the first 15 to 20 inches below the ground surface consists of the pavement and subbase material. There are three distinguishable strata below the pavement and subbase. The first of which consists of soft to hard clay with varying amounts of sand, silt and gravel. The stratum extends to depths ranging from 10.0 to 14.0 feet and has N-values ranging from 3 to 42 blows per foot (bpf), averaging 15.5 bpf. The second stratum extends to depths of 16.0 to

20.0 feet (thicknesses ranging from 2.0 to 10.0 feet) and consists of clayey sand with gravel. The N-values range from 20 bpf to refusal (>50 blows per 6-inches), averaging 42 bpf. The third stratum is directly above the top of rock and is a completely weathered rock, composed of sand with gravel and rock fragments. The N-values range from 82.0 bpf to refusal, averaging 82 bpf.

The thickness ranges from 1.0 feet to 10.1 feet.

Rock was cored in each boring. Depth to top of rock ranged from 23.0 feet in T-2 to 30.1 feet in T-3. The first 2.0 feet of rock in boring T-2 and the first 3.0 feet of rock in T-1 were completely weathered sandstone friable to a red silty sand. RQD values ranged from 0% to 11%. This material was spoon sampled in T-3 from 20.0 to 30.1 feet, was identified in the last spoon samples of T-2 (22.0 to 22.4 feet) and T-1 (22.0 to 22.8 feet), and can be combined with the third soil stratum, the completely weathered rock.

The underlying rock is a moderately soft to moderately hard, moderately to slightly weathered, red, silty sandstone and was encountered in each boring. The thickness ranges from 1.1 feet in T-3 to 3.0 feet in T-2 (full layer thickness is unknown due to the boring completion), averaging

2.2 feet. RQD ranges from 19% to 75%, Below the silty sandstone, a layer ranging from 4.5 feet in T-3 to 4.6 feet in T-1 (full layer thickness is unknown due to end of boring) of sandstone breccia was encountered in borings T-3 and T-1. The sandstone breccia is moderately soft to very hard and moderately weathered to fresh. It also contained bits of mica. Below the sandstone breccia, boring T-3 encountered a hard to very hard, fresh, red silty sandstone. The RQD for this layer is 90%. Recoveries from the core runs range from 73.3% to 100% and RQD from the core runs range from 11.7% to 82%.

In T-3 two runs were cored between 12.5 feet and 16.5 feet. Auger refusal was encountered at approximately 12.5 feet. Within these runs cobbles were encountered. Recoveries range from

FOR INFORMATION ONLY

DO NOT USE AS BASIS FOR BID

15% to 50% and RQD was 0%. After coring, the auger could be advanced and split-spoon sampling resumed. At 10 feet and 12.5 feet in T-2 and T-1, respectively, it was very hard to advance the augers as well.

Groundwater readings were taken at each of the borings at the completion of drilling and 24 hours after the completion of drilling. A PVC pipe was installed in each borehole to help maintain the open hole for the 24-hour reading. Two of the holes caved and pinched the PVC pipe closed. Caving of a bore hole typically occurs in granular soil and may indicate the presence of the groundwater table or perched groundwater, however soil samples that had been extracted from the borings were described as dry or moist. Water present outside of the PVC pipe may also have been due to precipitation events.

Groundwater Level Readings

Boring 0-Hr Reading (ft)

24-Hr Reading

(ft) Comments

T-1 6.5 10.5 (caved) Water at depth of 7.3 ft.

outside of PVC pipe

T-2 23.8 24.0

T-3 6.9 10.0 (caved) Water depth of 8.5 ft.

outside of PVC pipe

A pavement core, designated PC-1, was obtained during the July field investigation. Photos of the pavement core are located in Appendix C, and the location of the pavement core can be seen on the Site Plan, Figure 1. The pavement core is comprised of 2 inches of asphalt wearing course and 4 to 4.5 inches of asphalt base course.

LABORATORY TESTING

Laboratory testing was performed on six selected soil samples by Duffield Associates. Duffield Associates is a U.S. Army Corps of Engineers’ (USACE) Validated Geotechnical Laboratory located in Wilmington Delaware. Samples were tested to verify field classifications, to verify foundation design parameters utilized in preliminary design and to estimate the engineering properties of the subgrade soils for pavement design. The laboratory tests performed included water content, grain size distribution (sieve analysis and hydrometer), and liquid and plastic limits. Other testing included standard compaction and California Bearing Ratio (CBR) on auger cuttings from pavement subgrade soils. The laboratory results are in Appendix D and a summary of the laboratory results is presented in the following table.

Summary of Particle Size Distribution Reports

Boring Sample Depth

(ft) USCS Description

Grave l

Sand

Silt

Clay LL PL PI

T-1 S-2, S-3 4-8 CL Lean CLAY with

Sand 5.3 15.5 40.5 38.7 39 20 19

S-5, S-6 10-13.3 CL Sandy Lean CLAY 9.2 32.3 31.0 27.5 33 20 13

T-2 Cuttings 3-6 CL Lean CLAY 0.1 9.2 54.2 36.5 37 22 15

S-6, S-7 12-16 SC Clayey SAND with Gravel 20.0 44.5 18.8 16.7 26 19 7

T-3 S-2, S-3 4-8 CH Gravelly Fat CLAY 25.8 13.9 31.8 28.5 51 22 29

S-9, S-10 20-23.3 SM Silty SAND 1.3 68.2 22.1 8.4 21 20 1

Compaction and CBR tests were performed on auger cuttings collected from Boring T-2. The compaction test result indicated that the maximum dry density of the sandy lean clay with gravel is 111.0 pcf and the optimum moisture content is 16.1 percent. The CBR test yielded a result of 5 percent. Results of the compaction and CBR tests are included in Appendix D.

FOUNDATION DESIGN RECOMMENDATIONS

According to discussions with a tank manufacturer, preliminary design for an allowable net bearing pressure of 4.0 ksf results in a footing width of approximately 20 feet. The proposed bottom of footing (BOF) level would be 8 feet below grade.

The boring data indicate that dense to very dense silty fine sand, with clay and gravel, favorable to the use of a spread footing foundation, is present within 2 to 6 feet below the proposed BOF elevation. Groundwater level readings were not conclusive, but caving of boreholes before the 24-hour water level readings may indicate the presence of groundwater at about the BOF elevation. To be conservative, it was assumed that the groundwater table was at the BOF for foundation design.

If the recommendations presented below are implemented, total settlement should not exceed ½ inch and differential settlement should not exceed ¼ inch. Supporting calculations are included in Appendix B

• Provide a minimum embedment of 8.0 feet below final grade.

• Excavate the soils below the footing to a depth of 2.0 feet below the south half of the tank and 4.0 feet below the north half of the tank. Provide a 3.0 (min.) H:1V slope for the transition between the excavation depths. Backfill with compacted No. 2A Coarse Aggregate below the bottom of footing elevation.

• Use a maximum net bearing pressure of 4.0 ksf with an allowable increase of 1/3 to 5.32 ksf for wind and seismic loads.

FOR INFORMATION ONLY

DO NOT USE AS BASIS FOR BID

• Base the seismic structural design on Site Class D.

• Use the following parameters for design of any portion of the structure subject to lateral earth pressures.

o Coefficient of At-Rest Earth Pressure = 0.50 o Coefficient of Active Earth Pressure = 0.33 o Moist Unit Weight = 120 pcf

PAVEMENT DESIGN RECOMMENDATIONS

The Defense Logistics Agency (DLA) has indicated that their standard pavement section should be utilized. The thickness of the standard bituminous section is 17.5 inches, including subbase.

The bituminous pavement section should consist of the following

• 1.5 inches of Superpave 9.5 mm Wearing Course

• 4.0 inches of Superpave 25 mm Base Course

• 12.0 inches of PENNDOT No. 2A Subbase

CONSTRUCTION CONSIDERATIONS

Proof Rolling, Subgrade Inspection and Preparation The results of the subsurface investigation indicated that the tank foundation will bear on dense to very dense silty fine sand with clay and gravel. These soils will provide adequate support for the foundations; however, to identify areas of soft or unstable subgrade, it is recommended to perform proof rolling in accordance with the specifications. Proof rolling should be performed after excavation to the foundation subgrade. Proof roll the subgrade with 6 passes of a loaded dump truck or a minimum 10-ton pneumatic-tired roller. Any soft, wet or otherwise unsuitable material encountered during proof rolling should be removed and replaced with compacted No. 2A Coarse Aggregate placed in accordance with project specifications.

All footing subgrades should be inspected for soft, wet or otherwise unsuitable conditions and approved by an experienced construction inspector or geotechnical engineer. Any objectionable foundation material should be removed and replaced with compacted Structural Fill placed in accordance with project specifications.

Structural Fill Placement and Compaction Any fill placed below the footing should consist of Structural Fill meeting the requirements of Section 703.2 of PENNDOT’s Publication 408 for No. 2A Coarse Aggregate. Place the Structural Fill in horizontal layers not exceeding 8-inches in depth and compact to at least 100 percent of its maximum dry weight density, as determined per ASTM D698. The Structural Fill should be placed within the influence area of the foundation as shown on the following detail.

Figure 2 Assumed Influence Area Under Foundations

Suitability of Excavated Material for Reuse, Fill Placement and Compaction Based on field classifications, the majority of site soils available from on-site excavations are expected to consist of silts and clays with varying amounts of sand and gravel which will be suitable for use as Common Fill placed at least 5 feet beyond the footprint of the proposed structures. Site soils are not expected to be suitable for use as Structural Fill placed below the structure or for Backfill and Fill Material placed within 5 feet beyond the footprint of the structure.

Proper placement and compaction procedures are essential to optimize the strength of the fill and minimize post-construction settlements.

• Place Common Fill in horizontal layers not exceeding 8-inches in depth and compacted to at least 95 percent of its maximum dry weight density with in-place moisture content within 2 percentage points of optimum moisture, as determined per ASTM D698.

• In paved areas, place fill material within 3 feet of the subgrade in horizontal layers not exceeding 8 inches in depth and compacted to at least 97 percent of its maximum dry weight density with in-place moisture content within 2 percentage points of optimum moisture, as determined per ASTM D698.

• Place Backfill and Fill Material within 5 feet of structures in horizontal layers not exceeding 8 inches in depth and compacted to at least 97 percent of its maximum dry weight density with in-place moisture content within 2 percentage points of optimum moisture, as determined per ASTM D698.

Prior to placement of fill, the subgrade should be inspected to confirm the suitability of the exposed soils and bedrock. It is possible that soft, loose, wet or otherwise unsuitable material could be encountered during construction. If soft, loose, wet or unsuitable material is encountered, it is recommended to overexcavate the objectionable material to firm soil or bedrock and replace with properly compacted general site fill as described above.

According to the borings, different soil types were encountered at the project site that may be incorporated into site fills. It is recommended that a sample of each soil type to be utilized as general site fill be laboratory tested for optimum moisture content and density prior to the start of

Footing

1 Structural

Assumed Influence

Assumed Influence site grading. A construction inspector or compaction technician, able to differentiate between various soil types, should be on-site to properly control compaction in the field.

Control of Groundwater Based on the boring data and the proposed bottom of footings, groundwater may be encountered during foundation excavation. Groundwater levels are seasonal and may vary from the conditions encountered during the subsurface investigation. Even if the proposed excavation is above the static groundwater level, it is possible that isolated seeps or lenses of perched groundwater may be encountered during construction, in which case the water should be collected in sumps and pumped or channeled away from the work area.

Any excavation that encounters groundwater must be dewatered to prevent deterioration of the foundation subgrades. Water levels should be depressed at least 2 feet below working subgrades in order to allow the maintenance of suitable subgrade conditions. It is anticipated that any perched water within shallow excavations can be handled by trenches, sumps and pumping. For deeper excavations below the groundwater level, wellpoint systems or deep sumps will likely be required.

Control of Surface Water Proper control of surface water will be an important aspect of the construction process. To minimize the potential for strength loss of the subgrade when exposed to excessive moisture, water should not be allowed to pond in foundation excavations or slab areas. If ponding occurs during a precipitation event, water should be removed as quickly as possible after the event has ended. During construction, it will be important to maintain positive drainage of exposed subgrade areas. It is also suggested that the time that subgrade areas are exposed be kept to a minimum through selected sequencing of construction activities. Positive drainage should be enhanced in areas of soil subgrade by the use of smooth drum rollers on exposed subgrades at the end of the working day in order to maintain positive slope away from the building areas.

Temporary Excavation Support Based on the existing and proposed topography and data collected during the subsurface investigation, it is not anticipated that temporary excavation support will be required at this site.

It is expected that excavations will be shallow enough to perform open cut excavation with stable side slopes. All excavations should conform to local, state, and OSHA requirements.

FINAL COMMENTS

This report has been prepared to assist in the design of foundations and to aid in the general site preparation for the proposed new water tank at the Installation. The subsurface information presented on the boring logs represents conditions at the specific boring locations at the time the borings were drilled. Ground conditions and groundwater levels may be different beyond the

FOR INFORMATION ONLY

DO NOT USE AS BASIS FOR BID

boring location and may change with time as a result of nearby activities as well as natural processes.

The geotechnical designers should be provided the opportunity to review and comment on the design drawings and specifications prior to subsequent submissions to verify that the recommendations of this report have been addressed.

This document is considered a document for design purposes and should not be utilized for construction. If during construction, conditions are encountered which differ from those presented in this report, the geotechnical designer should be consulted to review the recommendations and provide revised recommendations if required.

If you have any questions or comments regarding these geotechnical recommendations, please do not hesitate to call Sara Frailey 717-763-7212 (x2543) or Ashley Bilger 717-763-7212 (x2986).

REFERENCES

Root, S.I., 1977, Geology and Mineral Resources of the Harrisburg West Area, Cumberland and York Counties, Pennsylvania: Pennsylvania Geological Survey, 4th ser., Atlas 148ab, 106p, 1977.

Geyer, S.R. and Wilshusen, J.P., Pennsylvania Topographic and Geologic Survey. Engineering

Characteristics of the Rock of Pennsylvania, Revised 1982.

FOR INFORMATION ONLY

DO NOT USE AS BASIS FOR BID

Figures

FOR INFORMATION ONLY

DO NOT USE AS BASIS FOR BID

sfrailey Text Box

FIGURE 1

Site Location

Oh

Jd

Trg

Trg

Osp

Oe

Trg

Oh

Trg

Trgc

Oh

Trgc

Trg

Trfl

Trgc

Trgc

Oml

Trgc

Osp

Osp

Ohm

Osp

Trg

Trgc

Trfq

Ops

Oc

Jd

Oan

Orr

Ohm

Trgc

Trgc Trfq

Trg

Ohm

Trfq

Ohm

Trgc

Osp

Trfl

Jd

Trgc

Trfl

Trg

Ohm

Osp

Ohm

Trgc

Trfl

Ohm

Trg

Ops

Ohm

Ops

Paxtang

Lemoyne

Steelton

Lower Allen

New Cumberland

Bressler-Enhaut-Oberlin

USACOE BALTIMORE DISTRICT

DDSP ELEVATED STORAGE

TANK FOR RESERVOIR REPLACEMENT

GEOLOGY MAP

FIGURE 2

0 4,000 8,0002,000

SCALE IN FEET:

Date Source: Miles, C. E., and Whitfield, T. G. (compilers, 2001, Bedrock geology of Pennsylvania: Pennsylvania Geological Survey, 4th ser., dataset, scale 1:250,000) from the published 1980 state geologic map. PAMAP Imagery Program, 2007 and 2008.

GANNETT FLEMING, INC.

AUGUST 2011

FOR INFORMATION ONLY

DO NOT USE AS BASIS FOR BID

Appendix A

DO NOT USE AS BASIS FOR BID

2.0

8.0

14.0

363.0

357.0

351.0

8.0" Asphalt 12.0" Subbase

Began spoon sampling at 2.0'

Lean CLAY With Sand (CL), tan to brown, dry to moist, loose to medium dense

Sandy, Lean CLAY (CL), multicolored, moist, medium dense to very dense, gravel is both angular and rounded S-4: Contains gravel

Clayey SAND With Gravel (sc), multicolored, dry to moist, medium dense to very dense, gravel mostly angular rock fragments (sandstone and shale), Sand is fine grained

Dry

Dry

Moist

Moist

Moist

Moist

Dry

Moist

Moist

PP

2.0

PP

3.8

PP

1.3

PP

3.3

Augered

S-1

S-2

S-3

S-4

S-5

S-6

Augered

S-7

S-8

Augered

S-9

Augered

50/0.3

50/0.4

50/0.2

1.4'

1.8'

1.5'

1.7'

1.5'

1.3'

0.6'

1.4'

1.2'

Augered through pavement Note: PVC pipe blocked. Took water reading outside pipe.

Water depth =7.3'. Caved depth = 10.5'

S-3: Top P.P. = 1.25, bottom P.P. = 4.5+

Auger grinding at ~12.5' cl

CL

CL

cl

CL

CL

sc sc sc

TIME: 9:00

WATER:

STATE RT. NO.

CHECKED BY:

DRILLING METHODS 2.0" SPT, HSA, NQ Core Barrel EQUIPMENT USED Acker XLS Automatic

DRILLERS NAME/COMPANY Matt Ballew/Connelly Drilling

DATE: DEPTH: See Note; DATE: 7/27/11

SEGMENT

SECT.

DEPTH: 6.5' TIME: 14:40 DATE: 7/26/11DEPTH: 23.8';

INSPECTOR Ashley Bilger

X

CASING: SIZE: 3.25"

Checked = No Recorded Water Reading Measurements

OFFSET

REMARKS

OF

PROJECT NAME New Cumberland DDSP Tank

STATION OFFSET FROM CENTERLINE

NORTHING EASTING

R E

C O

V E

R Y

(F t.)

ENGINEERS FIELD BORING LOGFORM NO: D-481

(12/89)

REPRODUCE LOCALLY

BORING NO. T-1

PROJECT LOCATION New Cumberland, PA

S A

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/0 .5

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P O

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E T

P E

N T/

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N E

(T S

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U S

C S

DATE:

1 2SHEET

O.G.

ELEV. 365.0

A A

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TO

H 2O

C O

N

TE

N T

NOTE:

DESCRIPTION

DRAW STRATIFICATION LINES AT THE APPROXIMATE BOUNDARY

BETWEEN SOIL TYPES FOR THIS BORING LOCATION AND SHOW DEPTHS

COUNTY York

START 7/26/11

END 7/26/11

D

E P

TH

FT

0.0

2.0

4.0

6.0

8.0

10.0

12.0

13.3

14.0

16.0

17.4

18.0

19.2

20.0

FOR INFORMATION ONLY

DO NOT USE AS BASIS FOR BID

23.8

26.8

29.2

33.8

341.2

338.2

335.8

331.2

Clayey SAND With Gravel (sc), multicolored, dry to moist, medium dense to very dense, gravel mostly angular rock fragments (sandstone and shale), Sand is fine grained (continued) S-10: White rock fragments

S-11: Red decomposed silty fine grained sandstone, no gravel Top of Rock at 23.8', Auger refusal SILTY SANDSTONE, red, very soft to soft, decomposed to intensely weathered, very intensely to intensely fractured, RQD=11%

SILTY SANDSTONE, red, moderately hard, moderately to slightly weathered, intensely to slightly fractures, RQD=52%

SANDSTONE BRECCIA, gray to white, moderately hard to hard, slightly to freshly weathered, broken to moderately fractured, contains some mica, RQD=25%

Bottom of borehole at 33.80 feet.

Dry

Moist

S-10

Augered

S-11

Augered

R-1

R-2

R-3

50/0.2

50/0.3

0.1'

0.8'

1.8'

4.9'

2.2'

27.1'-27.3': Silty sand soil seam gp sm

REMARKS

OF

PROJECT NAME New Cumberland DDSP Tank

STATION OFFSET FROM CENTERLINE

NORTHING EASTING

R E

C O

V E

R Y

(F t.)

ENGINEERS FIELD BORING LOGFORM NO: D-481

(12/89)

REPRODUCE LOCALLY

BORING NO. T-1

PROJECT LOCATION New Cumberland, PA

S A

M P

LE

N

O

TY

P

E /C

O R

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U N

B

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/0 .5

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DATE:

2 2SHEET

O.G.

ELEV. 365.0

A A

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TO

H 2O

C O

N

TE

N T

NOTE:

DESCRIPTION

DRAW STRATIFICATION LINES AT THE APPROXIMATE BOUNDARY

BETWEEN SOIL TYPES FOR THIS BORING LOCATION AND SHOW DEPTHS

COUNTY York

START 7/26/11

END 7/26/11

D

E P

TH

FT

20.2

22.0

22.8

23.8

25.8

30.8

33.8

FOR INFORMATION ONLY

DO NOT USE AS BASIS FOR BID

6.0

10.0

16.0

363.0

359.0

355.0

349.0

6.0" Pavement 12.0"Subbase

Lean CLAY (CL), reddish brown to yellowish gray, moist, very loose to medium dense

Lean CLAY With Sand And Gravel (cl), gray to yellowish orange, moist to wet, very stiff, gravel is rounded and angular

S-4: Gray, more gravel at tip

Clayey SAND With Gravel (SC), gray to brown, moist, medium dense to very dense, gravel is rounded and angular

Clayey SAND With Gravel (sc), multicolored, dry, dense to very dense, white sandstone fragments, dark gray shale fragments, sand is fine grained

Moist

Moist

Moist

Moist

Moist

Moist

Moist

Dry

PP

1.5

PP

0.8

Augered

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

S-9

Augered

WH

50/0.4

2.0'

1.7'

2.0'

2.0'

1.7'

0.6'

2.0'

1.3'

0.0'

Augered through pavement at 2.0'

Bag sample obtained from auger cuttings from 3'-6'

5.0'-7.0': Very hard augering

10.0'-14.0': Very hard augering cl

CL

cl cl sc

SC

SC

sc

TIME: 8:30

WATER:

STATE RT. NO.

CHECKED BY:

DRILLING METHODS 2.0" SPT, HSA, NQ Core Barrel EQUIPMENT USED Acker XLS Automatic

DRILLERS NAME/COMPANY Matt Ballew/Connelly Drilling

DATE: DEPTH: 24.0'; DATE: 7/27/11

SEGMENT

SECT.

DEPTH: 23.8' TIME: 12:10 DATE: 7/26/11DEPTH: 23.0';

INSPECTOR Ashley Bilger

CASING: SIZE: 3.25"

Checked = No Recorded Water Reading Measurements

OFFSET

REMARKS

OF

PROJECT NAME New Cumberland DDSP Tank

STATION OFFSET FROM CENTERLINE

NORTHING EASTING

R E

C O

V E

R Y

(F t.)

ENGINEERS FIELD BORING LOGFORM NO: D-481

(12/89)

REPRODUCE LOCALLY

BORING NO. T-2

PROJECT LOCATION New Cumberland, PA

S A

M P

LE

N

O

TY

P

E /C

O R

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U N

B

LO

W S

/0 .5

F T.

O N

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R

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R Y

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D

P O

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E T

P E

N T/

TO

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N E

(T S

F)

U S

C S

DATE:

1 2SHEET

O.G.

ELEV. 365.0

A A

S H

TO

H 2O

C O

N

TE

N T

NOTE:

DESCRIPTION

DRAW STRATIFICATION LINES AT THE APPROXIMATE BOUNDARY

BETWEEN SOIL TYPES FOR THIS BORING LOCATION AND SHOW DEPTHS

COUNTY York

START 7/25/11

END 7/26/11

D

E P

TH

FT

0.0

2.0

4.0

6.0

8.0

10.0

12.0

14.0

16.0

18.0 18.4

20.0

FOR INFORMATION ONLY

DO NOT USE AS BASIS FOR BID

23.0

25.0

28.0

342.0

340.0

337.0

Clayey SAND With Gravel (sc), multicolored, dry, dense to very dense, white sandstone fragments, dark gray shale fragments, sand is fine grained (continued)

S-11: Only fine grained, red silty sand

Top of Rock at 23.0', Auger refusal SILTY SANDSTONE, red, soft, slightly to severely weathered, very intensely to intensely fractured, RQD=0%

SILTY SANDSTONE, red, moderately soft to moderately hard, moderately to slightly weathered, broken to moderately fractured, orange and brown spots, divits, RQD=19%

27.5'-28.0': Hard

Bottom of borehole at 28.00 feet.

Dry

Dry

S-10

Augered S-11

Augered

R-1

R-2

50/0.4

50/0.4

1.4'

0.4'

1.6'

3.0'

23.17'-23.21': Sand seam 23.53'-23.59': Sand seam 23.2'-23.35': White, very hard, fresh sandstone sc sm

REMARKS

OF

PROJECT NAME New Cumberland DDSP Tank

STATION OFFSET FROM CENTERLINE

NORTHING EASTING

R E

C O

V E

R Y

(F t.)

ENGINEERS FIELD BORING LOGFORM NO: D-481

(12/89)

REPRODUCE LOCALLY

BORING NO. T-2

PROJECT LOCATION New Cumberland, PA

S A

M P

LE

N

O

TY

P

E /C

O R

E R

U N

B

LO

W S

/0 .5

F T.

O N

S A

M P

LE

R

R E

C O

V E

R Y

R Q

D

P O

C K

E T

P E

N T/

TO

R

V A

N E

(T S

F)

U S

C S

DATE:

2 2SHEET

O.G.

ELEV. 365.0

A A

S H

TO

H 2O

C O

N

TE

N T

NOTE:

DESCRIPTION

DRAW STRATIFICATION LINES AT THE APPROXIMATE BOUNDARY

BETWEEN SOIL TYPES FOR THIS BORING LOCATION AND SHOW DEPTHS

COUNTY York

START 7/25/11

END 7/26/11

D

E P

TH

FT

21.4

22.0 22.4

23.0

25.0

28.0

FOR INFORMATION ONLY

DO NOT USE AS BASIS FOR BID

4.0

10.0

20.0

363.0

361.0

355.0

345.0

5" Pavement "10" Subbase

Began spooning Silty SAND (sm), brown, dry, loose

Gravelly, Fat CLAY (CH), orangish brown, moist, medium stiff to hard, gravel is rounded

S-4: Contains more sand

Clayey SAND With Gravel (sc), gray to red, dry, very dense, sand is fine grained

14.0'-16.5': cobbles

Dry

Moist

Moist

Moist

Dry

Dry

Dry

Moist

Augered

S-1

S-2

S-3

S-4

S-5

S-6

R-1

R-2

S-7

Augered

S-8

1.7'

1.9'

2.0'

0.5'

2.0'

2.0'

0.5'

0.3'

0.6'

1.2'

Augered through pavement Note: PVC pipe blocked. Took water reading outside pipe.

Caved at 10.0'. Water depth =8.5'

*Top P.P. portion is 1.5, 1.5;

Bottom P.P. portion is 1.0, 0.5;

**Top P.P.: .5; Bottom P.P.:

1.5

Very hard augering, refusal at 12.5'

R-1: 12.5'-14.5' Rec.=1.0, 50%

RQD=0, 0%

S-7: Used a 16" spoon to go through the core barrel. Due to the strength of this spoon;

removed the core barrels and used the auger and previous spoon, very difficult augering to 18.0' sm

CH

CH

ch sc sc sc sc

TIME: 8:20

WATER:

STATE RT. NO.

CHECKED BY:

DRILLING METHODS 2.0" SPT, HSA, NQ Core Barrel EQUIPMENT USED Acker XLS Automatic

DRILLERS NAME/COMPANY Matt Ballew/Connelly Drilling

DATE: DEPTH: See note; DATE: 7/27/11

SEGMENT

SECT.

DEPTH: 6.9' TIME: 16:30 DATE: 7/25/11DEPTH: 30.0';

INSPECTOR Ashley Bilger

X

CASING: SIZE: 3.25"

Checked = No Recorded Water Reading Measurements

OFFSET

REMARKS

OF

PROJECT NAME New Cumberland DDSP Tank

STATION OFFSET FROM CENTERLINE

NORTHING EASTING

R E

C O

V E

R Y

(F t.)

ENGINEERS FIELD BORING LOGFORM NO: D-481

(12/89)

REPRODUCE LOCALLY

BORING NO. T-3

PROJECT LOCATION New Cumberland, PA

S A

M P

LE

N

O

TY

P

E /C

O R

E R

U N

B

LO

W S

/0 .5

F T.

O N

S A

M P

LE

R

R E

C O

V E

R Y

R Q

D

P O

C K

E T

P E

N T/

TO

R

V A

N E

(T S

F)

U S

C S

DATE:

1 2SHEET

O.G.

ELEV. 365.0

A A

S H

TO

H 2O

C O

N

TE

N T

NOTE:

DESCRIPTION

DRAW STRATIFICATION LINES AT THE APPROXIMATE BOUNDARY

BETWEEN SOIL TYPES FOR THIS BORING LOCATION AND SHOW DEPTHS

COUNTY York

START 7/25/11

END 7/25/11

D

E P

TH

FT

0.0

2.0

4.0

6.0

8.0

10.0

12.0

14.0 14.5

16.5

17.5 18.0

20.0

FOR INFORMATION ONLY

DO NOT USE AS BASIS FOR BID

30.1

31.1

35.6

40.1

334.9

333.9

329.4

324.9

Silty SAND (SM), red, moist to dry, very dense, relict rock structure, sand is fine grained

Top of Rock at 23.0', Auger refusal

S-13: White discs of rock fragments in top 0.2'

Top of Rock at 30.1' SILTY SANDSTONE, red, moderately soft to moderately hard, slightly weathered, very intensely fractured, RQD=75% SANDSTONE BRECCIA, red to gray, moderately soft to very hard, moderately weathered, broken to moderately fractured, divits, pieces of quartz and mica, RQD=8%

SILTY SANDSTONE, red, hard to very hard, freshly weathered, intensely to slightly fractured, RQD=91%

Bottom of borehole at 40.10 feet.

Dry

Dry

Moist

Moist

Moist

Moist

S-9

S-10

Augered

S-11

Augered

S-12

Augered

S-13

Augered

S-14

R-3

R-4

R-5

50/0.3

50/0.3

50/0.4

50/0.4

50/0.1

1.0'

1.2'

0.8'

0.4'

0.4'

0.1'

1.8'

3.0'

5.0' 37.1'-37.8': White and gray angular pieces within

SM

SM

sm sm sm ml

REMARKS

OF

PROJECT NAME New Cumberland DDSP Tank

STATION OFFSET FROM CENTERLINE

NORTHING EASTING

R E

C O

V E

R Y

(F t.)

ENGINEERS FIELD BORING LOGFORM NO: D-481

(12/89)

REPRODUCE LOCALLY

BORING NO. T-3

PROJECT LOCATION New Cumberland, PA

S A

M P

LE

N

O

TY

P

E /C

O R

E R

U N

B

LO

W S

/0 .5

F T.

O N

S A

M P

LE

R

R E

C O

V E

R Y

R Q

D

P O

C K

E T

P E

N T/

TO

R

V A

N E

(T S

F)

U S

C S

DATE:

2 2SHEET

O.G.

ELEV. 365.0

A A

S H

TO

H 2O

C O

N

TE

N T

NOTE:

DESCRIPTION

DRAW STRATIFICATION LINES AT THE APPROXIMATE BOUNDARY

BETWEEN SOIL TYPES FOR THIS BORING LOCATION AND SHOW DEPTHS

COUNTY York

START 7/25/11

END 7/25/11

D

E P

TH

FT

22.0

23.3

24.0

24.8

26.0 26.4

28.0 28.4

30.0 30.1

32.1

35.1

40.1

FOR INFORMATION ONLY

DO NOT USE AS BASIS FOR BID

Appendix B

Appendix C

DO NOT USE AS BASIS FOR BID

Pavement Core Photos

Front Side

Back Side

DO NOT USE AS BASIS FOR BID

Appendix D

DO NOT USE AS BASIS FOR BID

Boring Sample Depth (ft) Elevation

(ft) USCS Description % Gravel % Sand % Silt % Clay LL PL PI

T-1 S-2 & S-3 4.0-8.0 361-357 CL Lean CLAY with Sand 5.3 15.5 40.5 38.7 39 20 19

T-1 S-5 & S-6 10.0-13.3 355-351.7 CL Sandy Lean CLAY 9.2 32.3 31.0 27.5 33 20 13

T-2 Cuttings 3.0-6.0 362-359 CL Lean CLAY 0.1 9.2 54.2 36.5 37 22 15

T-2 S-6 & S-7 12.0-16.0 353-349 SC Clayey SAND with Gravel 20.0 44.5 18.8 16.7 26 19 7

T-3 S-2 & S-3 4.0-8.0 361-357 CH Gravelly Fat CLAY 25.8 13.9 31.8 28.5 51 22 29

T-3 S-9 & S-10 20.0-23.3 345-341.7 SM Silty SAND 1.3 68.2 22.1 8.4 21 20 1

SUMMARY OF LABORTORY TEST RESULTS

Grain Size Distribution and Atterburg Limits

FOR INFORMATION ONLY

DO NOT USE AS BASIS FOR BID

Light brown, brown CLAY, little fine sand, trace fine gravel, trace medium to coarse sand inches number size size

0.0 5.3 15.5 40.5 38.7 CL 39 20 19

1/2 3/8

100.0 100.0

#4 #10 #40

#100 #200

94.7 93.7 91.1 83.6 79.2

0.0155 0.0024

Location: T-1 Sample Number: S-2, S-3

Gannett Flemming, Inc.

Geotechnical Laboratory Testing for New Cumberland DDSP Tanks (GF Project No. 054489.NCTKHA.0001E)

9054.ZB

PL PI+3" % GRAVEL % SAND % SILT % CLAY USCS LL

SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description

GRAIN SIZE REMARKS:

D60 D30 D10

COEFFICIENTS

Cc Cu

Client:

Project:

Project No.: Chkd:

P E

R C

E N

T

FI

N E

R

GRAIN SIZE - mm.

0.0010.010.1110100 in in in

1½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

Particle Size Distribution Report

BJD 8/11

FOR INFORMATION ONLY

DO NOT USE AS BASIS FOR BID

Light brown, gray-brown, brown, CLAY, some fine sand, trace fine gravel, trace medium to coarse sand inches number size size

0.0 9.2 32.3 31.0 27.5 CL 33 20 13

1/2 3/8

100.0 93.9

#4 #10 #40

#100 #200

90.8 89.2 85.8 66.7 58.5

0.0883 0.0068

Location: T-1 Sample Number: S-5, S-6

Gannett Flemming, Inc.

Geotechnical Laboratory Testing for New Cumberland DDSP Tanks (GF Project No. 054489.NCTKHA.0001E)

9054.ZB

PL PI+3" % GRAVEL % SAND % SILT % CLAY USCS LL

SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description

GRAIN SIZE REMARKS:

D60 D30 D10

COEFFICIENTS

Cc Cu

Client:

Project:

Project No.: Chkd:

P E

R C

E N

T

FI

N E

R

GRAIN SIZE - mm.

0.0010.010.1110100 in in in

1½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

Particle Size Distribution Report

BJD 8/11

FOR INFORMATION ONLY

DO NOT USE AS BASIS FOR BID

Light brown, dark gray, light gray, red brown CLAY, trace fine to coarse sand, trace gravel inches number size size

0.0 0.1 9.2 54.2 36.5 CL 37 22 15

1/2 3/8

100.0 100.0

#4 #10 #40

#100 #200

99.9 98.7 96.2 93.4 90.7

0.0194 0.0026

Location: T-2 Sample Number: Cuttings

Gannett Flemming, Inc.

Geotechnical Laboratory Testing for New Cumberland DDSP Tanks (GF Project No. 054489.NCTKHA.0001E)

9054.ZB

PL PI+3" % GRAVEL % SAND % SILT % CLAY USCS LL

SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description

GRAIN SIZE REMARKS:

D60 D30 D10

COEFFICIENTS

Cc Cu

Client:

Project:

Project No.: Chkd:

P E

R C

E N

T

FI

N E

R

GRAIN SIZE - mm.

0.0010.010.1110100 in in in

1½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

Particle Size Distribution Report

BJD 8/11

FOR INFORMATION ONLY

DO NOT USE AS BASIS FOR BID

Light brown, brown, gray fine SAND, little gravel, little silt, little clay, little medium to coarse sand inches number size size

0.0 20.0 44.5 18.8 16.7 SC 26 19 7

3/4 1/2 3/8

100.0 95.8 87.6

#4 #10 #40

#100 #200

80.0 72.5 64.6 45.0 35.5

0.3187 0.0283

Location: T-2 Sample Number: S-6, S-7

Gannett Flemming, Inc.

Geotechnical Laboratory Testing for New Cumberland DDSP Tanks (GF Project No. 054489.NCTKHA.0001E)

9054.ZB

PL PI+3" % GRAVEL % SAND % SILT % CLAY USCS LL

SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description

GRAIN SIZE REMARKS:

D60 D30 D10

COEFFICIENTS

Cc Cu

Client:

Project:

Project No.: Chkd:

P E

R C

E N

T

FI

N E

R

GRAIN SIZE - mm.

0.0010.010.1110100 in in in

1½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

Particle Size Distribution Report

BJD 8/11

FOR INFORMATION ONLY

DO NOT USE AS BASIS FOR BID

Light brown, gray-brown, dark gray, red brown, orange-brown CLAY, some gravel, little fine to coarse sand inches number size size

0.0 25.8 13.9 31.8 28.5 CH 51 22 29

3/4 1/2 3/8

100.0 97.5 86.5 80.2

#4 #10 #40

#100 #200

74.2 71.4 67.8 63.3 60.3

0.0724 0.0064

Location: T-3 Sample Number: S-2, S-3

Gannett Flemming, Inc.

Geotechnical Laboratory Testing for New Cumberland DDSP Tanks (GF Project No. 054489.NCTKHA.0001E)

9054.ZB

PL PI+3" % GRAVEL % SAND % SILT % CLAY USCS LL

SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description

GRAIN SIZE REMARKS:

D60 D30 D10

COEFFICIENTS

Cc Cu

Client:

Project:

Project No.: Chkd:

P E

R C

E N

T

FI

N E

R

GRAIN SIZE - mm.

0.0010.010.1110100 in in in

1½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

Particle Size Distribution Report

BJD 8/11

FOR INFORMATION ONLY

DO NOT USE AS BASIS FOR BID

Red-brown, fine SAND, some silt, trace medium to coarse sand, trace clay, trace gravel inches number size size

0.0 1.3 68.2 22.1 8.4 SM 21 20 1

1/2 3/8

100.0 100.0

#4 #10 #40

#100 #200

98.7 96.0 90.2 55.6 30.5

0.1667 0.0732 0.0062

5.22 27.06

Location: T-3 Sample Number: S-9, S-10

Gannett Flemming, Inc.

Geotechnical Laboratory Testing for New Cumberland DDSP Tanks (GF Project No. 054489.NCTKHA.0001E)

9054.ZB

PL PI+3" % GRAVEL % SAND % SILT % CLAY USCS LL

SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description

GRAIN SIZE REMARKS:

D60 D30 D10

COEFFICIENTS

Cc Cu

Client:

Project:

Project No.: Chkd:

P E

R C

E N

T

FI

N E

R

GRAIN SIZE - mm.

0.0010.010.1110100 in in in

1½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

Particle Size Distribution Report

BJD 8/11

FOR INFORMATION ONLY

DO NOT USE AS BASIS FOR BID

100% SAT

Assumed Gs=2.65

Maximum Dry Density: 111.0 (PCF) Optimum Moisture Content: 16.1 (%)

Percent Passing No. 200 Sieve: 90.7 (%)

Description of Material: Light Brown, dark gray, light gray, red-brown CLAY, trace fine to coarse sand, trace gravel.

Standard Proctor Test, ASTM D1698, (Method A ) Source: Test boring T-2 Cuttings

Proctor Curve No. CBR-1 Moisture-Density Relationship

Gannett Fleming Laboratory Testing New Cumberland DDSP Tank GF Project No.: 054489.NCTKHA.0001E Duffield Associates Project No. 9054.ZB Date/Checked by: August 2011/BJD

DUFFIELD

FOR INFORMATION ONLY

DO NOT USE AS BASIS FOR BID

Client: Gannett Fleming

Project: Gannett Fleming Laboratory Testing New Cumberland DDSP Tank (GF Project No. 054489.NCTKHA.0001E)

Project No.: 9054.ZB Date/Chk'd By: August 2011/BJD

CALIFORNIA BEARING RATIO TEST, (ASTM: D1883)

Sample Identification: T-2 Cuttings Sample Description: Light Brown, dakr gray, light gray red-brown CLAY, trace fine to coarse sand, trace gravle.

Sample Preparation Method: ASTM D1557 (soaked)

CBR Point: 1 2 3 CBR Value: 3 4 7 Dry Density As Compacted (pcf): 101.4 105.9 110.6 Moisture Prior To Compaction (%): 15.3 15.3 16.5 Top Moisture After Test (%): 21.3 19.0 17.2 Swell (%): 2.0 1.7 0.7 Surcharge Weight: 10 lbs

Passing No. 200 Sieve (%): 90.7

Standard Proctor Results Maximium Dry Density (pcf): 111.0 Optimum Moisture (%): 16.1

Remarks: CBR Value determined at 0.1" penetration.

96 102 108 114

DRY DENSITY (pcf)

CO

RR

EC

TE

D

CB

R

Legend Point 1 Point 2 Point 3

FOR INFORMATION ONLY

DO NOT USE AS BASIS FOR BID