MIDLANTIC ENGINEERING, INC. 120 COMMERCE ROAD

MIDLANTIC ENGINEERING, INC.
120 COMMERCE ROAD
PITTSTON TOWNSHIP, PA 18640-9552

GEOTECHNICAL ENGINEERING REPORT
WYALUSING MEADOWS

187 THIRD STREET, WYALUSING, PA
(Project #14197)

PREPARED FOR:
CALDWELL HECKLES & EGAN, INC.

100 WEST 3RD STREET, SUITE 2
MILLVILLE, PA 17846
SEPTEMBER 18, 2014

September 18, 2014

Caldwell Heckles & Egan, Inc.
100 West 3rd Street, Suite 2

Millville, PA 17846

ATTENTION: Mr. Jim Spangenberg
President – North Branch
[email protected]

REFERENCE: GEOTECHNICAL ENGINEERING REPORT (#14197)
Wyalusing Meadows – 187 Third Street
Wyalusing, PA

Mr. Spangenberg:

Submitted herewith is our geotechnical engineering report for the above referenced
project. Our services have been performed in accordance with our proposal/agreement dated
August 19, 2014 and your subsequent authorization to proceed.

1. SCOPE OF SERVICES

Services performed for this phase of the study included excavating seventeen test pits at
the proposed building and roadway areas, evaluation of geologic mapping data, soil laboratory
testing, and preparation of our report. Our geotechnical engineering analysis and report includes
the following:

a. Our evaluation of the estimated subsurface conditions within the proposed
building areas based on the test pit data.

b. Recommended foundation requirements for support of the proposed buildings and
floor slabs on grade.

c. Recommendations regarding handling of groundwater in design and construction.

d. Recommended lateral earth pressure design parameters for the site retaining walls
of the development.

120 Commerce Road • Pittston Twp., PA 18640-9552 • 570/655-2200 (phone) • 570/655-2212 (fax)

Caldwell Heckles & Egan, Inc.
September 18, 2014
Page 2

e. Recommended earthwork requirements for construction of structural fill and
backfill including an assessment of on-site materials to be excavated for use as fill.

f. Recommendations for subbase preparations and recommended pavement design
parameters for access roadway and parking lot areas.

g. Seismic design classifications of subgrade conditions per IBC 2009 table 1615.1.1.

h. Comments regarding geotechnical construction methods that should be considered
both in the design and in the development of construction plans and specifications.

Services with respect to environmental considerations, wetlands investigations, erosion
control, construction cost estimates and construction observation and testing are not included in
the scope of services under this phase of our contract. Services with respect to in-situ infiltration
testing for stormwater management are included in our scope of services and are reported
separately.

2. DESCRIPTION OF SITE AND PROPOSED CONSTRUCTION

The project includes the construction of 7 townhouse buildings with about 35 total units,
and a community center in Wyalusing, Pennsylvania. The project area is indicated on the vicinity
plan included as dwg. 14197-1 in Enclosure (3).

The development area is currently a cleared field. Existing grades through the townhouses
and community center building areas generally slope down from north to south from about El 750
to El 710. Finished floor elevations for the buildings will vary and excavations and fills of up to
10 feet in depth are planned.

The information listed above was provided to us by your office or was obtained during
our own site visits.

3. SUBSURFACE CONDITIONS

In order to evaluate subsurface conditions in the proposed development areas, seventeen
test pits were excavated under our supervision on September 3 and 4, 2014. The test pits were
excavated and sampled to depths of 5 feet to 12 feet each. The results of the test pits, the water
level observation data, and test pit location plan are included in Enclosure (3).

Caldwell Heckles & Egan, Inc.
September 18, 2014
Page 3

3.1 Test Pit Data and Stratification

Topsoil was encountered at the test locations to depths of 0.5 feet to 1.5 feet
below surface grades. Topsoil depths may vary at other areas of the site.

The test pit data indicate the following generalized strata underlie the topsoil
materials to the depths investigated:

Stratum Depths Description
Stratum A
below surface topsoils to yellow-brown, gray sandy SILT (ML) with
depths of 2 feet to 8.5 feet gravel, and silty SAND (SM); generally firm

Stratum B below Stratum A to depths brown, gray silty SAND with gravel (SM)
of 4 feet to 12 feet and silty GRAVEL with sand (GM),
occasional cobbles and boulders; generally
compact

Stratum DR below Stratum B to brown DISINTEGRATED ROCK, with silty
maximum depths sampled sand; very compact
at locations on west side
of site

Test pit TP-9 was located on the east end of townhouse building Four. The
test pit was not excavated per the direction of project archaeologist Brian R. Gillis.

The soil symbols indicated in the stratum descriptions and on the test pit logs
represent the Unified Soil Classification (ASTM D-2488) group symbols based on visual
observation of the specimens recovered. Criteria for visual classification of soil samples
are given in Enclosure (1) of this report. The soil classifications determined by laboratory
testing may vary from the visual classifications of test samples.

3.2 Geology

The natural silt, sand and gravel materials of Stratum A and Stratum B represent
glacial till deposits of the Pleistocene geologic age. The materials are distinguished for
this study based on composition and consistency. The natural soil deposits are moderately
to highly over-consolidated.

The disintegrated rock of Stratum DR is residual material derived from the
weathering of the parent bedrock. The underlying bedrock in the project vicinity consists
of interlayered sandstone and siltstone. The bedrock is part of the Catskill formation of
the Devonian geologic age.

Caldwell Heckles & Egan, Inc.
September 18, 2014
Page 4

3.3 Groundwater Observations

Groundwater observations were performed during the excavation operations at
each of the test pit locations. No groundwater was encountered at the test locations to the
depths investigated. The results of water readings are shown on the test pit logs in
Enclosure (3).

Water level readings at the test locations are considered to be a reliable indication
of groundwater conditions at the times indicated. Fluctuations in groundwater levels, as
well as perched water, may be expected with variations in precipitation evaporation,
adjacent construction activity, and similar factors.

3.4 Soil Laboratory Testing

Soil laboratory testing was performed on selected samples from the site
development test locations for classification and assessment purposes. Results of testing
from samples within the development area are included as Enclosure (2) and are
summarized below. The natural moisture content was determined for selected soil
samples per ASTM D-2216, and is shown on the test pit logs in Enclosure (3).

Soil Classifications Summary

Test Pit Depth/ % < #200
Location Elevation Stratum Classification (D-2487) %M Sieve Size
(D-2216) (D-1140)

TP-4 1.5’ A brown gravelly SILT 13.3% 58%
TP-4 El 733.9 with sand (ML) 80%
TP-11 51%
TP-13 3.2’ A brown SILT with sand 13.8% 64%
TP-4 El 732.2 (ML) 30%
TP-13 43%
TP-13 4.0’ A brown sandy SILT with 9.9% 49%
El 724.8 gravel (ML)

2.0’ A brown sandy SILT (ML) 10.0%
El 743.1
B brown silty GRAVEL 7.7%
11.5’ (GM) 8.6%
El 723.9 9.4%
B brown silty GRAVEL
4.0’ with sand (GM)
El 741.1
B brown silty GRAVEL
8.0’ with sand (GM)
El 737.1

Caldwell Heckles & Egan, Inc.
September 18, 2014
Page 5

4. FOUNDATION ENGINEERING ANALYSIS

Our foundation engineering analysis is based upon the subsurface information data as
developed by our field investigation, review of site geologic data, and the site and structural data
furnished to us. The proposed buildings are expected to be slab on grade. Shallow cuts and
structural fills of up to 10 feet in depth may be required to achieve building grades.

4.1 Subgrade Preparations

We recommend all root-mat and topsoil materials be removed from the building
construction areas, and to a minimum extent of 8 feet outside the construction areas, prior
to placement of new structural fill. Stripping depths are expected to be in the range of 1.0
to 1.5 feet. The prepared structural fill subgrades will generally consist of firm sandy silt
and silty sand materials of Stratum A.

After the excavation of the topsoil, the prepared fill subgrade areas of the site
should be observed to determine the actual suitability of the material for support of new
structural fill. Excessively soft or yielding areas should be further undercut to sound
bearing and replaced with suitable structural fill. The structural fill classification and
compaction recommendations are included in the ‘Construction Considerations’ section
of this report. The new compacted structural fill is expected to be suitable for direct
support of shallow spread footings for the fill areas of the site.

4.2 Shallow Spread Footings

The test pits indicate firm sandy silt and silty sand of Stratum A, the compact sand
and gravel soils of Stratum B, or new compacted structural fill at nominal shallow spread
footing depths throughout the building areas. These materials are considered suitable for
direct support of shallow spread footings. We recommend a maximum allowable net
bearing capacity of 2 ksf for individual column footings and continuous wall footings
founded on the natural soil subgrades of Stratum A or Stratum B, or on new structural fill.

Caldwell Heckles & Egan, Inc.
September 18, 2014
Page 6

Estimated footing subgrade elevations and anticipated bearing materials are listed
for the test pits at the building areas as follows:

Building Test Existing Proposed Estimated Est. Bearing
Area
Pit Surface Grade Bld’g FF El Ft’g Subgrade Stratum

Five TP-2 El 722.1 El 725.2 El 721 A
Comm. Bldg TP-3 727.4 729.9 726 A
Six
TP-4 735.4 733.0 729 B
Four
Three TP-5 723.5 721.3 717 B
Seven TP-6 725.2 721.3 717 B
One TP-7 723.6 721.3 717 A
Two
TP-8 718.8 721.3 717 B
TP-9 716.2 721.3 717 SF

TP-10 712.1 716.7 712.5 SF

TP-11 728.8 721.0 717 B
TP-12 725.8 723.0 719 B

TP-13 745.1 741.3 737 B
TP-14 728.5 736.3 732 SF

TP-15 714.0 720.5 716.5 SF

Note: Stratum listed as SF; anticipate footings in new structural fill.

The estimated subgrade elevations indicated herein are for design and construction
planning. Final footing subgrades should be observed by a representative of the project
geotechnical engineer during construction. Any materials considered unsuitable for the
recommended design bearing pressure should be undercut to sound bearing natural
materials and replaced with compacted structural fill. Lowering of footing subgrades
below the design grades may be required in areas of previous excavation or disturbance.

For shear considerations, the continuous wall footings should be constructed to
minimum widths of 24 inches and individual column footing constructed to minimum
widths of 36 inches.

All exterior footings should be placed a minimum of 4.0 feet below adjacent
exterior grades for frost protection. Adjacent footings in areas where lowering is required
should be stepped in increments not steeper than one horizontal to one vertical (1H:1V).

Considering the recommendations provided herein, we anticipate the total
settlement for footings will not exceed about ½ inch. Differential settlements between
adjacent footings or bearing walls are not expected to exceed about ¼ inch. Settlements
of this magnitude are anticipated to be within tolerable structural limits.

Caldwell Heckles & Egan, Inc.
September 18, 2014
Page 7

The site conditions and construction recommendations in this report indicate a
seismic design classification of site class 'C' per IBC 2009 table 1615.1.1.

4.3 Floor Slabs

We generally anticipate the firm natural sandy silt of Stratum A, compact silty
sand and gravel materials of Stratum B, or depths of new compacted structural fill for
support of the floor slabs on grade. These materials are suitable for direct support of
building floor slabs. Structural backfill placed over utility lines, etc. should comply with
the classification and compaction recommendations in the 'Construction Considerations'
section of this report. We recommend a maximum design modulus of subgrade reaction
of ks = 120 pci for design of concrete floor slabs on grade.

Based on the groundwater observations at the test pit locations and considering
proposed finished floor grades, a subfloor drainage system is not considered necessary.
The exterior surface grades should be designated to avoid ponding of runoff against the
building walls.

Floor slabs on grade should be provided with damp-proofing consisting of a
granular base course serving as a capillary break. The base course should consist of at
least six inches of coarse open-graded gravel or crushed stone that is well graded between
the ¾ inch and the No. 4 sieve size. PennDOT type OGS or 2A coarse aggregate is
considered suitable for this purpose. Prior to placing the base course, the subgrade
materials should be proofrolled and compacted on grade to densify and stabilize any
areas that may have been disturbed by the preceding construction and exposure.

Areas of concrete floor slabs on grade where glued floor coverings are scheduled
should be planned with a vapor barrier set on the prepared subgrade, below the subbase
coarse aggregate. The vapor barrier should be properly installed and protected from
damage and puncture. All seams, junctures at walls, and floor penetrations should be
sealed to provide an impermeable barrier. The installation of the vapor barrier will not
guarantee a specific rate of concrete vapor emissions, but will assist in reducing the vapor
emissions from constructed floor slabs.

Caldwell Heckles & Egan, Inc.
September 18, 2014
Page 8

4.4 Site Retaining Walls

For the design of site retaining walls and building foundation walls, we
recommend the following applicable design parameters considering the use of site
excavation material as structural backfill, as recommended herein:

- Angle of Internal Friction φ = 30°
- Unit Weight γ = 120 pcf
- Cohesion c = 100 psf
- Coefficient of Friction/Sliding f = 0.40

For site retaining walls, footing drains should be used to collect seepage into the
backfill and relieve any hydrostatic pressure that may develop on the walls. The footing
drains should generally consist of four-inch diameter, slotted, corrugated polyethylene
tubing, a six-inch filter material cover, and a permeable fabric wrap. Filter material may
consist of PennDOT type A sand and the filter fabric should have an EOS not larger than
the No. 40 U.S. sieve size. The perimeter drains should be connected to the site storm
drain system or day lighted beyond the extent of the wall areas.

Compaction equipment not exceeding 3,000 pounds in dead weight should be
used within three feet of the wall to avoid overloading retaining walls.

5. PAVEMENT DESIGN CONSIDERATIONS

The roadway access and parking areas are located between the proposed buildings. The
estimated pavement subgrades will generally be at grade or in shallow depths of new compacted
structural fill. These materials are expected to indicate low swell potential and are expected to
provide fair support for structural base course materials in flexible pavement areas.

Compacted fill in pavement areas should be placed and compacted as outlined in the
'Construction Considerations' section of this report. The prepared pavement subgrade areas
should be proofrolled under the observation of the project geotechnical engineer prior to
placement of the aggregate base course materials.

We recommend a design CBR value of 4 for pavement subgrades on compacted
structural fill materials or on suitable natural soil subgrades of this development.

Caldwell Heckles & Egan, Inc.
September 18, 2014
Page 9

Softening of the subgrade soils may be expected if exposed to adverse weather
conditions. The fill and pavement subgrades should be prepared to prevent surface water from
collecting on these soils. The aggregate base course should be placed on the subgrades as soon
as possible after preparations of the subgrades. PennDOT type 2A or OGS coarse aggregate is
considered suitable as aggregate base course materials in pavement areas. Pavement grades and
curbs should be constructed to prevent surface water from ponding on pavements and seeping
into the base course and subgrades.

6. CONSTRUCTION CONSIDERATIONS

The following recommendations are provided for construction planning and utilization of
the engineering recommendations provided in this report.

6.1 Construction Dewatering

The foundation subgrade levels for the building areas are not expected to extend
below seasonal or perched groundwater levels. Control of surface runoff will still be
required during construction. The contractor should be prepared to provide dewatering
during construction using local dewatering methods such as sumps and open trenches to
keep the surface runoff water below the deepest construction excavations.

6.2 Temporary Excavation Slopes

Excavations for the proposed building areas may require cuts of up to about 12 feet
to reach the construction subgrades at the deepest foundation areas of the buildings. The
excavations will generally be in the compact natural soils of Stratum A and Stratum B.
The excavations are not expected to require sheeting and shoring and may generally be
performed by benching and sloping the cuts. A 1H:1V slope is expected to be sufficiently
stable for the temporary excavation slopes.

Areas of temporary excavation slopes should be protected against erosion from
surface water by directing water away from excavation slopes and covering with plastic
sheets.

Caldwell Heckles & Egan, Inc.
September 18, 2014
Page 10

6.3 Rock Excavation

Rock was not encountered in the test locations within depths of anticipated
building excavations. Very compact soils, cobbles and boulders within the soil matrix
were encountered at the test pits. Small excavation areas for foundation or utility
installation may require mechanical rock excavation techniques.

Sudden changes in hardness of the material to be excavated should be expected.
Variations in the amount of material which may be excavated by conventional excavation
and ripping methods should also be anticipated depending on the type and size of
equipment used.

6.4 Foundation Construction

Foundation subgrades for the building areas will be in the firm sandy silt of
Stratum A, in the compact sand and gravel of Stratum B, or in compacted structural fill.
Foundation subgrades should be observed by a representative of the project engineer to
verify that the structures are placed on suitable bearing materials as recommended herein.
Subgrades should generally be prepared to the sizes indicated on the structural plans and
poured in-place against the approved subgrade materials.

Care should be taken during the excavation for all footings to minimize disturbance
of the bearing subgrades. All loose and disturbed materials should be removed prior to
concrete placement. Any areas requiring overexcavation to reach suitable bearing
subgrades should be replaced with compacted coarse aggregate structural fill.

6.5 Structural Fill and Backfill

The full depth of topsoil within the fill areas of the building and infrastructure
areas are to be removed. We estimate the average stripping depths within the building
areas will be in the range of 1.0 to 1.5 feet.

After the excavation of the topsoil, the prepared fill subgrades should be observed
to determine the actual suitability of the material for support of new structural fill.
Excessively soft or yielding areas should be further undercut to sound bearing and
replaced with crushed stone structural fill. We suggest that a budget be established for
additional undercutting requirements during construction.

Caldwell Heckles & Egan, Inc.
September 18, 2014
Page 11

Soil fill and backfill materials shall consist of materials classified ML, SP, SW,
SM, GP, GW, or GM per ASTM D-2487. Structural fill materials shall be free of topsoil,
root-mat, frozen soil, or any material designated as deleterious. The fill materials should
be placed in shallow horizontal layers of maximum 10 inches loose lift thickness and
compacted with the necessary type of compaction equipment to attain at least 97 percent
of the maximum dry density per ASTM D-698. Proposed fill soils should be at a
moisture content that will facilitate adequate compaction.

The natural soils of Stratum A and Stratum B are generally considered suitable for
re-use as structural fill and backfill. These natural soils are sensitive to moisture content
variation and should be stockpiled and covered to maintain a moisture content adequate
for compaction. Cobbles and boulder fragments may be used in the structural fill but
should not exceed 8 inches in the largest dimension. Also, PennDOT type 2RC or 2A
coarse aggregates are considered suitable as backfill in structural areas.

7. OBSERVATION REQUIREMENTS AND STUDY LIMITATIONS

This report was prepared for use by your office and the design professionals to aid in the
design of the subject project. The opinions and conclusions expressed in this report are those of
the geotechnical engineer and represent interpretation of the subsurface conditions and the results
of analyses and studies which have been conducted for design purposes. This report should be
made available to contractors for their information to supply them with facts relative to the
subsurface investigation.

This report is based on the design concept of the proposed project as furnished to our
office during the preparation of this report. Any substantial changes in building loads, locations,
or grading should be brought to our attention so that we may determine any effect on our
recommendations given herein.

We would recommend that the project specifications contain the following statement:

“A geotechnical engineering report has been prepared for this project by Midlantic
Engineering and is included in the project manual to prospective bidders and/or
contractors for informational purposes only. This report was prepared for design
purposes and may not be sufficient to prepare an accurate bid. Contractors
desiring to conduct additional subsurface investigations prior to bidding should
contact the owner for arrangements to enter the project site.”

Caldwell Heckles & Egan, Inc.
September 18, 2014
Page 12

The analyses and recommendations submitted in this report are based upon the data
obtained from test pits at the specific locations indicated on the location plan. This report does
not reflect any variations that may occur between the test locations. The nature and extent of
variations may not become evident until the course of construction. It is recommended that on-
site observation and testing of foundation installation be performed during the construction
period to ascertain if re-evaluation of the recommendations of this report must be made.

Allowances should be established to account for possible additional costs that may be
required for construction of foundations, and/or excavation as recommended in this report.
Additional costs may be incurred for various reasons including variable topsoil depths, variable
rock grades, water runoff, disturbances of subgrade, etc.

We have prepared this report in accordance with generally accepted geotechnical
engineering practices, and make no other warranties, either expressed or implied, as to the
professional services provided under the terms of the agreement and included in this report.

We appreciate the opportunity to be of service to you for this project. Please do not
hesitate to contact us for further clarifications of any aspect of this study.

Sincerely,
MIDLANTIC ENGINEERING, INC.

Timothy Burns, P.E.
President

Encls:
(1) Identification of Soils
(2) Soil Laboratory Test Data

- Soil Classifications Summary
- Gradation and Classifications (7 samples)
(3) Subsurface Investigation Report
- General Notes/Test Pits
- Test Pit Logs (TP-1 through TP-18)
- Project Vicinity Plan, dwg. 14197-1
- Test Pit Location Plan, dwg. 14197-2

MIDLANTIC ENGINEERING INC. Enclosure (1)

120 Commerce Road • Pittston Twp., PA 18640-9552
570/655-2200 (phone) • 570/655-2212 (fax)

IDENTIFICATION OF SOILS

I. Definition of Soil Group Names – ASTM D-2487-83 Symbol Group Name

Coarse-Grained Soils Gravels – More than 50% of coarse Clean Gravels GW well-graded gravel
More than 50% fraction retained on No. 4 sieve Less than 5% fines GP poorly graded gravel
retained on Gravels with Fines GM silty gravel
No. 200 sieve Coarse, ¾” to 3" Fine, No. 4 to ¾" More than 12% fines GC clayey gravel
Clean Sands SW well-graded sand
Sands – 50% or more of coarse Less than 5% fines SP poorly graded sand
fraction passes No. 4 sieve Sands with Fines SM silty sand
More than 12% fines
Coarse: No. 10 to No. 4 SC clayey sand
Medium: No. 40 to No. 10 Inorganic
Fine: No. 200 to No. 40 CL lean clay
Organic ML silt
Fine-Grained Soils Silts and Clays – Liquid Limit less organic clay
50% or more passes than 50 Low to medium plasticity Inorganic OL organic silt
the No. 200 sieve fat clay
Silts and Clays – Liquid Limit 50 or Organic CH elastic silt
more Medium to high plasticity MH organic clay
organic silt
Highly Organic Soils Primarily organic matter, dark in color, and organic odor OH
peat
PT

II. Definition of Minor Component Proportions Approximate Percentage of Fraction by Weight

adjective form gravelly, sandy 30% or more coarse grained
with sand, gravel 15% or more coarse grained
trace silt, clay
sand, gravel 5% to 12% fine grained
silt, clay Less than 15% coarse grained

Less than 5% fine grained

III. Glossary of Miscellaneous Terms

symbols Unified Soil Classification Symbols are shown above as group symbols. Use a Line Chart for laboratory identification.
Dual symbols are used for borderline classifications.
boulders & cobbles Boulders are considered rounded pieces of rock larger than 12 inches, while cobbles range from 3 to 12 inch size.
disintegrated rock Residual rock material with a standard penetration resistance (SPT) of more than 60 blows per foot, and less than refusal.
Refusal is defined as a SPT of 100 blows for 2" or less penetration.
rock fragments Angular pieces of rock, distinguished from transported gravel, which have separated from original vein or strata and are
present in a soil matrix.
quartz A hard silica mineral often found in residual soils
ironite
cemented sand Iron oxide deposited within a soil layer forming cemented deposits
Usually localized rock-like deposits within a soil stratum composed of sand grains cemented by calcium carbonate or
mica other materials.
organic materials A soft plate of silica mineral found in many rocks, and in residual or transported soil derived therefrom.
(excluding peat) Topsoil: Surface soils that support plant life and which contain considerable amounts of organic matter;
Organic Matter: Soil containing organic colloids throughout its structure;
fill Lignite: Hard, brittle decomposed organic matter with low fixed carbon content (a low grade of coal).
probable fill Man made deposit containing soil, rock and often foreign matter
lenses
layers Soils which contain no visually detected foreign matter but which are suspect with regard to origin
pocket
color shades 0 to 2 inch seam of minor soil component
moisture conditions
2 to 12 inch seam of minor soil component

Discontinuous body of minor soil component

Light to dark to indicate substantial difference in color

Wet, moist, or dry to indicate visual appearance of specimen

MIDLANTIC ENGINEERING INC. Enclosure (2)

120 Commerce Road • Pittston Twp., PA 18640-9552
570/655-2200 (phone) • 570/655-2212 (fax)

LABORATORY TEST DATA

- Soil Classifications Summary
- Gradation and Classifications (7 Sheets)

SOIL CLASSIFICATIONS SUMMARY

Results of testing are summarized in the following table, and the individual gradation and
classification curves are included within this enclosure.

Test Pit Depth/ %M % < #200
Location Elevation Stratum Classification (D-2487) (D-2216) Sieve Size
(D-1140)
TP-4 1.5’ A brown gravelly SILT 13.3%
El 733.9 with sand (ML) 58%
TP-4 13.8%
3.2’ A brown SILT with sand 80%
TP-11 El 732.2 (ML) 9.9%
51%
TP-13 4.0’ A brown sandy SILT with 10.0%
El 724.8 gravel (ML) 64%
TP-4 7.7%
2.0’ A brown sandy SILT (ML) 30%
TP-13 El 743.1 8.6%
B brown silty GRAVEL 43%
TP-13 11.5’ (GM) 9.4%
El 723.9 49%
B brown silty GRAVEL
4.0’ with sand (GM)
El 741.1
B brown silty GRAVEL
8.0’ with sand (GM)
El 737.1

Enclosure (3)
Contract #14197

SUBSURFACE INVESTIGATION REPORT

- General Notes/Test Pits
- Test Pit Logs (TP-1 through TP-18)
- Project Vicinity Plan, dwg. 14197-1
- Test Pit Location Plan, dwg 14197-2

GENERAL NOTES/TEST PITS

1. Test pits are logged by engineering personnel to provide a record for geotechnical
evaluation. The log itself includes a description of soil and rock materials encountered
using visual classification in the field. Boundary lines between various strata are
identified where possible and a graphical presentation is included based on the material
excavated from the pit. Any significant features, such as fill conditions, underground
structures, groundwater or water seepage conditions are recorded.

2. The test pit logs and related information depict subsurface conditions only at the specific
location and at the particular time excavated. Soil conditions at other locations may
differ from conditions occurring at these test pit locations. Also, the passage of time may
result in a change in the subsurface soil and groundwater conditions at these locations.

3. The stratification lines represent the approximate boundary between soil and rock types
as observed in the test pits. The profiles and water level observations presented have
been made with reasonable care and accuracy and must be considered only an
approximate representation of subsurface conditions to be encountered at the particular
location.

4. Strata descriptions are based on visual inspection and are in accordance with the Unified
Soil Classification System, per ASTM D-2488.

5. The test pit locations and grades are based on information provided by others and should
be considered as approximate only. The test pit observations and draft logs were
prepared by Dan Hartigan, P.E., project manager, of this office.

TEST PIT LOG TP-1

Project: Wyalusing Meadows
187 Third Street, Wyalusing, PA

Test Loc. No. TP-1

Contract No. 14197

Date Excavated: 09/03/14

ME, Inc. Rep.: DH

Equip. Used: John Deere 160 Excavator

Surface Elev.: 732.3

Groundwater Observations

Encountered: 09/03/14 Depth: none
Completion: 09/03/14 Depth: dry

Depth Strata Description Class. Str’m Elev. InSitu Testing M (%) Remarks
(ft.)
5" topsoil A Depth Geo. Pen.

yellow, brown sandy SILT with gravel, ML
1 cobbles; firm
1

2 brown silty GRAVEL with sand; firm GM 730.3 2 2"
to compact B

3 3

4 4 ½" entrance roadway

grade El 728±

55

6 @ 6'-9': with boulders 6 ¼"
7 7

8 8

9 brown DISINTEGRATED ROCK, with 723.3 9
silty sand; very compact DR

10 10

11 11

12 Bottom of Test Pit at 12.0 feet 720.3 12

Comments: Backfilled upon completion.

TEST PIT LOG TP-2

Project: Wyalusing Meadows
187 Third Street, Wyalusing, PA

Test Loc. No. TP-2

Contract No. 14197

Date Excavated: 09/03/14

ME, Inc. Rep.: DH

Equip. Used: John Deere 160 Excavator

Surface Elev.: 722.1

Groundwater Observations

Encountered: 09/03/14 Depth: none
Completion: 09/03/14 Depth: dry

Depth Strata Description Class. Str’m Elev. InSitu Testing M (%) Remarks
(ft.) 10" topsoil
Depth Geo. Pen.

1 ML A 1 1"
yellow, brown sandy SILT 2
720.1
2 brown silty GRAVEL with sand,
compact GM B

3 3

4 @ 4': with cobbles 4 ¼"
5
6 Bottom of Test Pit at 6.0 feet 5
7
716.1 6

7

8 8
9
9

Comments: - Backfilled upon completion.
- adjacent bld’g 5 FF at El 725.2 (fill 3’±)

TEST PIT LOG TP-3

Project: Wyalusing Meadows
187 Third Street, Wyalusing, PA

Test Loc. No. TP-3

Contract No. 14197

Date Excavated: 09/03/14

ME, Inc. Rep.: DH

Equip. Used: John Deere 160 Excavator

Surface Elev.: 727.4

Groundwater Observations

Encountered: 09/03/14 Depth: none
Completion: 09/03/14 Depth: dry

Depth Strata Description Class. Str’m Elev. InSitu Testing M (%) Remarks
(ft.) 10" topsoil
Depth Geo. Pen.

brown sandy SILT ML A
1
1

2 yellow, brown sandy SILT; firm 2 6"
¼"
3 3
4
723.9 5

yellow, brown silty GRAVEL with GM B

4 sand, cobbles; compact 723.4

DISINTEGRATED ROCK, cobbles, boulders DR 723.1

Excavation Refusal at 4.3 feet

Bottom of Test Pit at 4.3 feet

5

66

77

88

9 9

Comments: - Backfilled upon completion.
- adjacent bld’g 5 FF at El 729.9 (fill 2.5’±)

TEST PIT LOG TP-4

Project: Wyalusing Meadows
187 Third Street, Wyalusing, PA

Test Loc. No. TP-4

Contract No. 14197

Date Excavated: 09/03/14

ME, Inc. Rep.: DH

Equip. Used: John Deere 160 Excavator

Surface Elev.: 735.4

Groundwater Observations

Encountered: 09/03/14 Depth: none
Completion: 09/03/14 Depth: dry

Depth Strata Description Class. Str’m Elev. InSitu Testing M (%) Remarks
(ft.)
8" topsoil A Depth Geo. Pen.

brown, gray gravelly SILT with sand; firm ML
1
1

2 2 13.3
3 1"
brown SILT with sand; firm ML 4
3 Comm. Bld’g
FF El 733.0
red, gray, brown silty GRAVEL with sand; GM 731.9 13.8
B
0"
4 compact

5 5
6 0"
@ 5.5': with cobbles and boulders
6

77

88

99

10 10

11 11 7.7

12 Bottom of Test Pit at 12.0 feet 723.4 12

Comments: Backfilled upon completion.

TEST PIT LOG TP-5

Project: Wyalusing Meadows
187 Third Street, Wyalusing, PA

Test Loc. No. TP-5

Contract No. 14197

Date Excavated: 09/04/14

ME, Inc. Rep.: DH

Equip. Used: John Deere 160 Excavator

Surface Elev.: 723.5

Groundwater Observations

Encountered: 09/04/14 Depth: none
Completion: 09/04/14 Depth: dry

Depth Strata Description Class. Str’m Elev. InSitu Testing M (%) Remarks
(ft.) 9" topsoil
Depth Geo. Pen.

1 ML A 1
2 4"
yellow, brown sandy SILT; firm bld’g 6 -
2 FF El 721.3

33

4 4 3"
¼"
5 brown silty GRAVEL with sand; 718.5 5 0"
compact
GM B
6
6
7 @ 7': with cobbles
8 Bottom of Test Pit at 8.0 feet 7
9
715.5 8

9

10 10

Comments: Backfilled upon completion.

TEST PIT LOG TP-6

Project: Wyalusing Meadows
187 Third Street, Wyalusing, PA

Test Loc. No. TP-6

Contract No. 14197

Date Excavated: 09/04/14

ME, Inc. Rep.: DH

Equip. Used: John Deere 160 Excavator

Surface Elev.: 725.2

Groundwater Observations

Encountered: 09/04/14 Depth: none
Completion: 09/04/14 Depth: dry

Depth Strata Description Class. Str’m Elev. InSitu Testing M (%) Remarks
(ft.) 12" topsoil
Depth Geo. Pen.

1 yellow, brown sandy SILT; firm ML A 1

2 2 1½"

3 ML 3
4 3"
red, brown mottled sandy SILT with bldg. 6 -
4 gravel; firm FF El 721.3

55

6 red, brown silty GRAVEL with sand, 719.2 6 0"
cobbles; compact 7
GM B
7

8 8 0"
9
DISINTEGRATED ROCK with 716.7

9 silty sand DR
Bottom of Test Pit at 9.0 feet
716.2

10 10

Comments: Backfilled upon completion.

TEST PIT LOG TP-7

Project: Wyalusing Meadows
187 Third Street, Wyalusing, PA

Test Loc. No. TP-7

Contract No. 14197

Date Excavated: 09/04/14

ME, Inc. Rep.: DH

Equip. Used: John Deere 160 Excavator

Surface Elev.: 723.6

Groundwater Observations

Encountered: 09/04/14 Depth: none
Completion: 09/04/14 Depth: dry

Depth Strata Description Class. Str’m Elev. InSitu Testing M (%) Remarks
(ft.) 12" topsoil
Depth Geo. Pen.

1 yellow, brown sandy SILT ML A 1
2 2 3"
bld’g 6 -
FF El 721.3

3 SM 3 3¼"
4 5"
yellow, gray silty SAND
4

5 5 4¾"

6 6 7½"

77

8 715.1 8 6"
9 ¼"
red, brown silty GRAVEL with sand GM B
9
714.1
Bottom of Test Pit at 9.5 feet
10 10

Comments: Backfilled upon completion.

TEST PIT LOG TP-8

Project: Wyalusing Meadows
187 Third Street, Wyalusing, PA

Test Loc. No. TP-8

Contract No. 14197

Date Excavated: 09/03/14

ME, Inc. Rep.: DH

Equip. Used: John Deere 160 Excavator

Surface Elev.: 718.8

Groundwater Observations

Encountered: 09/03/14 Depth: none
Completion: 09/03/14 Depth: dry

Depth Strata Description Class. Str’m Elev. InSitu Testing M (%) Remarks
(ft.) 9" topsoil
Depth Geo. Pen.

1 1
2 ¼"
yellow, brown silty GRAVEL with GM B

2 sand
@ 2': with cobbles

33

4 714.5 4 0"
brown DISINTEGRATED ROCK with 5 0"
silty sand DR

5 712.8 6

6 Bottom of Test Pit at 6.0 feet 7

7

88

9 9

Comments: - Backfilled upon completion.
- adjacent bld’g 4 FF at El 721.3 (fill 2.5’±)

TEST PIT LOG TP-10

Project: Wyalusing Meadows
187 Third Street, Wyalusing, PA

Test Loc. No. TP-10

Contract No. 14197

Date Excavated: 09/04/14

ME, Inc. Rep.: DH

Equip. Used: John Deere 160 Excavator

Surface Elev.: 712.1

Groundwater Observations

Encountered: 09/04/14 Depth: none
Completion: 09/04/14 Depth: dry

Depth Strata Description Class. Str’m Elev. InSitu Testing M (%) Remarks
(ft.) 9" topsoil
Depth Geo. Pen.

1 yellow, brown sandy SILT with gravel ML A 1

2 2 1½"
3 brown silty GRAVEL with sand ¼"
4 709.1 3 ¼"
5
6 Bottom of Test Pit at 6.0 feet GM B
7
4

5

706.1 6

7

88

9 9

Comments: - Backfilled upon completion.
- adjacent bld’g 3 FF at El 716.7 (fill 4.5’±)

TEST PIT LOG TP-11

Project: Wyalusing Meadows
187 Third Street, Wyalusing, PA

Test Loc. No. TP-11

Contract No. 14197

Date Excavated: 09/04/14

ME, Inc. Rep.: DH

Equip. Used: John Deere 160 Excavator

Surface Elev.: 728.8

Groundwater Observations

Encountered: 09/04/14 Depth: none
Completion: 09/04/14 Depth: dry

Depth Strata Description Class. Str’m Elev. InSitu Testing M (%) Remarks
(ft.)
9" topsoil Depth Geo. Pen.

1 yellow, brown sandy SILT with gravel; ML A 1
firm to compact

2 2 ¼"

33

4 4 ¼" 9.9

5 red, brown silty GRAVEL with sand GM 723.8 5 ¼"
6 B bld’g 7 -

7 6 ¼" FF El 721.0
@ 7.5': with cobbles
7 10.9
8
8
9 @ 9': with cobbles and boulders
10 9

11 10

12 Bottom of Test Pit at 12.0 feet 11

Comments: Backfilled upon completion. 716.8 12

TEST PIT LOG TP-12

Project: Wyalusing Meadows
187 Third Street, Wyalusing, PA

Test Loc. No. TP-12

Contract No. 14197

Date Excavated: 09/04/14

ME, Inc. Rep.: DH

Equip. Used: John Deere 160 Excavator

Surface Elev.: 725.8

Groundwater Observations

Encountered: 09/04/14 Depth: none
Completion: 09/04/14 Depth: dry

Depth Strata Description Class. Str’m Elev. InSitu Testing M (%) Remarks
(ft.) 9" topsoil
Depth Geo. Pen.

1 yellow, brown sandy SILT; firm ML A 1

2 2 17.7
3 gray, brown sandy SILT; firm 4½"

ML bld’g 7
3 FF El 723.0

4 4 4¼"

55

66 21.0
4½"
7 brown, red silty GRAVEL with sand; GM B 718.8 7
compact 8 ½" 15.5

8 Bottom of Test Pit at 8.0 feet 717.8 ¼"

99

10 10

Comments: Backfilled upon completion.

TEST PIT LOG TP-13

Project: Wyalusing Meadows
187 Third Street, Wyalusing, PA

Test Loc. No. TP-13

Contract No. 14197

Date Excavated: 09/04/14

ME, Inc. Rep.: DH

Equip. Used: John Deere 160 Excavator

Surface Elev.: 745.1

Groundwater Observations

Encountered: 09/04/14 Depth: none
Completion: 09/04/14 Depth: dry

Depth Strata Description Class. Str’m Elev. InSitu Testing M (%) Remarks
(ft.) 8" topsoil
Depth Geo. Pen.

1 yellow, brown sandy SILT, trace ML A 1
gravel; firm

22 ¾" 10.0

3 red, gray, brown silty GRAVEL with 742.1 3 bld’g 1
sand; compact 4 8.6 FF El 741.3
GM B ¼"
4

5 GM 5
brown silty GRAVEL with sand; 6 ¼"
7
6 compact 8 9.4

7 @ 7': with cobbles and boulders

8

9 Bottom of Test Pit at 9.0 feet 736.1 9

10 10

Comments: Backfilled upon completion.

TEST PIT LOG TP-14

Project: Wyalusing Meadows
187 Third Street, Wyalusing, PA

Test Loc. No. TP-14

Contract No. 14197

Date Excavated: 09/04/14

ME, Inc. Rep.: DH

Equip. Used: John Deere 160 Excavator

Surface Elev.: 728.5

Groundwater Observations

Encountered: 09/04/14 Depth: none
Completion: 09/04/14 Depth: dry

Depth Strata Description Class. Str’m Elev. InSitu Testing M (%) Remarks
(ft.) 9" topsoil
Depth Geo. Pen.

1 yellow, brown sandy SILT; firm SM A 1

22 1½"
¾"
3 3 ¼"
4
yellow, brown silty SAND with gravel;
4 firm

5 723.0 5
brown silty GRAVEL with sand; 6
GM B
6 compact
721.5 7
7 Bottom of Test Pit at 7.0 feet
8
8

9 9

Comments: - Backfilled upon completion.
- adjacent bld’g 1 FF at El 736.3 (fill 8’±)

TEST PIT LOG TP-15

Project: Wyalusing Meadows
187 Third Street, Wyalusing, PA

Test Loc. No. TP-15

Contract No. 14197

Date Excavated: 09/04/14

ME, Inc. Rep.: DH

Equip. Used: John Deere 160 Excavator

Surface Elev.: 714.0

Groundwater Observations

Encountered: 09/04/14 Depth: none
Completion: 09/04/14 Depth: dry

Depth Strata Description Class. Str’m Elev. InSitu Testing M (%) Remarks
(ft.) 9" topsoil
Depth Geo. Pen.

1 yellow, brown sandy SILT; firm ML A 1

2 2 3¼"
4¾"
3 gray, brown silty SAND; firm SM 3 ¼"
4 4

5 brown silty GRAVEL with sand; 709.0 5
compact
GM B
6
6
7 Bottom of Test Pit at 7.0 feet
8 707.0 7

8

99

10 10

Comments: - Backfilled upon completion.
- adjacent bld’g 2 FF at El 720.5 (fill 6.5’±)

TEST PIT LOG TP-16

Project: Wyalusing Meadows
187 Third Street, Wyalusing, PA

Test Loc. No. TP-16

Contract No. 14197

Date Excavated: 09/03/14

ME, Inc. Rep.: DH

Equip. Used: John Deere 160 Excavator

Surface Elev.: 709.4

Groundwater Observations

Encountered: 09/03/14 Depth: none
Completion: 09/03/14 Depth: dry

Depth Strata Description Class. Str’m Elev. InSitu Testing M (%) Remarks
(ft.) 9” topsoil
Depth Geo. Pen.

11

2 brown, gray sandy SILT ML A 2
3 brown silty SAND with gravel
4 706.4 3

SM B

4 in-situ infiltration
testing @ 3.5';
7.5 El 706±

5 703.9 5
6
Bottom of Test Pit at 5.5 feet
6

77

88

9 9

Comments: - Backfilled upon completion.
- SWM basin area

TEST PIT LOG TP-17

Project: Wyalusing Meadows
187 Third Street, Wyalusing, PA

Test Loc. No. TP-17

Contract No. 14197

Date Excavated: 09/03/14

ME, Inc. Rep.: DH

Equip. Used: John Deere 160 Excavator

Surface Elev.: 708.6

Groundwater Observations

Encountered: 09/03/14 Depth: none
Completion: 09/03/14 Depth: dry

Depth Strata Description Class. Str’m Elev. InSitu Testing M (%) Remarks
(ft.) 16” topsoil, root mat
Depth Geo. Pen.

1 ML A 1
2
yellow, brown sandy SILT 706.6
2 brown, gray silty SAND with gravel
SM B

33 8.1 in-situ infiltration
testing @ 2.6’;
El 706±

4 brown silty GRAVEL with sand GM 4
@ 4': shale fragments
5.1
5 Bottom of Test Pit at 5.0 feet
703.6 5
6
6

77

88

9 9

Comments: - Backfilled upon completion.
- SWM basin area

TEST PIT LOG TP-18

Project: Wyalusing Meadows
187 Third Street, Wyalusing, PA

Test Loc. No. TP-18

Contract No. 14197

Date Excavated: 09/03/14

ME, Inc. Rep.: DH

Equip. Used: John Deere 160 Excavator

Surface Elev.: 707.8

Groundwater Observations

Encountered: 09/03/14 Depth: none
Completion: 09/03/14 Depth: dry

Depth Strata Description Class. Str’m Elev. InSitu Testing M (%) Remarks
(ft.) 15” topsoil, root mat
Depth Geo. Pen.

1 yellow, brown sandy SILT with gravel ML A 1 in-situ infiltration
2 testing @ 1.8’;
brown silty SAND with gravel SM 706.3 EL 706±
2
B

3 brown, gray silty GRAVEL with sand GM 3
4 Bottom of Test Pit at 4.0 feet
5 703.8 4

5

66

77

88

9 9

Comments: - Backfilled upon completion.
- SWM basin area

Project Vicinity Enclosure (3)
Susquehanna River dwg. 14197-1
Wyalusing Creek
N

Drawing Title:

Project Vicinity Plan

Wyalusing Meadows

187 Third Street, Wyalusing, PA

Drawn By: Checked By: Scale:
1" = 1,000'
120 Commerce Road • Pittston Township, PA 18640-9552 LS TB
570/655-2200 (phone) • 570/655-2212 (fax) Sheet No.
Date: Project No.: ---

09/18/14 14197

Bld'g TP-3
Five
FF=729.92
TP-4
TP-1 Comm
FF=733.00 Build

TP-2 FF=725.23

Bld'g TP-5 TP
Six

FF=721.30

TP-8

FF=721.35

Bld'g FF=721.35
Four
TP-9
FF=719.15

Bld'g
Three

LEGEND

= Test Pit Location

Note: TP-9 was not excavated,
at the direction of project
archaeologist Brian R. Gillis.

dwg. 14197-2

TP-13 Bld'g
One
FF=741.29
FF=736.27 N

munity Bld'g TP-14
ding Seven
TP-11
P-6 TP-12

FF=721.30 FF=723.00

FF=721.00

TP-7

FF=719.15 FF=720.49

FF=716.70 TP-10 TP-15

TP-16 TP-17 Bld'g
TP-18 Two

Test Pit Location Plan
Wyalusing Meadows
187 Third Street, Wyalusing, PA

Project: Date: Scale:
14197 09/18/14 as shown

MIDLANTIC ENGINEERING, INC.
120 COMMERCE ROAD
PITTSTON TOWNSHIP, PA 18640-9552

GEOTECHNICAL ENGINEERING REPORT
STORMWATER MANAGEMENT AND INFILTRATION TESTING

WYALUSING MEADOWS
187 THIRD STREET, WYALUSING, PA

(Project #14197-SWM)

PREPARED FOR:
CALDWELL HECKLES & EGAN, INC.

100 WEST 3RD STREET, SUITE 2
MILLVILLE, PA 17846
SEPTEMBER 18, 2014

September 18, 2014

Caldwell Heckles & Egan, Inc.
100 West 3rd Street, Suite 2

Millville, PA 17846

ATTENTION: Mr. Jim Spangenberg
President – North Branch
[email protected]

REFERENCE: GEOTECHNICAL ENGINEERING REPORT (#14197-SWM)
Stormwater Management and Infiltration Testing
Wyalusing Meadows – 187 Third Street
Wyalusing, PA

Mr. Spangenberg:

Submitted herewith is our geotechnical engineering report to address the stormwater
management areas and in-situ infiltration testing for the above referenced project. Our services
have been performed as part of our proposal/agreement of August 19, 2014 and your
authorization to proceed.

1. SCOPE OF SERVICES

Services performed for this phase of the study included site reconnaissance, observation
and logging of three test pits, in-situ infiltration testing, soil laboratory analysis, and preparation
of our report. Our geotechnical engineering analysis and report for the stormwater management
development areas includes the following:

a. Our evaluation of the estimated subsurface conditions within the proposed
stormwater management infiltration areas based on the data obtained.

b. Analysis of subgrade conditions, soil laboratory testing, and in-situ infiltration
testing to provide design parameters for infiltration devices.

c. Comments concerning the use of infiltration practices at the designated areas tested.

120 Commerce Road • Pittston Twp., PA 18640-9552 • 570/655-2200 (phone) • 570/655-2212 (fax)

Caldwell Heckles & Egan, Inc.
September 18, 2014
Page 2

Services with respect to environmental considerations, wetlands investigations, erosion
control, pavement designs, construction cost or quantity estimates, and construction observation
and testing are not included in the scope of services under this phase of our contract.

A geotechnical engineering report for the building development areas of the project has
been completed and is reported separately.

2. DESCRIPTION OF SITE AND PROPOSED CONSTRUCTION

The project includes the construction of 7 townhouse buildings with about 35 total units,
and a community center building in Wyalusing, Pennsylvania. The project area is indicated on
the vicinity plan included as dwg. 14197-SWM-1 in Enclosure (3).

The development area is currently a cleared field. Existing grades slope down from north
to south from about El 750 to El 710. Finished floor elevations for the building will vary and
excavations and fills of up to 10 feet in depth are planned. Stormwater management areas are
proposed in the southeast area of the site.

The information listed above was provided to us by your office or was obtained during
our own site visits.

3. SUBSURFACE CONDITIONS

In order to evaluate subsurface conditions in the proposed stormwater management areas,
three test pits were excavated. The test pits were extended to depths of 4.0 to 5.5 feet each to
determine the shallow subsurface stratification and depths to limiting zones, if applicable. The
test pit logs, water observation data, and test pit location plan are included in Enclosure (3).

Caldwell Heckles & Egan, Inc.
September 18, 2014
Page 3

3.1 Test Pit Data and Stratification

The test pits indicate the following generalized strata underlie the proposed
stormwater management areas to the depths investigated:

Stratum Depths Description

Stratum A below surface topsoils yellow-brown, gray sandy SILT (ML) with
to depths of 1.5 feet to gravel; generally firm
3 feet

Stratum B below Stratum A to brown, gray silty SAND with gravel (SM) and
depths of 4 feet to silty GRAVEL with sand (GM), occasional
5.5 feet cobbles; generally compact

The soil symbols indicated in the stratum descriptions and on the test pit logs
represent the Unified Soil Classification (ASTM D-2488) group symbols based on visual
observation of the specimens recovered. Criteria for visual classification of soil samples
are given in Enclosure (1) of this report. The visual classifications may vary from the
results of laboratory testing classifications.

3.2 Geology

The natural silt, sand, and gravel materials of Stratum A and Stratum B represent
glacial till deposits of the Pleistocene geologic age. The materials are distinguished for
this study based on composition and consistency. The natural soil deposits are moderately
to highly over-consolidated.

3.3 Groundwater Observations

Groundwater observations were performed during the excavation at each of the
test pit locations. The results of the groundwater observations are shown on the test pit
logs in Enclosure (3). Groundwater was not encountered at the test pit locations to the
maximum depths investigated.

Water level readings at the test pit locations are considered to be a reliable
indication of groundwater conditions at the times indicated. Fluctuations in groundwater
levels, as well as perched water, may be expected with variations in precipitation,
evaporation, adjacent construction activity, and similar factors.

Caldwell Heckles & Egan, Inc.
September 18, 2014
Page 4

4. INFILTRATION FACILITY ANALYSES

The proposed stormwater management areas were identified within the study area and
were investigated for suitability for infiltration.

The Soil Conservation Service mapping of Wyoming County was referenced for the
development area. The delineation of the development area overlain on the SCS mapping is
included as dwg. 14197-SWM-2 in Enclosure (3).

The engineering index and physical properties of the represented series provided by SCS
and correlating with our field investigation data are summarized as follows:

Series USCS Estimated
Designation
Classifications Permeability (in/hr)

Unadilla (UnB) ML 0.6 – 2.0 in/hr
- 12” to 36”± fine sandy loam - SM, GM 2.0 – 20.0 in/hr
36” to 60”± gravelly sand,

gravelly loam

Rexford (ReA) ML, SM 0.6 – 2.0 in/hr
- 12” to 18”± silt loam - SM, GM, >2.0 in/hr
GP-GM
18” to 60± gravelly sandy loam

The protocols outlined in the final draft of the Pennsylvania Stormwater Best Management
Practices Manual were used as the referenced for design and construction standards for stormwater
infiltration systems. The protocols include parameters for the conduct of the infiltration testing,
site conditions, design considerations, construction requirements and factors of safety.

4.1 Depth of Limiting Zones

Protocol 2 of the referenced manual recommends that a minimum 2-foot
clearance be maintained between the bottom of the infiltration facility and a limiting zone
of seasonally high water table or bedrock.

Groundwater was not encountered in the infiltration test pits to the maximum
depths investigated.

There was no bedrock encountered at the infiltration test pits to the maximum
depths investigated in the proposed basin area.

Caldwell Heckles & Egan, Inc.
September 18, 2014
Page 5

The proposed infiltration facilities are generally considered feasible based on
depth to limiting zones.

4.2 Soil Textures

Protocol 2 recommends that infiltration facilities be constructed in native soils
without prior fill or disturbance. Protocol 2 allows infiltration in areas that have
experienced historic fill or disturbance provided that sufficient time has elapsed to restore
natural permeability, which is defined as at least five years in Chapter 6.

The natural sandy silt materials of Stratum A and Stratum B were encountered
below topsoil to maximum depths investigated. The locations and depths are generally
considered suitable for in-situ infiltration based on soil texture.

The Pennsylvania Protocol does not have any criteria for soil gradations or for the
allowable percentage of fines (<#200 sieve) in the soil, but the other standards referenced
in the Pennsylvania Manual limit the clay content to 20 percent by weight, and the
combined silt/clay content to 40 percent by weight.

Soil laboratory testing of the natural soil samples at representative locations were
performed in accordance with ASTM D-2487 and are included in Enclosure (2). The
laboratory gradation and classification test results are summarized as follows:

Soil Classifications Summary

Soil Sample Stratum Classification % Silt % Clay Combined
Depth/Elevatio (USCS) (USCS) Silt/Clay
(%<#200)
n
B brown silty SAND with 18.3% -- 18%
TP-16 (4.0’) gravel (SM) -- 37%
El 705.4 -- 36%
B brown silty SAND with 37.3%
TP-17 (2.6’) gravel (SM)
El 706.0
B brown silty SAND with 36.4%
TP-18 (1.8’) gravel (SM)
El 706.0

The proposed infiltration facilities in the natural silty sand of Stratum B are
considered marginally feasible based on soil textures.

4.3 In-Situ Infiltration Rates

Protocol 2 recommends that soils underlying infiltration devices should have
infiltration rates between 0.1 and 10 inches per hour.

Caldwell Heckles & Egan, Inc.
September 18, 2014
Page 6

In-situ infiltration testing was conducted at nominal depths below the topsoil and
proposed finished grades within the study areas, or at depths 2 feet above an identified
limiting zone. The test method referenced in Protocol 1, as summarized herein, was used
to conduct the in-situ infiltration testing.

A 5-inch diameter hollow steam auger test hole was advanced to the test depth at
each of the study locations. A solid 4-inch I.D. PVC casing was installed in the borehole
and seated approximately 2 inches into the underlying soil subgrades. The outer ring of
the infiltration test casing was sealed with a water-bentonite soil mixture. The test
location was presoaked for 1 hour with a 12-inch depth of water immediately prior to
testing with the water level re-established at 30-minute intervals. The drop in the water
level during the last 30 minutes of the presoak period was used to determine the time
interval used for the infiltration test in accordance with Protocol 1.

Measurements were taken at the appropriate time interval for a total of 8 readings
obtained or until a stabilized rate of drop was obtained, whichever occurred first. A
stabilized rate of drop is defined by Protocol 1 as a difference of ¼-inch or less of drop
between the highest and lowest readings of four consecutive readings. The water level in
the infiltration test casing was re-established after each reading.

The final in-situ infiltration rate was calculated as the average stabilized rate or
the drop in water level during the final time period, expressed as inches per hour.
Infiltration rates listed as zero includes tests where the rate of infiltration was below a
measurable rate, less than 1/16 of an inch.

The observed in-situ infiltration rates at the test locations and depths are
summarized below:

Test Pit Surface Infiltration Average In-situ
Grade Test Grade Stratum Soil Type Infiltration Rate

(in/hr)

TP-16 El 709.4 El 706 B brown silty SAND with 6¼ in/hr
TP-17 El 708.6 El 706 gravel (SM) 4½ in/hr
TP-18 El 707.8 El 706 6¾ in/hr
B brown silty SAND with
gravel (SM)

B brown silty SAND with
gravel (SM)

Based upon the recommended infiltration rates in Protocol 2, infiltration facilities
are generally considered feasible in the natural silty sand soils of Stratum B.

Caldwell Heckles & Egan, Inc.
September 18, 2014
Page 7

4.4 Safety Factors

Protocol 2 recommends the minimum safety factor that may be used is two (2). It
further recommends that a minimum safety factor of three (3) be used for soils which
classify as silty loam, clay loam, silty clay loam, sandy clay loam or clay under the
USDA classification system if the percolation test methodology is used.

Based on the gradation and classification of subgrade materials encountered, we
recommend a safety factor of two (2) in the silty sand with gravel soils of Stratum B.

4.5 Infiltration Design Recommendations

Based on the referenced protocols and our investigation, infiltration facilities are
generally considered to be feasible in the silty sand soils of Stratum B.

The infiltration rates summarized in section 4.3 should be applied for depth at
each specific location. Based on the measured in-situ rates at the proposed infiltration
facility grades, we recommend the following in-situ infiltration design parameters:

Stratum In-situ Infiltration Recommended Design
B Rate (in/hr) Factor of Safety

4¼ to 6¾ in/hr 2

If infiltration facilities are incorporated into the development we recommend that
the infiltration facilities be designed in strict accordance with Pennsylvania Stormwater
Best Management Practices most recent edition of the manual.

5. OBSERVATIONS REQUIREMENTS AND STUDY LIMITATIONS

The report is based on the design concept of the proposed project as furnished to our
office during the preparation of this report. Any substantial changes in construction locations or
grading should be brought to our attention so that we may determine any effect on the
recommendations given herein.

Caldwell Heckles & Egan, Inc.
September 18, 2014
Page 8

The analysis and recommendations submitted in this report are based upon the test pit
data and the site plans provided to us. This report does not reflect variations which may occur
between the test locations. The nature and extent of variations between test locations may not
become evident until the course of construction. It is recommended that on-site observation of
facility installations be performed during the construction period to ascertain if re-evaluation of
the recommendations of this report must be made.

We have prepared this report for the use of your office and the design professionals for
design and planning purposes in accordance with generally accepted geotechnical engineering
practices. No other warranties, either expressed or implied are made as to the professional
services included in this report.

Soil samples from the test pits will be held until October 31, 2014, then discarded unless
other disposition is requested.

We appreciate the opportunity to be of service to you for this project. Please do not
hesitate to contact us for further clarification of any aspect of this study.

Sincerely,
MIDLANTIC ENGINEERING, INC.

Timothy Burns, P.E.
President

Encls:
(1) Identification of Soils
(2) Laboratory Testing Data

- Soil Classifications Summary
- Gradation and Classifications (3 Sheets)
(3) Subsurface Investigation Report
- General Notes
- Test Pit Logs (TP-16 through TP-18)
- Project Vicinity Plan, dwg. 14197-SWM-1
- SCS Mapping, dwg. 14197-SWM-2
- Test Pit Location Plan, dwg. 14197-SWM-3
(4) In-Situ Infiltration Testing Setup

MIDLANTIC ENGINEERING INC. Enclosure (1)

120 Commerce Road • Pittston Twp., PA 18640-9552
570/655-2200 (phone) • 570/655-2212 (fax)

IDENTIFICATION OF SOILS

I. Definition of Soil Group Names – ASTM D-2487-83 Symbol Group Name

Coarse-Grained Soils Gravels – More than 50% of coarse Clean Gravels GW well-graded gravel
More than 50% fraction retained on No. 4 sieve Less than 5% fines GP poorly graded gravel
retained on Gravels with Fines GM silty gravel
No. 200 sieve Coarse, ¾” to 3" Fine, No. 4 to ¾" More than 12% fines GC clayey gravel
Clean Sands SW well-graded sand
Sands – 50% or more of coarse Less than 5% fines SP poorly graded sand
fraction passes No. 4 sieve Sands with Fines SM silty sand
More than 12% fines
Coarse: No. 10 to No. 4 SC clayey sand
Medium: No. 40 to No. 10 Inorganic
Fine: No. 200 to No. 40 CL lean clay
Organic ML silt
Fine-Grained Soils Silts and Clays – Liquid Limit less organic clay
50% or more passes than 50 Low to medium plasticity Inorganic OL organic silt
the No. 200 sieve fat clay
Silts and Clays – Liquid Limit 50 or Organic CH elastic silt
more Medium to high plasticity MH organic clay
organic silt
Highly Organic Soils Primarily organic matter, dark in color, and organic odor OH
peat
PT

II. Definition of Minor Component Proportions Approximate Percentage of Fraction by Weight

adjective form gravelly, sandy 30% or more coarse grained
with sand, gravel 15% or more coarse grained
trace silt, clay
sand, gravel 5% to 12% fine grained
silt, clay Less than 15% coarse grained

Less than 5% fine grained

III. Glossary of Miscellaneous Terms

symbols Unified Soil Classification Symbols are shown above as group symbols. Use a Line Chart for laboratory identification.
Dual symbols are used for borderline classifications.
boulders & cobbles Boulders are considered rounded pieces of rock larger than 12 inches, while cobbles range from 3 to 12 inch size.
disintegrated rock Residual rock material with a standard penetration resistance (SPT) of more than 60 blows per foot, and less than refusal.
Refusal is defined as a SPT of 100 blows for 2" or less penetration.
rock fragments Angular pieces of rock, distinguished from transported gravel, which have separated from original vein or strata and are
present in a soil matrix.
quartz A hard silica mineral often found in residual soils
ironite
cemented sand Iron oxide deposited within a soil layer forming cemented deposits
Usually localized rock-like deposits within a soil stratum composed of sand grains cemented by calcium carbonate or
mica other materials.
organic materials A soft plate of silica mineral found in many rocks, and in residual or transported soil derived therefrom.
(excluding peat) Topsoil: Surface soils that support plant life and which contain considerable amounts of organic matter;
Organic Matter: Soil containing organic colloids throughout its structure;
fill Lignite: Hard, brittle decomposed organic matter with low fixed carbon content (a low grade of coal).
probable fill Man made deposit containing soil, rock and often foreign matter
lenses
layers Soils which contain no visually detected foreign matter but which are suspect with regard to origin
pocket
color shades 0 to 2 inch seam of minor soil component
moisture conditions
2 to 12 inch seam of minor soil component

Discontinuous body of minor soil component

Light to dark to indicate substantial difference in color

Wet, moist, or dry to indicate visual appearance of specimen

MIDLANTIC ENGINEERING INC. Enclosure (2)

120 Commerce Road • Pittston Twp., PA 18640-9552
570/655-2200 (phone) • 570/655-2212 (fax)

LABORATORY TEST DATA

- Soil Classifications Summary
- Gradation and Classifications (3 Sheets)

SOIL CLASSIFICATIONS SUMMARY

Results of testing are summarized in the following table, and the individual gradation and
classification curves are included within this enclosure.

Soil Sample Stratum Classification % Silt % Clay Combined
Depth/Elevatio (USCS) (USCS) Silt/Clay
B brown silty SAND with (%<#200)
n gravel (SM)
18.3% -- 18%
TP-16 (4.0’) B brown silty SAND with
El 705.4 gravel (SM) 37.3% -- 37%

TP-17 (2.6’) B brown silty SAND with 36.4% -- 36%
El 706.0 gravel (SM)

TP-18 (1.8’)
El 706.0

Enclosure (3)
Contract #14197-SWM

SUBSURFACE INVESTIGATION REPORT

- General Notes
- Test Pit Logs (TP-16 through TP-18)
- Project Vicinity Plan, dwg. 14197-SWM-1
- SCS Mapping, dwg. 14197-SWM-2
- Test Pit Location Plan, dwg. 14197-SWM-3

GENERAL NOTES

1. Test pits are logged by engineering personnel to provide a record for geotechnical
evaluation. The log itself includes a description of soil and rock materials encountered
using visual classification in the field. Boundary lines between various strata are
identified where possible and a graphical presentation is included based on the material
excavated from the pit. Any significant features, such as fill conditions, underground
structures, groundwater or water seepage conditions are recorded.

2. The test pit logs and related information depict subsurface conditions only at the specific
location and at the particular time excavated. Soil conditions at other locations may
differ from conditions occurring at these test pit locations. Also, the passage of time may
result in a change in the subsurface soil and groundwater conditions at these locations.

3. The stratification lines represent the approximate boundary between soil and rock types
as observed in the test pits. The profiles and water level observations presented have
been made with reasonable care and accuracy and must be considered only an
approximate representation of subsurface conditions to be encountered at the particular
location.

4. Strata descriptions are based on visual inspection and are in accordance with the Unified
Soil Classification System, per ASTM D-2488.

5. Numbers in the in-situ test data column represent light dynamic cone penetration test
results. The dynamic cone is driven in a series of 1¾-inch increments, using a 15-pound
hammer falling 20 inches, and the blows required to drive the cone are recorded.

6. The test pit locations and grades are based on information provided by others and should
be considered as approximate only. The test pit observations and draft logs were
prepared by D. Hartigan, P.E., engineer, of this office.

TEST PIT LOG TP-16

Project: Wyalusing Meadows
187 Third Street, Wyalusing, PA

Test Loc. No. TP-16

Contract No. 14197

Date Excavated: 09/03/14

ME, Inc. Rep.: DH

Equip. Used: John Deere 160 Excavator

Surface Elev.: 709.4

Groundwater Observations

Encountered: 09/03/14 Depth: none
Completion: 09/03/14 Depth: dry

Depth Strata Description Class. Str’m Elev. InSitu Testing M (%) Remarks
(ft.) 9” topsoil
Depth Geo. Pen.

11

2 brown, gray sandy SILT ML A 2
3 brown silty SAND with gravel
4 706.4 3

SM B

4 in-situ infiltration
testing @ 3.5';
7.5 El 706±

5 703.9 5
6
Bottom of Test Pit at 5.5 feet
6

77

88

9 9

Comments: - Backfilled upon completion.
- SWM basin area

TEST PIT LOG TP-17

Project: Wyalusing Meadows
187 Third Street, Wyalusing, PA

Test Loc. No. TP-17

Contract No. 14197

Date Excavated: 09/03/14

ME, Inc. Rep.: DH

Equip. Used: John Deere 160 Excavator

Surface Elev.: 708.6

Groundwater Observations

Encountered: 09/03/14 Depth: none
Completion: 09/03/14 Depth: dry

Depth Strata Description Class. Str’m Elev. InSitu Testing M (%) Remarks
(ft.) 16” topsoil, root mat
Depth Geo. Pen.

1 ML A 1
2
yellow, brown sandy SILT 706.6
2 brown, gray silty SAND with gravel
SM B

33 8.1 in-situ infiltration
testing @ 2.6’;
El 706±

4 brown silty GRAVEL with sand GM 4
@ 4': shale fragments
5.1
5 Bottom of Test Pit at 5.0 feet
703.6 5
6
6

77

88

9 9

Comments: - Backfilled upon completion.
- SWM basin area