REPORT OF GEOTECHNICAL INVESTIGATION PROPOSED PRE-K …
Transcript of REPORT OF GEOTECHNICAL INVESTIGATION PROPOSED PRE-K …
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REPORT OF GEOTECHNICAL INVESTIGATION
PROPOSED PRE-K TO GRADE 4, ELEMETARY SCHOOL
SCHOOL HOUSE ROAD
JOINT BASE MCGUIRE-DIX-LAKEHURST
NORTH HANOVER TOWNSHIP
BURLINGTON COUNTY, NEW JERSEY
Prepared For: North Hanover Township School District 331 Monmouth Road
Wrightstown, New Jersey
EEI Project No. 28337.J0
December 18, 2015
TABLE OF CONTENTS
I. INTRODUCTION ................................................................................................................................. 1 II. SITE & PROJECT DESCRIPTION ..................................................................................................... 1 III. FIELD INVESTIGATION ..................................................................................................................... 3 IV. LABORATORY TESTING ................................................................................................................... 4 V. SUBSURFACE CONDITIONS ............................................................................................................ 7
A. Geology ...................................................................................................................................... 7 B. Soils ............................................................................................................................................ 8 C. Groundwater .............................................................................................................................. 11
VI. EXISTING FEATURE DEMOLITION ................................................................................................ 13 VII. SITE PREPARATION ........................................................................................................................ 14 VIII. FOUNDATION DESIGN RECOMMENDATIONS ............................................................................. 16
A. Building Pad Construction and Floor Slab Support .................................................................. 16 B. Foundation Settlement Analysis ............................................................................................... 17 C. Rammed Aggregate Pier (RAP) Option ................................................................................... 18 D. Timber Pile Option .................................................................................................................... 21
IX. EXCAVATION METHODS ................................................................................................................ 23 X. GENERAL PAVEMENT RECOMMENDATIONS .............................................................................. 24 XI. FILL AND COMPACTION ................................................................................................................. 25
A. Fill Criteria .................................................................................................................................. 25 B. Compaction Criteria ................................................................................................................... 28
XII. GENERAL SOIL PROPERTIES ........................................................................................................ 28
A. Lateral Earth Pressures ............................................................................................................ 28 B. Seismic Design Criteria ............................................................................................................ 30
XIII. CONSTRUCTION QUALITY CONTROL .......................................................................................... 30 XIV. LIMITATIONS .................................................................................................................................... 30
APPENDIX SITE LOCATION MAP
TESTING LOCATION PLAN BORING AND TEST PIT PROFILES
BORING AND TEST PIT LOGS LABORATORY TEST RESULTS SETTLEMENT PLATE DETAIL
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I. INTRODUCTION
Earth Engineering Incorporated (EEI) has completed the Geotechnical Investigation for
the proposed Pre-K to Grade 4 Elementary School to be located on School Road in North
Hanover Township, Burlington County, New Jersey. The objective of this project has been to
investigate, document, and analyze the subsurface conditions present at the site. Based on the
conditions encountered and the results of the testing performed for this project, EEI has
developed geotechnical recommendations to aid in the design and construction of the proposed
school building, as well as general earthwork and construction guidelines for the development of
this site.
This study was performed in general accordance with EEI’s Proposal No. WB-5883
dated October 5, 2015. The scope of work for this project included a test boring and test pit
investigation, geologic analysis of site conditions, laboratory testing of soil samples, and a
geotechnical engineering analysis of the data obtained. The following report sections present
the results of our field and laboratory investigations and documents our recommendations
regarding the geotechnical engineering aspects of this project.
II. SITE & PROJECT DESCRIPTION
The project site is located on School Road in North Hanover Township, Burlington
County, New Jersey. School Road borders the site to the west. Wooded land borders the site
to the south and east. Existing school properties border the site to the north. The general
location of the project site is presented on the Site Location Map included within the Appendix of
this report.
A school building previously occupied the site. At the time of the field investigation, the
building superstructure was removed but the building slab and foundation elements remained.
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These remnant building features are generally located within a portion of the proposed school
building. An existing shed is also located within proposed parking areas. Significant portions of
the proposed construction area are grass covered. Portions of the proposed building area and
parking lot are wooded. An asphalt paved driveway that provides access to the subject site also
traverses the proposed building area. In addition, asphalt playing courts and two (2) baseball
fields occupy the proposed building area. Several utilities also traverse the proposed
construction area. A meandering stream is located beyond the property border to the south and
east. An ephemeral stream, which is oriented in an east-west trend, is located beyond the area
of proposed construction to the north.
In general, the topography slopes from the south gently to steeply downward to the
north. The areas of the former building area and upper baseball fields are generally flat.
Traversing the site from south to north the site slopes moderately to steeply downward to the
lower playing fields. Maximum relief across the area investigated measures approximately 30.0
feet.
According to the Concept Exhibit plan, Drawing C-11, prepared by Pennoni Associates,
dated July 28, 2015 an approximate 1500,000 to 160,000 square foot steel and masonry
bearing building is proposed for construction at the site. The building will be 1 to 2 stories in
height. Maximum estimated column loads of 155 kips and maximum estimated walls of 3.2 kips
per foot were provided by Harrison-Hamnett, P.C.. In addition to the school building, new
driveway and parking lots are included in the planned site development.
The location of the proposed school building, relative to existing site features, is shown
on the Testing Location Plan, EEI Drawing No. 28337.J0-B-101, included in the Appendix of this
report.
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III. FIELD INVESTIGATION
Twenty-seven (27) standard earth borings were originally proposed to be conducted at
the project site. Due to weak soil conditions several borings were extended beyond the
proposed drilling depth. Consequently, borings B-7 and B-18 were not performed. EEI also
adjusted the depths of several parking lot borings to maintain the project drilling budget. The
test borings were completed by F.M. & W. Drilling Company of Bellmawr, New Jersey on
November 3, 4, 5, 6 and 9, 2015.
The test borings were advanced using a truck mounted drill rig equipped with hollow
stem augers and split spoon samplers. Split-spoon samples, conducted in accordance with
ASTM standard D1586, were taken at regular intervals throughout the depth of the borings.
Standard Penetration Test (SPT) values were recorded for each sample. The SPT values,
which are a measure of soil density and consistency, are the number of blows required to drive
a 2-inch (outer diameter) split-barrel sampler one foot using a 140-pound weight dropped 30
inches. The number of blows required to advance the sampler over the 12 inch interval from 6
to 18 inches is considered the "N" value, or the SPT value which is recorded on the boring and
test pit profiles, Sheet 1 through 7, included in the Appendix. Test boring logs containing
sample depths, descriptions of the materials encountered, and SPT values are also included in
the Appendix.
Six (6) test pits, designated as TP-1 and TP-6, were performed within the proposed
construction areas. Test pits TP-1, TP-2, and TP-3 were performed to evaluate the limits of a
potential organic zone observed in boring B-4. As detailed below, organic testing from these
locations indicate an organic content of less than 2 percent indicating the layer observed is
inorganic. Test pits TP-4 and TP-5 were conducted in an area of the site requiring potential
significant excavation to achieve proposed parking lot grading. Test pit TP-6 was performed to
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evaluate the existing foundation elements. The test pits were excavated on November 17, 2015
by Advantage Site Work of Little Egg Harbor, New Jersey utilizing a Volvo Ec1600 track-hoe.
The test borings and test pits were field located by scaling and measuring distances
from existing site features. The ground surface elevations at the testing locations were
estimated using the topographic contours shown on the referenced Concept Scheme plan.
Supervision and monitoring of the test boring and test pits were provided by a representative of
Earth Engineering Incorporated. The relative location and corresponding number of each boring
and test pit, relative to the existing and proposed site features, is shown on the Testing Location
Plan.
IV. LABORATORY TESTING
All soil samples were taken to EEI's soils laboratory and visually classified by our
engineers. In addition to visual classification, nine (9) representative soil samples recovered
from the subsurface investigation were subjected to laboratory classification analysis. The
laboratory testing conducted on the samples consisted of standard classification testing, in
accordance with ASTM standard D2487, to verify visual classifications and to establish
engineering parameters required for foundation design analysis. The tests performed included
Particle Size Analysis (ASTM D422), Atterberg Limits Determination (ASTM D4318), and
Natural Moisture Content (ASTM D2216). One (1) Moisture-Density test (ASTM D698,
Standard Proctor) was also conducted on a bulk sample of soil retrieved from the site.
The results of the laboratory testing conducted are presented in Table I. Gradation
curves, graphically depicting the results of the particle size analyses, in addition to results of the
Moisture Density testing are included in the Appendix.
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TABLE I - LABORATORY TEST RESULTS
Boring Location B-2 & B-3 B-4 B-14 B-17
Sample Number S-2, S-3 S-1, S-2 S-5, S-6 S-6
Sample Depths 4.0’ – 6.0’ 0.0’ – 4.0’ 8.0’ – 12.0’ 13.0’ – 14.5’
Stratum Stratum I Stratum I Stratum II Stratum II
Particle Size Distribution
1.5" 100 100 100 100
3/4” 100 100 100 100
3/8" 100 100 100 100
No. 4 100 100 100 97.6
No. 10 100 99.9 99.2 92.9
No. 40 83.6 89.3 82.0 86.1
No. 100 23.6 62.4 71.6 81.7
No. 200 20.4 31.6 54.1 65.2
Atterberg Limits
Liquid Limit Non-Plastic Non-Plastic Non-Plastic Non-Plastic
Plastic Limit Non-Plastic Non-Plastic Non-Plastic Non-Plastic
Plasticity Index Non-Plastic Non-Plastic Non-Plastic Non-Plastic
Natural Moisture Content (percent) 17.6 12.5 33.8 35.4
Unified Soil Classification System (USCS) Group Symbol
SM SM ML ML
ASTM Group Name Silty Sand Silty Sand Sandy Silt Sandy Silt
Organic Content (percent) (ASTM D2974 Loss on Ignition)
-- -- -- 5.46
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TABLE I - LABORATORY TEST RESULTS
Boring Location B-17 B-19 B-20 B-22 TP-4
Sample Number S-7, S-8 S-6, S-7 S-1, S-2 S-4, S-6 S-1
Sample Depths 18.0’ – 25.0’ 10.0’ – 15.0’ 1.0’ – 4.0’ 6.0’ – 12.0’ 4.0’ – 4.5’
Stratum Stratum III Stratum II Stratum I Stratum II Stratum I
Particle Size Distribution
1.5" 100 100 100 100 100
3/4” 100 100 100 100 100
3/8" 100 100 100 100 100
No. 4 100 100 100 100 100
No. 10 100 99.6 99.8 99.8 99.7
No. 40 86.3 99.0 85.8 98.7 74.0
No. 100 17.9 98.4 60.3 98.2 37.0
No. 200 13.6 68.8 29.4 85.9 15.1
Atterberg Limits
Liquid Limit Non-Plastic Non-Plastic Non-Plastic Non-Plastic Non-Plastic
Plastic Limit Non-Plastic Non-Plastic Non-Plastic Non-Plastic Non-Plastic
Plasticity Index Non-Plastic Non-Plastic Non-Plastic Non-Plastic Non-Plastic
Natural Moisture Content (percent)
27.5 24.9 7.4 28.0 6.9
Unified Soil Classification System (USCS) Group Symbol
SM ML SM ML SM
ASTM Group Name Silty Sand Sandy Silt Silty Sand Silt Silty Sand
Optimum Moisture Content (percent) (ASTM D698)
-- -- -- -- 110.3
Maximum Dry Density (pcf) (ASTM D698)
-- -- -- -- 9.6
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Additional laboratory analysis included organic content testing, the results of which are
shown below in Table II.
TABLE II - Organic Content Testing
Sample Depth
Organic Content, %
(ASTM D2974)
Moisture Content
Stratum
B-4 3.8’ – 4.5’ 0.16 13.0 Stratum I
B-10 13.0’ – 14.0’ 6.08 38.0 Stratum II
B-17 13.0’ – 14.5’ 5.46 35.4 Stratum II
TP-102 3.6’ – 4.6’ 1.21 10.8 Stratum I
TP-104 3.3’ – 4.1’ 0.79 9.8 Stratum I
V. SUBSURFACE CONDITIONS
A. Geology
According to the 1998 Bedrock Geologic Map of Central and Southern New Jersey, the
area investigated is underlain by the Kirkwood Formation Lower Member (Geologic Symbol -
Tkl) near contacts with the Vincentown Formation (Geologic Symbol – Tvt).
The Kirkwood Formation is lower Miocene in age and consists predominantly of sand
and clay. The upper sand facies consists of fine to medium grained massive to thick bedded
and cross-bedded light yellow to white sand with extensive iron oxide staining in near surface
beds. The lower thick bedded strata commonly consists of clay or clay silt sequences which are
typically dark gray in color and occasionally contain wood fragments, lignitized logs, twigs and
plant debris.
The Vincentown Formation is Paleocene in age and is primarily quartz and glauconite
sand, medium grained, well to poorly sorted, dusky yellow to pale gray in color. This formation
weathers orange brown or red brown and is typically very glauconitic and clayey. Feldspar and
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mica are minor sand constituents.
Based upon the observations made during the field investigation, the natural soils
encountered throughout the test borings appeared to be typical of Kirkwood Formation Lower
Member and Vincentown Formation.
B. Soils
Each of the soil samples recovered from the testing operation was examined and
visually classified by EEI. One (1) material described as FILL and three (3) naturally occurring
soil strata were observed at this site. The bedrock surface was not encountered to the depths
achieved.
A surface layer of topsoil was encountered at most test locations. The topsoil thickness
varied from 2.5 to 7 inches. The ability of the topsoil to support plants and vegetation was not
determined and is not implied by EEI. In addition, the depth or thickness of topsoil is expected
to vary across the project area and may differ from that stated above.
Cross-sections of the borings and test pits, displaying the various strata and other
information obtained from the field investigation are included on the boring and test pit profiles.
The test boring and test pit information is further detailed on the boring and test pit logs also
included in the Appendix. A general description of each stratum is as follows:
FILL
The soil designated as FILL is visually described as a yellowish brown to orange brown,
brownish green and gray fine to coarse Sand, trace to some Silt, no to little Gravel, no to little
Concrete Fragments. This material was encountered at the ground surface or below the
surficial materials in borings B-1, B-10, B-13, B-14 B-15, B-16, B-23, and B-25, and test pit TP-
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6. Where found the FILL extends to depths ranging from 0.7 to 7.8 feet below the existing
ground surface. This soil appears typical of the reworked natural soil found at the site.
SPT values ranging from 5 to 11 blows on the sampling barrel per foot of penetration
were recorded while sampling this soil. Based on the SPT values, the FILL exists in a loose to
medium dense state.
STRATUM I
The material designated as Stratum I is visually described as a multi-colored fine to
medium Sand, little to some Silt, no to little Gravel, no to trace Clay. As determined by
laboratory testing, the USCS Group Symbol for representative samples of this soil is SM. The
assigned ASTM Group Name for the samples tested is Silty Sand. Stratum I was encountered
in each test boring with the exception of boring B-14 and each of the test pits with the exception
of TP-6. Where found the Stratum I soil extends downward to the Stratum II or Stratum III soils
or to the conclusion depths of the borings or test pits.
It is noted that a gray and dark brown layer of soil was observed within Stratum I in
boring B-4, and test pits TP-1, TP-2, and TP-3. Due to the appearance of this soil and a slight
organic odor, EEI performed organic content testing on three (3) representative sample of this
layer retrieved from boring B-4 and test pits TP-2 and TP-3. Laboratory testing of
representative samples measured organic contents ranging from 0.16 to 1.21 percent,
respectively. Based on these measured organic contents this layer is considered inorganic and
will not impact the proposed site development.
SPT values ranging from 2 to 28 blows on the sampling barrel per foot of penetration
were recorded while sampling the Stratum I soil. Based on the SPT values, Stratum I exists in a
very loose to medium dense state.
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STRATUM II
The soil designated as Stratum II is visually described as multi-colored Silt, little to some
fine Sand, no to trace clay, and no to trace organics. As determined by laboratory testing, the
USCS Group Symbol for representative samples of this soil is ML. The assigned ASTM Group
Names are Silt and Sandy Silt. Although portions of this soil appeared cohesive, laboratory
testing determined this soil is non-plastic. As received moisture contents for the Stratum II
samples tested ranged from 24.9 to 35.4 percent. The high moisture content of this soil resulted
in some samples of this soil appearing very moist to wet. However, the recorded groundwater
levels were measured below this stratum. Thus, the Stratum II soil may be acting as a limiting
zone that has such low permeability that it effectively restricts the downward passage of
infiltrating water. Stratum II was encountered in borings B-10 through B-22 and B-24 and test
pit TP-6. Where observed this soil extended to the Stratum III soil or the conclusion depth of the
borings and test pit.
It is noted that a gray and dark brown layer of soil was also observed Stratum II in
borings B-10 and B-17. Due to the appearance of this soil and a slight organic odor, EEI
performed organic content testing on two (2) representative sample of this layer retrieved from
borings B-10 and B-17. Laboratory testing of representative samples measured organic
contents of 6.08 and 5.46 percent, respectively. Foundation construction measures will bypass
the soils containing organic material and thus will not impact the proposed site development.
SPT values ranging from 2 to 12 blows on the sampling barrel per foot of penetration
were recorded while sampling this soil. Based on the SPT values, Stratum II exists in a very
loose to medium dense state. In general, the Stratum II soil exists in a very loose to loose state.
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STRATUM III
The soil identified as Stratum III is described as a multi-colored fine to medium Sand,
little to some Silt, no to little Gravel. As determined by laboratory testing, the USCS Group
Symbol for a representative sample of this soil is SM. The assigned ASTM Group Name is Silty
Sand. Laboratory analysis determined the sample tested to be non-plastic and possess a
moisture content of 27.5 percent. Stratum III was encountered in each of the borings conducted
within the building area. Where observed this soil extended to the conclusion depths of the
borings.
SPT values ranging from weight of hammer (zero blows) per foot of penetration to 50
blows on the sampling barrel per four inches of penetration were recorded while sampling this
soil. Based on the SPT values, Stratum III exists in a very loose to very dense state.
C. Groundwater
Groundwater was encountered in most of the borings completed. The recorded initial
and subsequent depths to groundwater range from 5.5 to 23.0 feet below the existing ground
surface. The groundwater depths correspond to high groundwater elevations ranging from 88.0
to 94.8 feet. Table III below details the groundwater level readings at the test locations.
Groundwater level readings are also shown on the boring profiles and logs.
Based on the anticipated building finished floor elevation of 109.0 feet, excavation
necessary for foundation installation is not expected to encounter the recorded groundwater
levels. It should be noted that the groundwater observations were made at the time of the
drilling operation and that groundwater table elevations may fluctuate with daily, seasonal, and
climatic variations.
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TABLE III – GROUNDWATER DEPTH AND ELEVATION READINGS
Test Location
Approx. Ground Surface Elevation
(ft.)
Depth to Groundwater High Groundwater Elevation
(ft.) Initial Reading
(ft.)
Subsequent Reading
B-1 102.8 8.0 11.0’ @ 2.0 hrs. 94.8
B-2 100.1 9.0 9.0’ @ 4 hrs. 91.1
B-3 98.8 13.0 10.0’ @ 3 hrs. 88.8
B-4 98.3 8.0 7.0’ @ 24 hrs. 91.3
B-5 105.5 15.0 12.0’ @ 24 hrs. 93.5
B-6 101.6 8.0 11.0’ @ 4 hrs. 93.6
B-8 100.4 11.0 8.0’ @ 24 hrs. 92.4
B-9 98.2 10.0 9.0’ @ 24 hrs. 89.2
B-10 109.8 18.0 18.0 @ 72 hrs. 91.8
B-11 109.4 20.0 18.0 @ 24 hrs. 91.4
B-12 107.0 16.0 18.0 @ 4 hrs. 91.0
B-13 109.8 19.0 18.0 @ 72 hrs. 91.8
B-14 107.0 19.0 19.0 @ 3 hrs. 88.0
B-15 112.0 23.0 22.0’ @ 24 hrs. 90.0
B-16 110.0 18.0 18.0 @ 72 hrs. 92.0
B-17 109.2 20.0 20.0’ @ 2 hrs. 89.2
B-19 112.0 Dry Collapse @ 22.0’, Dry @ 24.0 hrs.
--
B-20 110.0 20.0 20.0’ @ 1 hr. 90.0
B-21 109.2 19.5 18.0’ @ 72 hrs. 91.2
B-22 108.7 21.0 19.0’ @ 24 hrs. 89.7
B-23 108.0 Dry Dry @ 4 hrs. --
B-24 106.8 Dry Dry @ 3 hrs. --
B-25 95.5 5.5 5.5 @ 3 hrs. 90.0
B-26 93.2 Dry Dry @ 2 hrs. --
B-27 95.1 Dry Dry @ 1 hrs. --
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TABLE III – GROUNDWATER DEPTH AND ELEVATION READINGS
Test Location
Approx. Ground Surface Elevation
(ft.)
Depth to Groundwater High Groundwater Elevation
(ft.) Initial Reading
(ft.)
Subsequent Reading
TP-1 98.8 Dry Dry @ 1/4 hr. --
TP-2 98.8 Dry Dry @ 1/4 hr. --
TP-3 100.6 Dry Dry @ 1/4 hr. --
TP-4 123.0 Dry Dry @ 1/4 hr. --
TP-5 121.7 Dry Dry @ 1/4 hr. --
TP-6 109.0 Dry Dry @ 1/4 hr. --
VI. EXISTING FEATURE DEMOLITION
EEI recommends the complete removal of the remnant slab and foundation elements.
Existing utilities should also be completely removed from and rerouted outside the area of the
proposed building. Proof-rolling within demolition areas will be important since the soil
underlying these areas will be disturbed during the demolition effort. Upon confirmation of a
stable soil subgrade, the excavation can be backfilled up to the proposed construction subgrade
elevation with controlled compacted lifts of structural fill as detailed in the Structural Fill section
of this report. The removal of existing foundation elements and subsequent excavation
backfilling should be evaluated and monitored by a representative of the Geotechnical Engineer
of Record. Demolition debris including, but not limited to, concrete and asphalt should be
processed as detailed in the Fill and Compaction section if intended for reuse as structural fill.
EEI performed a test pit adjacent to the existing building to evaluate the existing
foundations. Figure 1 below shows an existing column foundation. EEI partially excavated
below the footing and probed below the footing and determined it was supported on the Stratum
II soil. The top of the 44” x 44” square footing is situated at a depth of 6.3’ and the bottom of the
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footing is situated at a depth of 7.7’ below existing surrounding grades.
Figure 1 – Existing footing to be removed and replaced with compacted lifts of structural fill.
VII. SITE PREPARATION
In addition to demolition and removal of existing site features, initial site preparation
measures should include the complete removal of the asphalt and crushed stone pavement
subbase and all organics, including topsoil, trees, and root mass extending a minimum distance
of 5 feet beyond the proposed construction areas. Based on the building finished floor elevation
of 109.0’, fill placement of up to 12.0 feet will be required to achieve the corresponding build pad
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subgrade elevation. Following excavation to achieve proposed grades and prior to the
placement of structural fill, the proposed building areas should be proof-rolled and compacted.
It is recommended that a steel drum vibratory roller having a minimum static weight of 10 tons
be utilized for this purpose.
Proof-rolling and compaction procedures are necessary to compact and verify the
integrity of the upper zones of the soils. Soft/loose zones of soil attributed to excessive soil
moisture, if any, can be aerated and dried in-place. Aeration and drying of excessively moist
soil are best accomplished in warm dry summer months. Following adequate drying time, the
soils can be densified in-place. Alternately, any soft/loose zones of soil can be removed and
replaced with structural fill, as outlined in the Fill and Compaction section of this report. The
proof-rolling effort should be observed and evaluated by a qualified representative of the
Geotechnical Engineer of Record.
The site should be graded during construction to direct surface runoff away from the
construction areas. Proper grading and management of surface runoff will help minimize
disturbance of the subgrade. Additionally, work areas should be sealed on a daily basis.
Furthermore, EEI recommends that all construction areas, including those which are excavated
to achieve the planned subgrade elevation, be proof-rolled immediately prior to the placement of
subbase stone and again prior to the concrete floor and asphalt pavement section. This will
allow for loose and weak areas to be observed and remediated.
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VIII. FOUNDATION DESIGN RECOMMENDATIONS
A. Building Pad Construction and Floor Slab Support
As previously discussed, the proposed finished first floor elevation of 109.0 feet will
require the placement of up to approximately 12.0 feet of structural fill to achieve the
corresponding building pad subgrade elevation. Engineering analysis indicates that the
placement of up to 12.0 feet of structural fill will result in consolidation of the underlying natural
soil. EEI estimates that the primary consolidation period should last approximately 30 days and
that building construction should be delayed until consolidation from the surcharge is complete.
Prior to the placement of structural fill, EEI recommends the installation of at least 6
settlement plates to monitor surcharge settlement. The settlement plate can consist of a vertical
metal pipe welded to a stiffened steel plate. Structural fill is then placed on the settlement
plates and around the pipe. Sections of pipe can be added as needed based on the thickness
of fill to be placed. A detail of the settlement plate is included in the Appendix, EEI Drawing No.
26101.J0-A-102. The settlement plates and attached pipe will enable monitoring of the vertical
settlement resulting from the surcharge load. The settlement plates should be monitored at
least two (2) times a week by a professional land surveyor with second order accuracy using at
least 2 control points outside the building construction influence area.
EEI will evaluate the survey results from monitoring of the settlement plates on a weekly
basis to determine when the actual duration of the surcharge can terminate. A detailed
settlement monitoring program can be provided by EEI at the request of the client.
Following completion of the building pad surcharge, EEI recommends the building slabs
be constructed as slab-on-grade. EEI recommends a minimum four (4) inches of granular sub-
base be placed beneath the slab to provide uniform support distribution between the subgrade
soils and the base of the concrete slab. Floor slabs supported on a minimum 4-inch thick layer
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of a clean stone, AASHTO #57 or equivalent can be designed using a modulus of subgrade
reaction of approximately 150 psi/inch. This recommendation is provided that the soils are
compacted to a minimum of 98% of the soils maximum dry density as determined by ASTM
D698 (Standard) in fill areas and assume that adequate slab reinforcing and joints to control
cracking will be provided. EEI also recommends the use of a vapor barrier in conjunction with
the clean stone capillary break.
B. Foundation Settlement Analysis The results of the field study, supported by laboratory testing, revealed that the general
geotechnical cross-section within the building area consists of a loose to medium dense FILL
material, very loose to medium dense natural Stratum I soil and very loose to loose Stratum II
soil situated above very loose to very dense Stratum III soils. Based on the subsurface
conditions encountered in the test borings, the site soil density conditions are highly variable.
Engineering analysis of the site conditions indicates that settlements above acceptable limits
are expected if conventional shallow foundations are placed on or above the site soils.
EEI evaluated the foundation settlement based on the maximum anticipated building
column loads of 155 kips and a soil bearing pressure of 3000 psf. For the maximum anticipated
column load of 155 kips and a 3000 psf soil bearing pressure, total foundation settlement of up
to 3.0 inches and differential settlement of up to 2.0 inches are estimated. EEI also evaluated
foundation settlement utilizing building column loads of 155 kips and a bearing pressure of 2000
psf. For the maximum anticipated column load of 155 kips and a 2000 psf soil bearing
pressure, total foundation settlement of up to 2.25 inches and differential settlement in excess of
1.0 inch are estimated.
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Therefore, Earth Engineering has evaluated several foundation support alternatives
which would meet the criteria of limiting settlements to generally accepted tolerances and
provide adequate bearing. Of the alternatives evaluated, those deemed most appropriate by
EEI for this site include Rammed Aggregate Piers and Timber Piles.
It is noted that the deep foundation system utilized for this project should bypass the
existing FILL materials and natural Stratum I and Stratum II soils and bear on the suitably dense
Stratum III soils. Furthermore, installation of the chosen deep foundation system within the area
of newly placed structural fill shall commence after monitoring of the fill consolidation is
completed. Deep foundation alternatives including rammed aggregate piers and timber piles for
support of the building column and wall loads are provided in the following subsections.
C. Rammed Aggregate Pier (RAP) Option
Rammed Aggregate Piers (Geopiers®) consist of aggregate piers constructed in soil to
reinforce the subsoils in order to support relatively high capacity spread and strip footings. The
RAP support elements are constructed by drilling a hole to create a cavity, removing a volume
of compressible subsoil materials, then building a bottom bulb of clean, open-graded stone
while vertically pre-stressing and pre-straining subsoils underlying the bottom bulb. The RAP
shaft is built on top of the bottom bulb, using well-graded highway base course stone (NJDOT
dense graded aggregate or equivalent) and/or an aggregate cement mix placed in twelve (12)
inch lifts. Densification of the bottom bulb and of the shaft lifts are accomplished by using the
impact ramming action of a modified hydraulic hammer. The tamper consists of a special steel
alloy shaft and a round, beveled tamper head. The beveled tamper head assists in transferring
force laterally during impact densification, resulting in pushing of aggregate against the confined
walls of the cavity. The nature of soil is to “push back”, creating significant lateral soil pressure
19
build-up in the matrix soil and lateral confinement to the RAP elements. In addition to
increasing shear resistance at the RAP element perimeter, the increased horizontal stress
improves the matrix soils and makes them stiffer. The structure is then supported on a standard
shallow foundation system, with an increase of bearing on a composite of the stone columns
and the adjacent pre-stressed soils. It should be noted that the recommended technique will
require proper implementation of a specified plan, including strict field controls to assure that the
objectives have been met and that costs have been controlled.
The licensed RAP foundation installer would design and install RAP foundations for this
project. Responsibility for settlement performance is accepted by the RAP design-build team. It
is recommended that the RAP foundation installer review and analyze the subsurface data
contained in this report using available structural load and design information. After designing
the support system, the RAP foundation installer should provide a cost and time estimate. The
cost estimate should include the cost to provide a full-scale RAP Modulus Load Test on-site to
verify design assumptions.
Considering the newly placed structural fill rammed aggregate piers are not required for
support of strip footings in areas of newly placed structural fill exceeding 3 feet in depth. Due to
the relatively light strip footing loads of 3.2 kips per linear foot a foundation undercut may be
substituted for strip footing support in lieu of RAP support in the upslope building areas that
requiring little or no structural fill placement. The strip foundation undercut should extend a
minimum of 2B (B = strip foundation width) below the proposed footing bottom elevation.
Subsequently the undercut shall be backfilled with controlled compacted lift of NJ DOT dense
graded aggregate or equivalent. A cost analysis should be performed to evaluate the cost
effectiveness of substituting the foundation undercut for strip foundation support versus strip
foundation support via rammed aggregate piers.
20
The following foundation system recommendations are provided by EEI, based upon
geotechnical engineering analysis of the data obtained during the investigation and the
assumption that the recommendations presented are followed.
1. Supported on the composite soil and RAP elements, column and strip footings are expected to be designed for an allowable composite bearing pressure of 6,000 psf.
2. Due to the variability in the FILL and natural Stratum I and Stratum II soils, it is recommended that the RAP be drilled through the FILL and Stratum I and Stratum II soils and into the suitably dense Stratum III soils.
3. The base of the foundations will be situated on the RAP columns and densified pre-
stressed soils. 4. EEI recommends at least one (1) modulus load test be performed. The modulus test
should be situated at a location(s) to be determined by the Impact Pier designer in cooperation with the Professional Geotechnical Engineer.
5. The Professional Geotechnical Engineer should observe and record all RAP installation activities in order to satisfy applicable building code requirements and prepare a permanent record of RAP activities, and recommended changes during production if field conditions warrant such action.
6. The Professional Geotechnical Engineer should prepare or be provided the opportunity
to review and comment on all RAP specifications.
7. The bottom of exterior footings and footings in unheated areas should be placed at least three (3) feet below the final exterior grade for protection from frost heave.
8. After the installation of the RAP, all footing bottoms should be completely dry and
cleaned of loose/soft soils or debris immediately prior to the placement of concrete. The base of the foundation excavation will require densification in place. The base of all foundation excavations should be compacted with a “jumping jack” tamper to densify and verify the integrity of the footing bottom. Soft/loose soils which cannot be compacted due to high moisture content shall be removed and replaced with structural fill, as deemed necessary by the site engineer.
21
D. Timber Pile Option
Standard Southern Pine, treated piles with an 8" minimum tip diameter and natural taper
and comply with ASTM D25 can also be used for support of the foundation loads. The
recommended design allowable pile capacity is 20 tons supported in the suitably dense Stratum
III soil. These recommendations were developed based upon the geotechnical engineering
analysis of the data obtained during the investigation. When driving the piles in the field, EEI
recommends that the ENR formula be satisfied to determine the terminal resistance of the piles.
This formula is presented as follows:
S= 2(Wh)H - C Qa
where: (Wh)H is the rated energy for the specific hammer used for the pile driving operation.
· Qa is the allowable pile capacity. · C is a constant, such that,
C = 1.0 for drop hammers and 0.1 for steam/air hammers. · S is the pile penetration (inches per blow) Based on the data obtained within the test borings, piles with lengths ranging from 23.0
to 27 feet below existing site grades are estimated for this project to allow for firm seating within
the suitably dense Stratum III soil. The calculated pile lengths correspond to an average length
of 25.0 feet. The pile length range and average length were determined based on the existing
ground surface elevations. At or below these depths, it is believed that piles will be firmly
seated within suitably dense Stratum III soil. These estimates are based on an engineering
analysis utilizing the data obtained from the geotechnical investigation. The actual average pile
length can vary significantly and therefore the final pile installation contract quantities should be
based on the actual depths driven.
22
It is possible that some piles may require driving to greater depths in order to achieve
their allowable load bearing capacities. Therefore, it is recommended that a test pile program
be implemented. The test pile program should consist of a minimum of three (3) test piles to be
driven across the site. This program will enable a suitable pile driving criteria to be developed at
the site and allow for a more accurate estimation of required pile lengths. Provided that the test
piles are driven to a design load equal to or greater than the required load bearing capacity of
20 tons per pile, these piles may be used as production piles.
Pre-drilling, spudding may be required to advance the timber piles through denser zones
of the Stratum I soil. Driving shoes will also be required to protect the pile tip and prevent
splitting of piles that encounter very dense soil conditions. It should be noted that pre-drilling,
spudding, and driving shoes, if required, will result in additional construction costs. Therefore,
the project specifications should include provisions for pre-drilling, spudding, and driving shoes.
Vibration or vibration-induced soil densification may result in settlement damage
to structures located within approximately 500 feet of the pile driving location. Any
neighboring structures should be thoroughly examined prior to and after pile driving with
the examinations fully documented with photographs. During the pile driving operation,
vibration-monitoring devices should be used to monitor the effects of the pile driving
operation.
During the driving of the test piles, the same equipment and procedures should be
followed as those reviewed and approved by the Geotechnical Engineer for the installation of
structural piles.
The requirements for the deep foundation system for the structure are outlined below.
1. Twenty (20) ton design capacity timber pile foundations are recommended for support of the building columns, load bearing walls, and canopy foundations.
23
2. For estimating purposes, the pile tip take-up depths are estimated to range from 23 to 27 feet below the existing ground surface. The average pile length has been estimated at 25.0 feet. The recommended pile design capacity and depth were determined based on engineering analysis. These will require verification by a test program prior to installation of production piles. Increased depths may be required to reach the specified terminal resistance, as weaker zones in Stratum I and Stratum II may be encountered during installation.
3. Pile settlements are expected to be negligible. 4. Pre-drilling through denser zones of the Stratum I soil may be required at some pile
locations. 5. Pile, pile cap, and structural slab design should be in accordance with local building
code, latest edition. 6. The bottom of exterior pile caps and grade beams should be placed a minimum of 3'
below finish grade for frost protection. 7. The pile driving operation should be performed under the supervision of a Professional
Engineer registered in the State of New Jersey and qualified in Geotechnical Engineering.
8. The pile caps should be designed to adequately spread uniform loading to the piles. 9. Prior to the installation of the piles, the contractor, experienced in foundation system
installation, should submit a pile driving scheme, a description of the hammer to be used, and a sequence of work to the Geotechnical Engineer for approval. Their credentials and the planned construction procedures should be reviewed and approved prior to issuing a notice to proceed.
IX. EXCAVATION METHODS
Excavation required for installation of the foundation elements and basin construction
will occur within the FILL material and natural soils. The bedrock surface was not encountered
in any of the test borings or test pits to the depths achieved. Therefore, rock excavation will not
be required for the proposed site construction.
The non-cohesive, granular nature of the FILL and natural Stratum I soils may require
the footings be formed due to the potential of excavation sidewall collapse. Excavations must
24
be sloped, benched or shored to prevent collapse during soil excavation and provide a safe
working environment. Sloping, benching, or shoring of all construction excavation should be
conducted in accordance with 29 CFR 1926, Subpart P. A competent person as defined by the
aforementioned regulation is required to confirm the stability of all excavations during
construction. The actual excavation wall slopes, benching, or shoring should be field
determined and should be based on the required depth of excavations and on the soil types
encountered.
X. GENERAL PAVEMENT RECOMMENDATIONS
It is the opinion of EEI that the existing FILL material and natural soil are generally
capable of providing pavement support. This recommendation is based on the assumption that
all pavement areas be proof-rolled and evaluated prior to the placement of the sub-base stone
and again prior to asphalt placement. It is imperative that a stable subgrade be realized to
ensure the durability and longevity of the pavement section.
Proof-rolling should be performed with a steel drum vibratory roller having a minimum
static weight of 10 tons. Excessively moist soil encountered at the pavement subgrade will
result in an unstable subgrade. Therefore, any excessively moist soil should be aerated,
sufficiently dried, and densified in-place. Alternately, stabilization can be performed via soil
over-excavation and replacement utilizing a geogrid stabilization material to provide a stable
pavement subgrade. It is also assumed that periodic maintenance, such as patching and
sealing, is performed at regular intervals. The proof-rolling effort and evaluation should be
conducted under the supervision of the Geotechnical Engineer of Record.
25
XI. FILL AND COMPACTION
A. Fill Criteria
Fill material which supports foundations, slabs, and pavements, in addition to material
used for retaining wall backfill is considered structural fill. Following the performance of the site
preparation measures as discussed in Section VII of this report, structural fill required to achieve
proposed construction elevations may be placed. Excavation necessary for site construction is
expected to make the FILL and natural Stratum I and Stratum II soils available for use as
structural fill.
Based on visual observation, the FILL material is non-plastic and consists primarily of
fine to coarse Sand, trace to some Silt, no to little Gravel, no to little Concrete Fragments. The
FILL material encountered in the test borings was free of organics and other deleterious
materials and appears suitable for reuse as structural fill. EEI recommends the FILL material be
further evaluated during site construction activities by the on-site Geotechnical Representative
during fill placement. FILL material containing significant organics or other deleterious material,
if any, should be stockpiled separately and used in non-structural areas of the site or disposed
of properly.
As determined by laboratory testing and visual observation, the Stratum I soil is non-
plastic and consists primarily of fine to medium Sand with varying secondary constituents of Silt
and Gravel. This predominately granular soil is suitable for reuse as structural fill for building
pad and parking lot/driveway construction. Laboratory testing as per ASTM D698 of a
representative sample of the Stratum I soil measured an optimum moisture content of 9.6
percent. The natural moisture content measurements of representative samples of Stratum I
ranged from measured 6.9 to 17.6 percent. Based on the laboratory results and visual
observation, portions of the Stratum I soil exists at or in proximity to its optimum moisture
26
content and is suitable for use as structural fill in its current moisture state. Excessively moist
portion of the Stratum I soil were generally located in the lower elevations of the site where fill
placement will be required to achieve proposed grading.
Laboratory classification testing determined the Stratum II soil consists of Sandy Silt and
Silt. The natural moisture content testing on these samples measured 24.9 to 35.4 percent.
Based on the laboratory testing and visual observation, the fine grained Stratum II soils
generally exist in an excessively moist state. Due to the primarily fine grained nature of the
Stratum II soil, significant difficulties achieving the required densities and percentage
compaction values will be realized if these on-site soils are re-used as structural fill during the
cool, wet Fall, Winter, and Spring months. Therefore, based on the elevated moisture content
and fine grained content, the Stratum II soils are not considered an ideal source of soil for reuse
as structural fill within building and driveway areas. The suitability of the Stratum II soil for reuse
as structural fill can be reevaluated during site construction activities by the on-site Geotechnical
Representative.
Excessively moist portions of the FILL and natural soil that are suitable for re-use as
structural fill will require time for aeration and drying to achieve the required densities and
percentage compaction values. Aeration and drying of excessively moist soil are best
accomplished during warm dry summer months.
The on-site soils will require careful moisture control as portions are fine-grained and
sensitive to moisture changes. Caution should be exercised during construction to not stockpile
and/or expose these soils to weather conditions for long periods of time. Materials stockpiled
for use as structural fill should be graded to shed water and rolled to maintain the soils. During
periods of wet site conditions, travel upon the building pad and construction areas should be
limited to minimize disturbance of the subgrade which will lead to instabilities.
27
Existing concrete slab and foundation elements may be utilized as structural fill provided
it is processed to less than 4 inches in diameter and mixed with the suitable natural soils to
provide a well-graded material. Likewise, existing crushed stone and asphalt may be
stockpiled and reused as structural fill materials in the driveway areas, as long as local
regulations are adhered. EEI recommends the asphalt be processed to less than 4 inches in
diameter and mixed with crushed stone or suitable on-site soil to provide a well-graded mix.
These materials will also prove useful in stabilizing any soft/loose subgrade conditions observed
during proof-rolling of the parking lot and driveway areas.
No other significant sources of structural fill material are present at the site. If
necessary, EEI recommends that a borrow source with a granular soil be established, or a
modified crushed aggregate, such as NJDOT dense graded aggregate, be utilized for filling
purposes at this site. Any structural or load-bearing soil for use is the building area, which is
required to be imported to the site, should meet the following criteria:
- Free of organic matter, ash, cinders, deleterious material, and debris.
- Particle size distribution that is well graded.
- Plasticity index less than 10.
- less than 15 percent by weight rock fragments larger than 3", less than 30 percent by weight larger than 3/4" and less than 30 percent by weight smaller than the No. 200 sieve.
The above criteria are provided as a general guideline for soil materials to be imported to
the site. Soil materials available for use as a structural fill should be submitted to the
Geotechnical Engineer of Record for evaluation and subsequent consideration prior to its
importation to the site.
28
B. Compaction Criteria
Structural fill should generally be placed in horizontal lifts not exceeding eight (8) inches
in loose thickness and compacted with a minimum ten (10) ton steel-drum, smooth-barrel
vibratory roller. Fill material should generally be placed in horizontal lifts not exceeding six (6)
inches in loose thickness where compaction by hand-operated equipment is necessary. The
optimum lift thickness and number of repetitions necessary to achieve the required percentage
compaction values should be determined in the field with test passes of the chosen compaction
equipment. All structural fill should be placed at the optimum moisture content ± 3% as
determined in accordance with ASTM D1557 and compacted to a minimum percentage of the
maximum dry density as indicated in Table IV.
TABLE IV - COMPACTION CRITERIA
Fill Area Percent of Maximum Dry Density as per ASTM D1557
Foundation Bearing and Slab-On-Grade Areas 95
Pavements 95
Non-Structural 92
XII. GENERAL SOIL PROPERTIES
A. Lateral Earth Pressures
The lateral earth pressures that may be used for design purposes of retaining walls or
walls constructed below grade are shown in Table V. Retaining walls which are restrained from
deflection such as loading dock, basement, or other structure walls, should be designed for the
at rest (Ko) condition. Retaining walls which are free to deflect such as landscaped walls should
be designed for the active (Ka) condition. The data for the natural soils was determined based
upon standard classification testing and/or visual classification of the site soil samples
compared to generally accepted published values for the various properties.
29
TABLE V - Soil Properties For Computation of Lateral Loads
Soil Property FILL & Stratum I Stratum II Stratum III
Angle of Internal Friction – φ 30.0o 28.0o 30.0o
Coefficient of Active Earth Pressure - Ka 0.33 0.36 0.33
Coefficient of Passive Earth Pressure - Kp 3.00 2.77 3.00
Coefficient of At Rest Earth Pressure - Ko 0.50 0.53 0.50
Coefficient of Sliding, Soil to Mass Concrete - µ 0.38 0.35 0.38
Moist Unit Weight (pcf) Ym 114.8 110.0 120.0
These values do not include a design safety factor. This information should only be
used by design professionals with experience in this type of design as certain soil parameters
can vary depending on anticipated loading conditions.
EEI typically recommends that a drainage system be installed for all walls constructed
below grade. The presence of a drainage system will serve to minimize hydrostatic pressures
caused by water trapped against the walls. If adequate drainage is not provided, the walls
should be designed to resist hydrostatic loads. Additionally, consideration should be given to
any surcharge loads at the top of walls.
If segmental walls are chosen for this project, the wall designer should determine if
additional investigations and testing are warranted depending on the type, size, and location of
the proposed walls. At a minimum, EEI recommends additional laboratory testing, specifically a
Direct Shear test (ASTM D3080), be conducted on representative soils if concrete masonry unit
(CMU) or mechanically stabilized earth (MSE) retaining walls are proposed for the site. The
results of this test may provide more aggressive soil parameters to be used in retaining wall
design, which may effectively reduce retaining wall costs.
30
B. Seismic Design Criteria
According to the 2009 International Building Code IBC Section 1615.1.1 Site Class
Definitions, and based on data from the borings and calculations performed by EEI, the average
properties in the top 100 feet correspond to Site Class E.
XIII. CONSTRUCTION QUALITY CONTROL
The development of this site will involve significant earthwork and foundation
construction activities, the quality of which directly impacts the validity of the recommendations
presented in this report. Based upon past experience, the most effective and economical
construction and earthwork inspection is obtained through the presence of a qualified
representative of the Geotechnical Engineer of Record. Therefore, it is recommended that the
site preparation, placement of structural fill, and foundation construction be observed, tested,
and documented in the field by EEI.
XIV. LIMITATIONS
The conclusions and recommendations contained in this report are based upon the
subsurface data collected and on details stated in this report. Should conditions arise which
differ from those specifically stated herein, or if design criteria are modified, our office should be
notified immediately so that our recommendations can be reviewed and revised, if necessary.
Unless specifically indicated to the contrary in this report, the scope of this report is
limited to only investigations and evaluations of the geotechnical aspects of the site conditions
and does not include any considerations of potential site pollution, contamination or other
environmental issues. This report offers no facts or opinions related to potential pollution or
contamination on the site.
31
It is emphasized that this analysis was made for the proposed Pre-K to Grade 4
Elementary School to be located on School Road in North Hanover Township, Burlington
County, New Jersey. Earth Engineering Incorporated does not assume any responsibility in
using this report to generate foundation design other than at the specific site addressed.
Respectfully submitted, Earth Engineering Incorporated
Jim Ward, P.G. Assistant Director - New Jersey Division
Thomas B. Louis, P.E. Director - New Jersey Division New Jersey Professional Engineer License Number GE 40918
APPENDIX SITE LOCATION MAP
TESTING LOCATION PLAN BORING AND TEST PIT PROFILES
BORING AND TEST PIT LOGS LABORATORY TEST RESULTS SETTLEMENT PLATE DETAIL
Site Location Map
Proposed Pre-K to Grade 4, Elementary School
School House Road
Joint Base McGuire-Dix-Lakehurst North Hanover Township
Burlington County, New Jersey
-
77.8
-
-
-
-
-
-
-
-
S-7
S-8
S-6
S-5
S-4
S-3
S-2
S-9
DEPTH: 11.0' TIME: 2 HrsRECOVERY(%)
DEPTH (FT)
AUGER: SIZE: 4.0" I.D.
BLOWS/0.5 FT.
ON SAMPLER
SAMPLE NO./
TYPE/CORE RUN
PROJECT NUMBER 28337.J0
Topsoil (3")
CHECKED BY: T. Louis
DEPTH
84.3
.
.
.
.
S-1
.
571012
.
.
.
.
Stratum IIII - Gray fine to medium sand,little silt, trace cemented gravel
Stratum III - Black fine sand, little silt
Stratum III - Dark orange brown fine sand,little silt
Stratum I - Yellow brown to green fine tomedium sand, little silt
Stratum I - Brown fine sand, some silt,trace clay
FILL- Brownish green fine sand, little silt
1657
4101013
0002
2123
2333
4433
3778
4455
0.3
25.0
18.5
14.5
12.0
6.0
88.3
90.8
96.8
101.3
102.5
End of Boring (EOB) @ 25.0'
NA
1.5
NA
NA
NA
NA
NA
NA
NA
NA
WATER:
DRILLER NAME/COMPANY K. Ryan/F.M.&W. Drilling Company
DATE: 11/3/2015DATE: 11/23/15
GRAPHIC LOG
USCS
PROJECT NAME Proposed Pre-K to Grade 4 Elementary School
DATE:
1
;
BORINGLOG
END 11/3/15
** D = DRY, M = MOIST, W = WET
EQUIPMENT USED Truck Mounted Drill Rig
Geotechnical Engineers & Geologists
1
EARTH
ENGINEERING
INCORPORATED
OF
BORING NO. B-1
AUGER DEPTH: 23.0'
RQD (%)
AASHTO
SHEET
H2O CONTENT
ELEVATION
INSPECTOR NAME J. Ward
PROJECT LOCATION School House Rd., McGuire AFB, NJ 08641
DESCRIPTION
;
NOT ENCOUNTERED
DEPTH: 8.0' TIME: 0.25 Hrs DATE: 11/3/2015
DRILLING METHODS Hollow Stem Augers/Split Spoon Sampler
SURFACEELEV. (FT) 102.8
START 11/3/15
;
RECOVERY
(Ft.)
REMARKS
23.0
20.0
18.0
25.0
0.0
16.0
14.0
10.0
8.0
6.0
4.0
2.0
-
S-6
-
-
-
-
-
-
-
S-8
AUGER: SIZE: 4.0" I.D.
PROJECT NAME Proposed Pre-K to Grade 4 Elementary SchoolSAMPLE NO./
TYPE/CORE RUN
Topsoil (3.5")
TIME: 4 HrsDEPTH: 9.0'CHECKED BY: T. Louis
S-5
DEPTH
RECOVERY(%)
DEPTH (FT)
PROJECT NUMBER 28337.J0
.
S-7
.
.
.
.
.
NA
.
.
Stratum I - Pale brown to orange brownfine sand, some silt
Stratum I - Green and gray fine to mediumsand, little silt
Stratum I - Green and orange brown finesand, little silt, trace clay
Stratum III - Black fine sand, little silt
Stratum III - Gray fine sand, some silt
3355
79911
66912
11610
3333
891112
1358
NA
2122
25.0
NA
94.1
S-4
S-3
S-2
S-1
75.1
91.6
97.6
99.8
6.0
86.114.0
NA
NA
NA
NA
BLOWS/0.5 FT.
ON SAMPLER
NA
2.5
0.3
EOB @ 25.0'
Hard drilling 17.0' to 18.0'
8.5
DATE: 11/3/2015
DRILLER NAME/COMPANY K. Ryan/F.M.&W. Drilling Company
DATE: 11/23/15
1
;
BORINGLOG
WATER:
OF
DATE: 11/3/2015TIME: 0.25 HrsDEPTH: 9.0'
END 11/3/15
DATE:
USCS
GRAPHIC LOG
RQD (%)
BORING NO. B-2
SHEET
AASHTO
EQUIPMENT USED Truck Mounted Drill Rig
Geotechnical Engineers & Geologists
1
** D = DRY, M = MOIST, W = WET
EARTH
ENGINEERING
INCORPORATED
AUGER DEPTH: 23.0'
H2O CONTENT
ELEVATION
INSPECTOR NAME J. Ward
PROJECT LOCATION School House Rd., McGuire AFB, NJ 08641
NOT ENCOUNTERED
DESCRIPTION
;
SURFACEELEV. (FT) 100.1
RECOVERY
(Ft.)
;
DRILLING METHODS Hollow Stem Augers/Split Spoon Sampler
START 11/3/15
REMARKS
25.0
23.0
21.0
19.0
15.0
13.0
10.0
8.0
6.0
4.0
2.0
0.0
S-3
S-4
S-5
S-6
S-7
S-8
73.8
S-2
25.0
9.0
8.0
5.0
89.8
90.8
93.894.3
98.2
S-1
95.3
CHECKED BY: T. Louis
PROJECT NUMBER 28337.J0
DEPTH
AUGER: SIZE: 4.0" I.D.
-
0.6
-
-
-
-
-
-
-
1
Asphalt (7")
Stratum - Greenish brown fine to mediumsand, little silt
Stratum - Dark brown fine to mediumsand, little silt
Stratum - Greenish brown fine to mediumsand, little silt
Stratum - Greenish brown to gray brownfine to medium sand, little silt trace clay
Stratum - Dark orange brown fine sand,little silt
Stratum - Grayish green fine sand, little tosome silt
4.5
2244
2333
3434
3454
791011
89/6
;
BORINGLOG
NA
NA
NA
NA
NA
NA
NA
20182223
EOB @ 25.0'
NA
.
.
.
3.5
.
56810
.
.
.
.
DATE: 11/23/15
DRILLER NAME/COMPANY K. Ryan/F.M.&W. Drilling Company
DATE: 11/4/2015
DRILLING METHODS Hollow Stem Augers/Split Spoon Sampler
START 11/4/15
REMARKS
WATER:
END 11/4/15
OF
BORING NO. B-3
DATE: 11/4/2015TIME: 0.25 HrsDEPTH: 13.0'
DATE:
USCS
GRAPHIC LOG
AUGER DEPTH: 23.0'
RQD (%)
AASHTO
SHEET
** D = DRY, M = MOIST, W = WET
EQUIPMENT USED Truck Mounted Drill Rig
Geotechnical Engineers & Geologists
1
EARTH
ENGINEERING
INCORPORATED
;
;
SAMPLE NO./
TYPE/CORE RUN
BLOWS/0.5 FT.
ON SAMPLER
PROJECT NAME Proposed Pre-K to Grade 4 Elementary School
DESCRIPTION
DEPTH: 10.0' TIME: 3 HrsRECOVERY(%)
DEPTH (FT)
SURFACEELEV. (FT) 98.8
RECOVERY
(Ft.)
PROJECT LOCATION School House Rd., McGuire AFB, NJ 08641
INSPECTOR NAME C. Lang
ELEVATION
H2O CONTENT
NOT ENCOUNTERED
20.0
1.0
2.0
4.0
6.0
8.0
10.0
14.0
18.0
23.0
25.0
16.0
-
S-7
-
-
-
-
-
-
-
CHECKED BY: T. Louis
AUGER: SIZE: 4.0" I.D.
BLOWS/0.5 FT.
ON SAMPLER
Topsoil (2.5")
PROJECT NAME Proposed Pre-K to Grade 4 Elementary School
S-6
PROJECT NUMBER 28337.J0
TIME: 24 HrsRECOVERY(%)
DEPTH (FT)
DEPTH: 9.0'
DEPTH
.
S-8
.
.
.
.
.
NA
.
.
Stratum I - Brown , yellow brown, gray,and light green fine to medium sand,some silt
Stratum I - Green and orange brown finesand, some silt, trace clay
Stratum I - Orange brown fine sand, tracesilt
Stratum III - Black fine sand, trace silt
Stratum III - Gray fine sand, some silt
5865
6101315
1350/6
2112
5434
8101211
1258
NA
2222
NA
89.3S-5
S-4
S-3
S-2
S-1
81.3
90.3
92.8
98.1
9.0
73.325.0
NA
NA
NA
NA
NA
8.0
5.5
0.2
EOB @ 25.0'
17.0
DATE: 11/23/15
DRILLER NAME/COMPANY K. Ryan/F.M.&W. Drilling Company
DATE: 11/4/2015
1
WATER:
SAMPLE NO./
TYPE/CORE RUN
;
BORINGLOG
BORING NO. B-4
DATE: 11/3/2015TIME: 0.25 HrsDEPTH: 8.0'
END 11/3/15
AUGER DEPTH: 23.0'
DATE:
USCS
GRAPHIC LOG
OF
RQD (%)
SHEET
AASHTO
Geotechnical Engineers & Geologists
EQUIPMENT USED Truck Mounted Drill Rig
1
** D = DRY, M = MOIST, W = WET
EARTH
ENGINEERING
INCORPORATED
H2O CONTENT
ELEVATION
PROJECT LOCATION School House Rd., McGuire AFB, NJ 08641
INSPECTOR NAME J. Ward
NOT ENCOUNTERED
DESCRIPTION
;
SURFACEELEV. (FT) 98.3
RECOVERY
(Ft.)
;
DRILLING METHODS Hollow Stem Augers/Split Spoon Sampler
REMARKS
START 11/3/15
18.0
25.0
23.0
19.0
15.0
13.0
10.0
8.0
6.0
4.0
2.0
0.0
S-5
90.0
S-9
S-8
S-6
S-4
S-3
S-2
S-1
80.5
S-7
96.5
17.0 88.5
25.0
15.5
9.0
5.0
2.5
0.3
100.5
103.0
105.2
DEPTH: 12.0'
AUGER: SIZE: 4.0" I.D.
BLOWS/0.5 FT.
ON SAMPLER
SAMPLE NO./
TYPE/CORE RUN
-
-
-
-
-
-
-
-
-
Stratum - Dark reddish brown, and darkbrown fine to medium sand, little silt
RECOVERY(%)
Stratum - Black fine to medium sand, littlesilt
Stratum I - Orange brown and gray fine tomedium sand, little silt
Stratum I - gray, tan, and brown fine sand,little silt
Stratum I - Gray fine to medium sand, littlesilt, trace gravel
Stratum I - Yellowish brown and orangebrown fine to medium sand, little silt
Topsoil (3")
1223
EOB @ 25.0'
2345
3345
6645
9999
DEPTH (FT)
1258
TIME: 24 HrsCHECKED BY: T. Louis
PROJECT NUMBER 28337.J0
DEPTH
3386
NA
NA
NA
NA
NA
NA
NA
NA
1112
NA
.
.
46913
.
.
.
.
.
.
.
DRILLER NAME/COMPANY K. Ryan/F.M.&W. Drilling Company
DATE: 11/5/2015DATE: 11/23/15
;
BORINGLOG
WATER:
1
END 11/4/15
OF
BORING NO. B-5
AUGER DEPTH: 23.0' DATE: 11/4/2015TIME: 0.25 HrsDEPTH: 15.0'
DATE:
USCS
GRAPHIC LOG
AASHTO
SHEET
RQD (%)
** D = DRY, M = MOIST, W = WET
EQUIPMENT USED Truck Mounted Drill Rig
Geotechnical Engineers & Geologists
1
EARTH
ENGINEERING
INCORPORATED
PROJECT LOCATION School House Rd., McGuire AFB, NJ 08641
INSPECTOR NAME C. Lang
NOT ENCOUNTERED
H2O CONTENT
ELEVATION
DESCRIPTION
;
REMARKS
START 11/4/15
DRILLING METHODS Hollow Stem Augers/Split Spoon Sampler
PROJECT NAME Proposed Pre-K to Grade 4 Elementary School
;
SURFACEELEV. (FT) 105.5
RECOVERY
(Ft.)
25.0
18.0
20.0
0.0
16.0
14.0
10.0
8.0
6.0
4.0
2.0
23.0
99.1
S-1
72.6
81.682.1
87.6
S-396.6
S-4
101.3
93.1
S-2
S-10
S-9
S-8
S-7
S-6
S-5
DEPTH
TIME: 4 Hrs
AUGER: SIZE: 4.0" I.D.
DEPTH (FT)
Topsoil (3")
PROJECT NUMBER 28337.J0
DEPTH: 11.0'
-
-
-
-
-
-
-
-
CHECKED BY: T. Louis
-
-
571012
.
.
.
52189
.
.
.
.
.
.
.
Stratum III - Greenish gray fine sand, littlesilt
1735/6
Stratum III - Light Greenish gray fine sand,some gravel, little silt
Stratum III - Dark brown fine sand, little silt
Stratum I - Green and orange brown finesand, little silt
Stratum I - Green fine sand, little silt, traceclay
Stratum I - Light grayish brown fine sand,little silt
Stratum I - Green and orange brown finesand, little silt
0013
1112
2111
3222
3223
2554
3467
19.5
14.0
8.5
5.0
2.5
29.0
EOB @ 29.0'
0.3
RECOVERY(%)
20.0NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
WATER:
DRILLER NAME/COMPANY K. Ryan/F.M.&W. Drilling Company
DATE: 11/3/2015DATE: 11/23/15
;
BORINGLOG
1
END 11/3/15
OF
BORING NO. B-6
AUGER DEPTH: 28.0'
DATE:
DATE: 11/3/2015TIME: 0.25 HrsDEPTH: 8.0'
USCS
GRAPHIC LOG
SHEET
AASHTO
Geotechnical Engineers & Geologists
1
** D = DRY, M = MOIST, W = WET
EARTH
ENGINEERING
INCORPORATED
EQUIPMENT USED Truck Mounted Drill Rig
RQD (%)
;
ELEVATION
INSPECTOR NAME J. Ward
PROJECT LOCATION School House Rd., McGuire AFB, NJ 08641
BLOWS/0.5 FT.
ON SAMPLER
SAMPLE NO./
TYPE/CORE RUN
PROJECT NAME Proposed Pre-K to Grade 4 Elementary School
DESCRIPTION
RECOVERY
(Ft.)
H2O CONTENT
;
REMARKS
START 11/3/15
DRILLING METHODS Hollow Stem Augers/Split Spoon Sampler
SURFACEELEV. (FT) 101.6
NOT ENCOUNTERED
16.0
14.0
12.0
10.0
19.0
6.0
29.0
4.0
2.0
0.0
8.0
21.0
23.0
28.0
25.0
-
-
-
-
-
-
-
-
-
S-9
S-8
S-7
S-6
S-5
S-4
S-3
DEPTH: 8.0' TIME: 24 HrsRECOVERY(%)
DEPTH (FT)
BLOWS/0.5 FT.
ON SAMPLER
SAMPLE NO./
TYPE/CORE RUN
PROJECT NUMBER 28337.J0
AUGER: SIZE: 4.0" I.D.
Topsoil (5")
CHECKED BY: T. Louis
DEPTH
75.4
.
.
.
.
.
S-2
.
.
.
.
Stratum III - Grayish black fine to mediumsand, some silt
Stratum III - Black fine to medium sand,little silt
Stratum I - Orange brown, green andbrown fine to medium sand, little silt
Stratum I - Dark brown and gray fine tomedium sand, little silt
Stratum I - Tan and light brown fine tomedium sand, little silt
7965
871010
8141617
2279
2334
5544
NA
10121414
1347
2212
25.0
24.0
9.5
4.5
3.0
76.4
90.9
95.9
97.4
100.0
NA
0.4
NA
NA
NA
NA
NA
NA
S-1
NA
EOB @ 25.0'
WATER:
DRILLER NAME/COMPANY K. Ryan/F.M.&W. Drilling Company
DATE: 11/5/2015DATE: 11/23/15
USCS
DATE:
PROJECT NAME Proposed Pre-K to Grade 4 Elementary School
1
GRAPHIC LOG
;
BORINGLOG
END 11/4/15
** D = DRY, M = MOIST, W = WET
EQUIPMENT USED Truck Mounted Drill Rig
Geotechnical Engineers & Geologists
1
EARTH
ENGINEERING
INCORPORATED
OF
BORING NO. B-8
AUGER DEPTH: 23.0'
RQD (%)
AASHTO
SHEET
H2O CONTENT
ELEVATION
INSPECTOR NAME C. Lang
PROJECT LOCATION School House Rd., McGuire AFB, NJ 08641
DESCRIPTION
; DEPTH: 11.0'
NOT ENCOUNTERED
TIME: 0.25 Hrs DATE: 11/4/2015
DRILLING METHODS Hollow Stem Augers/Split Spoon Sampler
SURFACEELEV. (FT) 100.4
START 11/4/15
;
RECOVERY
(Ft.)
REMARKS
23.0
16.0
18.0
20.0
0.0
14.0
12.0
10.0
8.0
6.0
4.0
2.0
25.0
-
-
-
-
-
-
-
-
-
S-9
S-8
S-7
S-6
S-5
DEPTH: 9.0' TIME: 24 HrsRECOVERY(%)
AUGER: SIZE: 4.0" I.D.
PROJECT NAME Proposed Pre-K to Grade 4 Elementary School
BLOWS/0.5 FT.
ON SAMPLER
SAMPLE NO./
TYPE/CORE RUN
Topsoil (4")
CHECKED BY: T. Louis
DEPTH (FT)
S-2
PROJECT NUMBER 28337.J0
DEPTH
.
.
.
.
.
.
NA
.
S-4
.
.
Stratum III - Black and grayish black fineto medium sand, little silt
Stratum III - Reddish brown and brownfine to medium sand, little silt
Stratum I - Yellowish brown, orange brownand greenish brown fine to medium sand,little silt
Stratum I - Yellowish brown and tan finesand, some silt
1112
25151718
20192325
1235
NA
4444
3344
4433
1356
2225
EOB @ 25.0'25.0
14.5
10.5
2.5
S-1
73.2
83.7
87.7
97.9
Hard Augering @ 17.5'
95.7
NA
0.3
NA
NA
NA
NA
NA
NA
Moist @ 7.0'
S-3
WATER:
DATE: 11/5/2015DATE: 11/23/15
DRILLER NAME/COMPANY K. Ryan/F.M.&W. Drilling Company
;
DATE:
GRAPHIC LOG
BORINGLOG
USCS
END 11/4/15
11
EQUIPMENT USED Truck Mounted Drill Rig
** D = DRY, M = MOIST, W = WET
EARTH
ENGINEERING
INCORPORATEDGeotechnical Engineers & Geologists
RQD (%)
OF
BORING NO. B-9
AUGER DEPTH: 23.0'
SHEET
AASHTO
PROJECT LOCATION School House Rd., McGuire AFB, NJ 08641
NOT ENCOUNTERED
H2O CONTENT
ELEVATION
INSPECTOR NAME C. Lang
DESCRIPTION
; DATE: 11/4/2015
DRILLING METHODS Hollow Stem Augers/Split Spoon Sampler
DEPTH: 10.0' TIME: 0.25 Hrs
SURFACEELEV. (FT) 98.2
REMARKS
;
RECOVERY
(Ft.)
START 11/4/15
25.0
16.0
20.0
18.0
0.0
14.0
12.0
10.0
8.0
6.0
4.0
2.0
23.0
-
90.5
-
-
-
-
S-6
S-9
S-7
S-5
S-4
S-3
S-2
S-1
S-8
-
DEPTH (FT)
-
DEPTH: 18.0'RECOVERY(%)
PROJECT NUMBER 28337.J0
DEPTH
TIME: 72 Hrs
AUGER: SIZE: 4.0" I.D.
Topsoil (6")
CHECKED BY: T. Louis
-
-
95.8
.
.
.
.
.
79.8
.
.
.
.
Stratum III - Black and gray fine tomedium sand, little silt
Stratum III - Green, gray, and yellowishbrown fine to medium sand, little silt
Stratum II - Dark brown silt, trace finesand and organics
Stratum I - Orange brown and gray fine tomedium sand, some silt
FILL - Orange brown fine to medium sand,little gravel and silt
5339
28202025
7678
4467
4566
4445
4567
2457
4434
30.0
19.3
14.0
9.7
2.0
0.5
EOB @ 30.0'
100.1
107.8
109.3
NA
NA
NA
NA
NA
NA
NA
NA
NA
WATER:
DATE: 11/23/15
DRILLER NAME/COMPANY K. Ryan/F.M.&W. Drilling Company
DATE:
GRAPHIC LOG
USCS
SAMPLE NO./
TYPE/CORE RUN
1BORINGLOG
END 11/6/15
;
Geotechnical Engineers & Geologists
1
EARTH
ENGINEERING
INCORPORATED
RQD (%)
DATE: 11/9/2015
** D = DRY, M = MOIST, W = WET
EQUIPMENT USED Truck Mounted Drill Rig
OF
BORING NO. B-10
AUGER DEPTH: 28.0'
SHEET
AASHTO
ELEVATION
H2O CONTENT
INSPECTOR NAME J. Ward
PROJECT LOCATION School House Rd., McGuire AFB, NJ 08641
DESCRIPTION
;
PROJECT NAME Proposed Pre-K to Grade 4 Elementary School
BLOWS/0.5 FT.
ON SAMPLER
DRILLING METHODS Hollow Stem Augers/Split Spoon Sampler
DEPTH: 18.0' TIME: 0.25 Hrs DATE: 11/6/2015
SURFACEELEV. (FT) 109.8
NOT ENCOUNTERED
START 11/6/15
REMARKS
RECOVERY
(Ft.)
;
20.0
25.0
15.0
28.0
0.0
23.0
18.0
13.0
10.0
8.0
6.0
4.0
2.0
30.0
-
-
-
-
-
-
-
-
S-8
S-7
S-6
S-5
DEPTH: 18.0'
PROJECT NAME Proposed Pre-K to Grade 4 Elementary SchoolSAMPLE NO./
TYPE/CORE RUN
AUGER: SIZE: 4.0" I.D.
Topsoil (3")
DEPTH (FT)
BLOWS/0.5 FT.
ON SAMPLER
TIME: 24 HrsCHECKED BY: T. Louis
S-2
PROJECT NUMBER 28337.J0
RECOVERY(%)
DEPTH
.
.
.
.
.
S-4
.
.
.
Stratum III - Black fine to medium sand,little silt
Stratum III - Dark orange brown and darkgray fine to medium sand, little silt
Stratum III - Greenish gray fine to mediumsand, little silt
Stratum II - Gray and yellow brown silt,some fine sand
Stratum I - Orange brown and gray fine tomedium sand, little silt
Stratum I - Yellow brown and light grayfine to medium sand, some silt
7656
NA
3477
2345
2334
2333
3323
1357
2232
18.0
25.0
NA
106.4
S-1
84.4
85.9
91.4
101.4
14.5
109.1
94.9
23.5
NA
NA
NA
NA
NA
S-3
8.0
3.0
0.3
EOB @ 25.0'
NA
DATE: 11/5/2015DATE: 11/23/15
DRILLER NAME/COMPANY K. Ryan/F.M.&W. Drilling Company
1BORINGLOG
WATER:AUGER DEPTH: 23.0'
OF
DATE: 11/4/2015TIME: 0.25 HrsDEPTH: 20.0'
END 11/4/15
DATE:
USCS
GRAPHIC LOG
SHEET
BORING NO. B-11
AASHTO
;
1
EQUIPMENT USED Truck Mounted Drill Rig
RQD (%)
** D = DRY, M = MOIST, W = WET
EARTH
ENGINEERING
INCORPORATEDGeotechnical Engineers & Geologists
ELEVATION
INSPECTOR NAME C. Lang
PROJECT LOCATION School House Rd., McGuire AFB, NJ 08641
H2O CONTENT
NOT ENCOUNTERED
DESCRIPTION
;
SURFACEELEV. (FT) 109.4
RECOVERY
(Ft.)
DRILLING METHODS Hollow Stem Augers/Split Spoon Sampler
;
START 11/4/15
REMARKS
20.0
23.0
18.0
16.0
14.0
10.0
8.0
6.0
4.0
2.0
0.0
25.0
104.0
S-1
77.0
80.0
87.3
94.5
S-3
101.0
S-4
106.7
98.0
S-2
S-10
S-9
S-8
S-7
S-6
S-5
19.7
12.5
9.0
6.0
3.0
30.0
EOB @ 30.0'
0.3
27.0
-
-
-
-
-
-
-
-
CHECKED BY: T. Louis
-
AUGER: SIZE: 4.0" I.D.
-
Stratum III - Dark brown and gray fine tomedium sand, little silt and gravel
Topsoil (3")
Stratum III - Black fine sand, little silt
Stratum III - Orange brown fine to mediumsand, little silt
Stratum II - Orange brown and gray silt,some fine sand
Stratum I - Pale brown fine sand, some silt
Stratum I - Yellowish brown and gray finesand, little silt
2224
3434
3357
101087
7111312
5131310
1258
Stratum I - Yellowish brown fine sand, littlesilt
DESCRIPTION
PROJECT NAME Proposed Pre-K to Grade 4 Elementary School
BLOWS/0.5 FT.
ON SAMPLER
SAMPLE NO./
TYPE/CORE RUN
5342024
NA
2333
NA
NA
NA
NA
NA
NA
NA
NA
NA
.
.
1111
.
.
.
.
.
.
.
.
WATER:
DRILLER NAME/COMPANY K. Ryan/F.M.&W. Drilling Company
DATE: 11/3/2015DATE: 11/23/15
;
BORINGLOG
1
END 11/3/15
OF
BORING NO. B-12
AUGER DEPTH: 28.0'
DATE:
DATE: 11/3/2015TIME: 0.25 HrsDEPTH: 16.0'
USCS
GRAPHIC LOG
SHEET
AASHTO
Geotechnical Engineers & Geologists
1
** D = DRY, M = MOIST, W = WET
EARTH
ENGINEERING
INCORPORATED
EQUIPMENT USED Truck Mounted Drill Rig
RQD (%)
;
ELEVATION
INSPECTOR NAME J. Ward
PROJECT LOCATION School House Rd., McGuire AFB, NJ 08641
PROJECT NUMBER 28337.J0
DEPTH: 18.0'
DEPTH
TIME: 4 HrsRECOVERY(%)
DEPTH (FT)
START 11/3/15
REMARKS
;
SURFACEELEV. (FT) 107.0
RECOVERY
(Ft.)
NOT ENCOUNTERED
H2O CONTENT
DRILLING METHODS Hollow Stem Augers/Split Spoon Sampler
8.0
25.0
4.0
28.0
0.0
23.0
22.0
20.0
18.0
15.0
13.0
10.0
6.0
2.0
30.0
S-12
S-11
109.4
PROJECT NUMBER 28337.J0
S-2
S-10
S-9
S-8
S-7
S-6
S-5
S-3
S-1
73.3
80.8
90.8
96.3
105.3
107.3
S-4
-
CHECKED BY: T. Louis
DEPTH
-
AUGER: SIZE: 4.0" I.D.
Topsoil (5")
-
-
-
-
-
-
-
-
-
-
141210
.
.
.
.
.
2234
.
.
.
.
.
.
.
12141416
Stratum III - Dark green fine sand, somesilt
Stratum III - Dark green and black finesand, little silt
Stratum III - Orange brown, yellowishbrown, and gray fine to medium sand, littlesilt
Stratum II - Gray and yellowish brown silt,little fine sand, trace clay
Stratum I - Yellowish brown fine sand, littlesilt
FILL - Pale brown fine to medium sand,little silt
2359
5435
5454
2244
2222
3233
4433
6764
4445
19.0
29.0
13.5
4.5
2.5
0.4
EOB @ 36.5'
Gravely sand interlayer @ 5.5' - 6.5'
36.5
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
WATER:
DATE: 11/9/2015
DRILLER NAME/COMPANY K. Ryan/F.M.&W. Drilling Company
DATE: 11/23/15
1
;
BORINGLOG
OF
BORING NO. B-13
AUGER DEPTH: 34.5'
EQUIPMENT USED Truck Mounted Drill Rig
DATE:
DATE: 11/6/2015TIME: 0.25 HrsDEPTH: 19.0'
USCS
GRAPHIC LOG
END 11/6/15Geotechnical Engineers & Geologists
AASHTO
SHEET
DRILLING METHODS Hollow Stem Augers/Split Spoon Sampler
1
** D = DRY, M = MOIST, W = WET
EARTH
ENGINEERING
INCORPORATED
RQD (%) DESCRIPTION
;
DEPTH: 18.0' TIME: 72 HrsRECOVERY(%)
DEPTH (FT)
BLOWS/0.5 FT.
ON SAMPLER
PROJECT NAME Proposed Pre-K to Grade 4 Elementary SchoolSAMPLE NO./
TYPE/CORE RUN
SURFACEELEV. (FT) 109.8
;
REMARKS
START 11/6/15
RECOVERY
(Ft.)
ELEVATION
INSPECTOR NAME J. Ward
H2O CONTENT
PROJECT LOCATION School House Rd., McGuire AFB, NJ 08641
NOT ENCOUNTERED
6.0
28.0
0.0
2.0
4.0
25.0
36.5
34.5
23.0
30.0
8.0
20.0
18.0
15.0
13.0
12.0
10.0
33.0
105.0
106.4
90.0
S-4
S-11
S-10
S-9
S-8
S-7
103.0
S-5
94.5
S-3
S-2
S-1
73.6
77.0
85.0
S-6
Hard Augering @ 32.5'
0.6
2.0
DEPTH (FT)
EOB @ 33.4'33.4
30.0
22.0
17.0
12.5
4.0
PROJECT NUMBER 28337.J0
DEPTH
AUGER: SIZE: 4.0" I.D.
-
-
24410
Stratum III - Gray fine to medium sand,little silt
Stratum III - Black fine to medium sand,little silt
Stratum III - Orange brown fine to mediumsand, little silt
Stratum III - Greenish brown fine tomedium sand, little silt
Stratum II - Gray and orange brown silt,some fine sand, trace clay
FILL - Gray fine to coarse sand, trace silt
3434
3322
2112
3333
3433
1234
2458
-
FILL - Pale brown fine to medium sand,little silt
-
-
-
-
-
-
-
12161212
Topsoil (7")
CHECKED BY: T. Louis
NA
NA
NA
NA
NA
2234
NA
NA
NA
NA
NA
NA
50/4
.
.
.
.
.
.
.
.
.
.
.
-
WATER:
DATE: 11/23/15
DRILLER NAME/COMPANY K. Ryan/F.M.&W. Drilling Company
DATE: 11/8/2015
BORINGLOG
1
;
OF
BORING NO. B-14
AUGER DEPTH: 33.0'
DATE:
DATE: 11/8/2015TIME: 0.25 HrsDEPTH: 19.0'
USCS
GRAPHIC LOG
END 11/8/15
AASHTO
EQUIPMENT USED Truck Mounted Drill Rig
Geotechnical Engineers & Geologists
1
** D = DRY, M = MOIST, W = WET
EARTH
ENGINEERING
INCORPORATED
SHEET
RQD (%) DESCRIPTION
;
DEPTH: 19.0' TIME: 3 Hrs
BLOWS/0.5 FT.
ON SAMPLER
SAMPLE NO./
TYPE/CORE RUN
PROJECT NAME Proposed Pre-K to Grade 4 Elementary School
SURFACEELEV. (FT) 107.0
NOT ENCOUNTERED
REMARKS
RECOVERY(%)
DRILLING METHODS Hollow Stem Augers/Split Spoon Sampler
START 11/8/15
;
RECOVERY
(Ft.)
ELEVATION
H2O CONTENT
INSPECTOR NAME J. Ward
PROJECT LOCATION School House Rd., McGuire AFB, NJ 08641
18.0
33.4
33.0
30.0
28.0
25.0
23.0
0.0
2.0
4.0
6.0
8.0
20.0
10.0
12.0
13.0
15.0
104.0
S-3
S-2
S-1
82.0
90.0
S-5
99.5
S-6
106.0
111.3
95.0
S-4
S-10
S-9
S-8
S-7
PROJECT NUMBER 28337.J0
DEPTH: 24.0'
DEPTH
AUGER: SIZE: 4.0" I.D.
TIME: 24 Hrs
FILL - Orange brown fine to medium sand,little silt
DEPTH (FT)
-
-
-
-
-
-
-
-
-
CHECKED BY: T. Louis
-
.
.
.
.
1216199
.
.
.
.
.
.
Stratum III - Dark reddish brown, gray, andblack fine to medium sand, trace silt
Stratum III - Greenish brown and yellowishbrown fine to medium sand, little silt
Stratum II - Gray and yellowish brown silt,trace fine sand, trace clay
Stratum II - Gray and yellowish brown silt,some fine sand
Stratum I - Light gray and orange brownfine sand, some silt
Stratum I - Yellowish brown and palebrown fine sand, little silt
2545
8765
8101110
4448
2334
2222
4645
5778
1213128
Some Gravel @ 4.5' - 5.0'
17.0
12.5
8.0
6.0
0.7
30.0
Moist @ 7.5'
EOB @ 30.0'
22.0
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
RECOVERY(%)
DRILLER NAME/COMPANY K. Ryan/F.M.&W. Drilling Company
WATER:
DATE: 11/6/2015DATE: 11/23/15
1
;
BORINGLOG
END 11/5/15
OF
BORING NO. B-15
AUGER DEPTH: 28.0'
DATE:
DATE: 11/5/2015TIME: 0.25 HrsDEPTH: 23.0'
USCS
GRAPHIC LOG
EQUIPMENT USED Truck Mounted Drill Rig
SHEET
AASHTO
Geotechnical Engineers & Geologists
1
** D = DRY, M = MOIST, W = WET
EARTH
ENGINEERING
INCORPORATED
RQD (%)
;
H2O CONTENT
ELEVATION
INSPECTOR NAME J. Ward
PROJECT LOCATION School House Rd., McGuire AFB, NJ 08641PROJECT NAME Proposed Pre-K to Grade 4 Elementary School
BLOWS/0.5 FT.
ON SAMPLER
SAMPLE NO./
TYPE/CORE RUN
DESCRIPTION
RECOVERY
(Ft.)
;
REMARKS
START 11/5/15
DRILLING METHODS Hollow Stem Augers/Split Spoon Sampler
NOT ENCOUNTERED
SURFACEELEV. (FT) 112.0
15.0
13.0
12.0
10.0
18.0
6.0
0.0
4.0
2.0
8.0
20.0
23.0
25.0
30.0
28.0
-
-
-
-
-
-
-
-
-
S-9
S-8
S-7
S-6
S-5
S-4
S-3
DEPTH: 18.0' TIME: 72 HrsRECOVERY(%)
DEPTH (FT)
BLOWS/0.5 FT.
ON SAMPLER
SAMPLE NO./
TYPE/CORE RUN
PROJECT NUMBER 28337.J0
AUGER: SIZE: 4.0" I.D.
Topsoil (4.5")
CHECKED BY: T. Louis
DEPTH
85.0
.
.
.
.
.
S-2
.
.
.
.
Stratum III - Dark gray fine to mediumsand, little silt
Stratum III - Dark gray and green finesand, some silt
Stratum II - Yellowish brown and gray silt,little fine sand, trace clay
Stratum I - Light yellowish brown finesand, little silt
FILL - Yellowish brown fine sand, little siltand concrete fragments
5333
4357
6666
2579
2223
3211
NA
4555
2454
3334
25.0
18.5
13.5
6.5
4.5
91.5
96.5
103.5
105.5
109.7
NA
0.3
NA
NA
NA
NA
NA
NA
S-1
NA
EOB @ 25.0'
WATER:
DRILLER NAME/COMPANY K. Ryan/F.M.&W. Drilling Company
DATE: 11/9/2015DATE: 11/23/15
USCS
DATE:
PROJECT NAME Proposed Pre-K to Grade 4 Elementary School
1
GRAPHIC LOG
;
BORINGLOG
END 11/6/15
** D = DRY, M = MOIST, W = WET
EQUIPMENT USED Truck Mounted Drill Rig
Geotechnical Engineers & Geologists
1
EARTH
ENGINEERING
INCORPORATED
OF
BORING NO. B-16
AUGER DEPTH: 23.0'
RQD (%)
AASHTO
SHEET
H2O CONTENT
ELEVATION
INSPECTOR NAME J. Ward
PROJECT LOCATION School House Rd., McGuire AFB, NJ 08641
DESCRIPTION
; DEPTH: 18.0'
NOT ENCOUNTERED
TIME: 0.25 Hrs DATE: 11/6/2015
DRILLING METHODS Hollow Stem Augers/Split Spoon Sampler
SURFACEELEV. (FT) 110.0
START 11/6/15
;
RECOVERY
(Ft.)
REMARKS
23.0
15.0
18.0
20.0
0.0
13.0
12.0
10.0
8.0
6.0
4.0
2.0
25.0
84.2
S-6
S-5
S-4
S-3
S-2
79.2
S-9
94.4
96.7
101.7
104.2
106.7
S-1
S-7
S-8
DEPTH (FT)
PROJECT NUMBER 28337.J0
DEPTH
RECOVERY(%)
TIME: 2 Hrs
AUGER: SIZE: 4.0" I.D.
Topsoil (4")
DEPTH: 20.0'
-
-
-
-
-
-
-
-
-
CHECKED BY: T. Louis
471214
.
108.9
.
.
.
.
.
.
.
.
2244
Stratum III - Black fine sand, trace to littlesilt
Stratum III - Dark green fine to mediumsand, little silt
Stratum II - Dark brown silt, some finesand, trace organics
Stratum I - Gray and yellowish brown finesand, some silt
Stratum I - Orange brown to gray fine tomedium sand, little silt
Stratum I - Yellowish brown and gray finesand, little silt
Stratum I - Orange brown to yellowishbrown fine to medium sand, little silt
5556
4458
3334
10966
4869
5777
1245
7.5
30.0
25.0
12.5
5.0
2.5
0.3
EOB @ 30.0'
14.8
NA
NA
NA
NA
NA
NA
NA
NA
NA
WATER:
1
DATE:
DRILLER NAME/COMPANY K. Ryan/F.M.&W. Drilling Company
END 11/9/15
GRAPHIC LOG
;
BORINGLOG
Geotechnical Engineers & Geologists
1
** D = DRY, M = MOIST, W = WET
EARTH
ENGINEERING
INCORPORATED
EQUIPMENT USED Truck Mounted Drill Rig
RQD (%)
BORING NO. B-17
OF
AUGER DEPTH: 28.0'
DATE: 11/9/15DATE: 11/23/15
SHEET
AASHTO
H2O CONTENT
;
USCS
ELEVATION
INSPECTOR NAME J. Ward
PROJECT LOCATION School House Rd., McGuire AFB, NJ 08641
BLOWS/0.5 FT.
ON SAMPLER
PROJECT NAME Proposed Pre-K to Grade 4 Elementary SchoolSAMPLE NO./
TYPE/CORE RUN
DESCRIPTION REMARKS
;
START 11/6/15
DRILLING METHODS Hollow Stem Augers/Split Spoon Sampler
NOT ENCOUNTERED
DEPTH: 20.0' TIME: 0.25 Hrs DATE: 11/9/15
SURFACEELEV. (FT) 109.2
RECOVERY
(Ft.)
6.0
28.0
2.0
30.0
0.0
25.0
23.0
20.0
18.0
15.0
13.0
10.0
8.0
4.0
Shelby tube S-2 retrieved from 11.0' to13.0' from B-19 offset
8.5
6.0
2.0
0.4
EOB @ 30.0'
22.0
Collapsed dry @ 22.0', 1/4 hr.
30.0
Shelby tube S-1 retrieved from 9.0' to11.0' from B-19 offset
Collapsed dry @ 22.0', 24 Hrs
15.0
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
AUGER: SIZE: 4.0" I.D.
110.0
S-2
S-1
82.0
90.0
97.0
S-4
106.0
S-5
111.6
103.5
S-3
S-10
S-9
S-8
S-7
S-6
DATE:DATE: 11/23/15
DRILLER NAME/COMPANY K. Ryan/F.M.&W. Drilling Company
;
1BORINGLOG
Stratum I - Yellowish brown fine sand, littlesilt
WATER:
.
.
.
.
4457
.
.
.
.
.
.
Stratum III - Dark green fine sand, little silt
Stratum III - Orange brown and gray fineto medium sand, little silt
Stratum II - Gray and orange brown silt,some fine sand
Stratum I - Brown and orange brown fineto coarse sand, little gravel, trace silt
Stratum I - Yellowish brown and palebrown fine sand, trace silt
3445
Topsoil (4.5")
5558
5458
3222
2323
6222
891013
2445
12121512
;
START 11/5/15
REMARKS
DRILLING METHODS Hollow Stem Augers/Split Spoon Sampler
RECOVERY
(Ft.)
SURFACEELEV. (FT) 112.0
PROJECT LOCATION School House Rd., McGuire AFB, NJ 08641
H2O CONTENT
INSPECTOR NAME J. Ward
ELEVATION
NOT ENCOUNTERED
END 11/5/15
OF
BORING NO. B-19
AUGER DEPTH: 28.0'
DATE:
DATE:TIME:DEPTH:
USCS
GRAPHIC LOG
EQUIPMENT USED Truck Mounted Drill Rig
SHEET
AASHTO
EARTH
ENGINEERING
INCORPORATEDGeotechnical Engineers & Geologists
1
X
** D = DRY, M = MOIST, W = WET
RQD (%)
DEPTH
PROJECT NUMBER 28337.J0
DEPTH (FT)
-
-
-
-
-
DEPTH: TIME:
-
-
RECOVERY(%)
CHECKED BY: T. Louis
-
-
-
;
DESCRIPTION
PROJECT NAME Proposed Pre-K to Grade 4 Elementary School
BLOWS/0.5 FT.
ON SAMPLER
SAMPLE NO./
TYPE/CORE RUN
6.0
25.0
0.0
2.0
4.0
8.0
12.0
13.0
15.0
18.0
10.0
23.0
28.0
30.0
20.0
S-12
S-11
109.7
PROJECT NUMBER 28337.J0
S-2
S-10
S-9
S-8
S-7
S-6
S-5
S-3
S-1
75.0
92.5
95.5
99.5
104.0
109.1
S-4
-
CHECKED BY: T. Louis
DEPTH
-
AUGER: SIZE: 4.0" I.D.
Concrete (4")
-
-
-
-
-
-
-
-
-
-
4456
.
.
.
.
.
2233
.
.
.
.
.
.
.
21213039
Stratum III - Black fine sand, trace silt
Stratum III - Orange brown and green fineto medium sand, some silt
Stratum II - Orange brown, green and graysilt, some fine sand
Stratum - Orange brown and gray fine tomedium sand, little silt
Stratum I - Light yellowish brown andorange brown fine to medium sand, somesilt
Crushed stone (7")78/6
3445
3334
2213
3233
3233
1111108
6679
6677
14.5
17.5
10.5
6.0
0.9
0.3
EOB @ 35.0'
Hard augering @ 32.5'
35.0
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
WATER:
DATE: 11/9/2015
DRILLER NAME/COMPANY K. Ryan/F.M.&W. Drilling Company
DATE: 11/23/15
1
;
BORINGLOG
OF
BORING NO. B-20
AUGER DEPTH: 33.0'
EQUIPMENT USED Truck Mounted Drill Rig
DATE:
DATE: 11/9/2015TIME: 0.25 HrsDEPTH: 20.0'
USCS
GRAPHIC LOG
END 11/9/15Geotechnical Engineers & Geologists
AASHTO
SHEET
DRILLING METHODS Hollow Stem Augers/Split Spoon Sampler
1
** D = DRY, M = MOIST, W = WET
EARTH
ENGINEERING
INCORPORATED
RQD (%) DESCRIPTION
;
DEPTH: 20.0' TIME: 1 HrsRECOVERY(%)
DEPTH (FT)
BLOWS/0.5 FT.
ON SAMPLER
PROJECT NAME Proposed Pre-K to Grade 4 Elementary SchoolSAMPLE NO./
TYPE/CORE RUN
SURFACEELEV. (FT) 110.0
;
REMARKS
START 11/9/15
RECOVERY
(Ft.)
ELEVATION
INSPECTOR NAME J. Ward
H2O CONTENT
PROJECT LOCATION School House Rd., McGuire AFB, NJ 08641
NOT ENCOUNTERED
6.0
25.0
1.0
2.0
4.0
23.0
35.0
33.0
20.0
28.0
8.0
18.0
17.0
15.0
14.0
12.0
10.0
30.0
102.0S-4
S-3
S-2
S-1
79.2
S-6 94.7
S-7
105.2
107.2
108.9
90.7
S-5
S-10
S-9
S-8
DEPTH
PROJECT NUMBER 28337.J0
AUGER: SIZE: 4.0" I.D.
Topsoil (4")
RECOVERY(%)
DEPTH (FT)
-
-
-
-
-
-
-
-
-
CHECKED BY: T. Louis
-
.
.
.
.
.
.
.
.
.
.
3356
Stratum III - Dark green fine to mediumsand, little silt
Stratum III - Orange brown and green fineto medium sand, some silt
Stratum II - Yellowish brown and gray silt,little fine sand, trace clay
Stratum I - Brown fine to coarse sand, littlegravel
Stratum I - Yellowish brown fine sand, littlesilt
Stratum I - Light yellowish brown finesand, some silt
1159
3357
2567
3224
3222
7754
9999
44610
8121614
18.5
14.5
7.2
4.0
2.0
EOB @ 30.0'
0.3
30.0
NA
NA
NA
NA
NA
NA
NA
NA
DEPTH: 18.0'
NA
NA
WATER:
1
DRILLER NAME/COMPANY K. Ryan/F.M.&W. Drilling Company
;
TIME: 72 Hrs
END 11/6/15
GRAPHIC LOG
BORINGLOG
1
** D = DRY, M = MOIST, W = WET
EARTH
ENGINEERING
INCORPORATEDGeotechnical Engineers & Geologists
RQD (%)
AUGER DEPTH: 28.0'
BORING NO. B-21
EQUIPMENT USED Truck Mounted Drill Rig
OF
DATE: 11/9/2015DATE: 11/23/15
DATE:
SHEET
AASHTO
;
INSPECTOR NAME J. Ward
PROJECT LOCATION School House Rd., McGuire AFB, NJ 08641PROJECT NAME Proposed Pre-K to Grade 4 Elementary School
BLOWS/0.5 FT.
ON SAMPLER
SAMPLE NO./
TYPE/CORE RUN
DESCRIPTION
;
START 11/6/15
REMARKS
ELEVATION
DRILLING METHODS Hollow Stem Augers/Split Spoon Sampler
RECOVERY
(Ft.)
H2O CONTENT
NOT ENCOUNTERED
SURFACEELEV. (FT) 109.2
DEPTH: 19.5' DATE: 11/6/2015
USCS
TIME: 0.25 Hrs
25.0
30.0
0.0
27.0
2.0
23.0
20.0
18.0
15.0
13.0
10.0
8.0
6.0
4.0
28.0
S-12
S-11
S-10
S-9
S-8
S-7
S-4
S-6
102.7
S-3
S-2
S-1
74.9
75.2
92.7
95.2
104.9
106.2
108.4
S-5
94.2
-
-
-
-
-
-
-
-
AUGER: SIZE: 4.0" I.D.
Topsoil (4")
CHECKED BY: T. Louis
-
-
-
-
1350/4
58920
2237
5559
.
.
.
.
.
.
.
.
2111
.
.
.
.
Stratum III - Gray fine to medium sand,little silt
5569
Stratum III - Dark green fine to mediumsand, some silt
Stratum III - Green and dark brown fine tomedium sand, trace silt
Stratum II - Dark brown and dark orangebrown silt, trace fine sand, trace organics
Stratum II - Brownish gray and orangebrown silt, little fine sand
Stratum I - Brown fine to medium sand,little gravel, little silt
Stratum I - Gray fine sand, some silt
Stratum I - Light yellowish brown fine tomedium sand, little silt, trace gravel
3223
6554
7777
4456
2444
4556
3.8
33.8
33.5
16.0
14.5
6.0
2.5
0.3
EOB @ 33.8'
Soft soils @ 8.0' - 13.0'
13.5
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
WATER:
1
DATE: 11/6/2015DATE: 11/23/15
DRILLER NAME/COMPANY K. Ryan/F.M.&W. Drilling Company
DRILLING METHODS Hollow Stem Augers/Split Spoon Sampler
;
BORINGLOG
OF
BORING NO. B-22
AUGER DEPTH: 33.0'
EQUIPMENT USED Truck Mounted Drill Rig
DATE:
DATE: 11/5/2015TIME: 0.25 HrsDEPTH: 21.0'
USCS
GRAPHIC LOG
END 11/5/15
1
** D = DRY, M = MOIST, W = WET
EARTH
ENGINEERING
INCORPORATED
AASHTO
RQD (%)
SHEET
Geotechnical Engineers & Geologists
DESCRIPTION
;
DEPTH (FT)
DEPTH: 19.0'RECOVERY(%)
PROJECT NUMBER 28337.J0
DEPTH
TIME: 24 Hrs
PROJECT NAME Proposed Pre-K to Grade 4 Elementary School
BLOWS/0.5 FT.
ON SAMPLER
SAMPLE NO./
TYPE/CORE RUN
SURFACEELEV. (FT) 108.7
NOT ENCOUNTERED
;
START 11/5/15
REMARKS
RECOVERY
(Ft.)
PROJECT LOCATION School House Rd., McGuire AFB, NJ 08641
ELEVATION
H2O CONTENT
INSPECTOR NAME J. Ward
15.0
20.0
33.8
33.0
30.0
28.0
27.0
12.0
23.0
0.0
18.0
13.0
10.0
8.0
6.0
4.0
2.0
25.0
SAMPLE NO./
TYPE/CORE RUN
BLOWS/0.5 FT.
ON SAMPLER
PROJECT NAME Proposed Pre-K to Grade 4 Elementary School
PROJECT NUMBER 28337.J0
DEPTH (FT)
RECOVERY(%)
TIME:DEPTH:
DEPTH
;
Topsoil (5")
PROJECT LOCATION School House Rd., McGuire AFB, NJ 08641
AUGER: SIZE: 4.0" I.D.
ELEVATION
DESCRIPTION
0.4
NA
NA
NA
EOB @ 6.0'
2.0
3.1
4.5
6.0
2356
FILL - Brown fine sand, some silt
Stratum I - Yellowish brown fine sand, littlesilt
Stratum I - Pale brown and orange brownfine sand, little silt
Stratum I - Brown, orange brown, andyellowish brown fine to coarse sand, littlegravel, trace silt
5668
8111511
.
.
.
-
-
-
CHECKED BY: T. Louis
INSPECTOR NAME J. Ward
107.6
106.0
104.9
103.5
102.0
S-1
S-2
S-3
AASHTO
SHEET
DATE:
H2O CONTENT
DRILLER NAME/COMPANY K. Ryan/F.M.&W. Drilling Company
DATE: 11/23/15
USCS
END 11/5/15
RQD (%)
DATE:
DEPTH: TIME: DATE:
GRAPHIC LOG
EQUIPMENT USED Truck Mounted Drill Rig
EARTH
ENGINEERING
INCORPORATED
** D = DRY, M = MOIST, W = WET
X
1
Geotechnical Engineers & Geologists
AUGER DEPTH: 4.0'
BORING NO. B-23
OF
DRILLING METHODS Hollow Stem Augers/Split Spoon Sampler
;
REMARKS
START 11/5/15
NOT ENCOUNTERED
RECOVERY
(Ft.)
SURFACEELEV. (FT) 108.0
;
1
WATER:
BORINGLOG
6.0
4.0
2.0
0.0
DEPTH:
DEPTH
PROJECT NUMBER 28337.J0
DEPTH (FT)
RECOVERY(%)
TIME:CHECKED BY: T. Louis
;
Topsoil (4")
AUGER: SIZE: 4.0" I.D.
SAMPLE NO./
TYPE/CORE RUN
BLOWS/0.5 FT.
ON SAMPLER
-
DESCRIPTION
PROJECT NAME Proposed Pre-K to Grade 4 Elementary School
NA
EOB @ 10.0'
.
.
NA
NA
.
NA
.
NA
Stratum I - Light yellowish brown finesand, little silt
Stratum I - Light yellowish brown finesand, some silt
Stratum I - Orange brown, gray, and palebrown fine sand, some silt, trace gravel
Stratum II - Yellow brown and orangebrown silt, little fine sand
.
0.32467
66711
8667
4544
5554
-
-
-
-
2.5
3.6
9.0
10.0
106.5
104.3
103.2
97.8
96.8
S-1
S-2
S-3
S-4
S-5
AASHTO
SHEET
DRILLER NAME/COMPANY K. Ryan/F.M.&W. Drilling Company
DATE: 11/23/15 DATE:
END 11/5/15
GRAPHIC LOG
USCS
DATE:
DEPTH: TIME: DATE:
RQD (%)
EARTH
ENGINEERING
INCORPORATED
** D = DRY, M = MOIST, W = WET
X
1
Geotechnical Engineers & Geologists
EQUIPMENT USED Truck Mounted Drill Rig
AUGER DEPTH: 8.0'
BORING NO. B-24
OF
;
SURFACEELEV. (FT) 106.8
RECOVERY
(Ft.)
REMARKS
START 11/5/15
DRILLING METHODS Hollow Stem Augers/Split Spoon Sampler
PROJECT LOCATION School House Rd., McGuire AFB, NJ 08641
INSPECTOR NAME J. Ward
ELEVATION
H2O CONTENT
NOT ENCOUNTERED
BORINGLOG
;
1
WATER:
2.0
4.0
6.0
8.0
10.0
0.0
S-2
-
-
-
EOB @ 6.0'
0.7
2.8
5.56.0
S-3
94.8
92.7
90.089.5
S-1
DEPTH
PROJECT NUMBER 28337.J0
DEPTH (FT)
RECOVERY(%)
TIME: 3 Hrs
AUGER: SIZE: 4.0" I.D.
DEPTH: 5.5'CHECKED BY: T. Louis
DRILLING METHODS Hollow Stem Augers/Split Spoon Sampler
REMARKS
START 11/5/15
RECOVERY
(Ft.)
;
SURFACEELEV. (FT) 95.5
.
2468
8677
5544
.
.
NA
NA
NA
BORINGLOG
;
FILL - Orange brown fine to medium sand,little silt
Stratum I - Brown and pale brown finesand, little silt
Stratum I - Greenish brown fine to mediumsand, little silt, trace clay
Stratum I - Dark reddish brown fine sand,trace silt
AASHTO
SHEET
DATE: 11/23/15 DATE: 11/5/2015
DRILLER NAME/COMPANY K. Ryan/F.M.&W. Drilling Company
END 11/5/15
GRAPHIC LOG
USCS
DATE:
DEPTH: 5.5' TIME: 0.25 Hrs DATE: 11/5/2015
RQD (%)
EARTH
ENGINEERING
INCORPORATED
** D = DRY, M = MOIST, W = WET
1
EQUIPMENT USED Truck Mounted Drill Rig
AUGER DEPTH: 4.0'
BORING NO. B-25
OF
Geotechnical Engineers & Geologists
;
SAMPLE NO./
TYPE/CORE RUN
BLOWS/0.5 FT.
ON SAMPLER
DESCRIPTION
PROJECT NAME Proposed Pre-K to Grade 4 Elementary School
1
WATER:
PROJECT LOCATION School House Rd., McGuire AFB, NJ 08641
INSPECTOR NAME J. Ward
ELEVATION
NOT ENCOUNTERED
H2O CONTENT
0.0
2.0
4.0
6.0
SAMPLE NO./
TYPE/CORE RUN
BLOWS/0.5 FT.
ON SAMPLER
PROJECT NAME Proposed Pre-K to Grade 4 Elementary School
DESCRIPTION
DEPTH
PROJECT NUMBER 28337.J0
DEPTH (FT)
RECOVERY(%)
TIME:DEPTH:
PROJECT LOCATION School House Rd., McGuire AFB, NJ 08641
INSPECTOR NAME J. Ward
ELEVATION
Topsoil (6")
AUGER: SIZE: 4.0" I.D. ;
EOB @ 6.0'
0.5
S-2
6.0
NA
92.7
91.2
87.2
2.0
Stratum I - Pale brown and yellowishbrown fine sand, little siltStratum I - Green and orange brown fineto medium sand, little silt, trace clay
2567
4568
NA
NA
.
.
.
S-3 6654
CHECKED BY: T. Louis
S-1-
-
-
SHEET
RQD (%)
AASHTO
DRILLER NAME/COMPANY K. Ryan/F.M.&W. Drilling Company
H2O CONTENT
DATE: 11/23/15 DATE:
USCS
END 11/5/15
DATE:
DEPTH: TIME: DATE:
GRAPHIC LOG
EARTH
ENGINEERING
INCORPORATED
** D = DRY, M = MOIST, W = WET
X
1
Geotechnical Engineers & Geologists
AUGER DEPTH: 4.0'
BORING NO. B-26
OF
EQUIPMENT USED Truck Mounted Drill Rig
REMARKS
START 11/5/15
DRILLING METHODS Hollow Stem Augers/Split Spoon Sampler
NOT ENCOUNTERED
;
SURFACEELEV. (FT) 93.2
RECOVERY
(Ft.)
1
; WATER:
BORINGLOG
4.0
6.0
2.0
0.0
SAMPLE NO./
TYPE/CORE RUN
BLOWS/0.5 FT.
ON SAMPLER
PROJECT NAME Proposed Pre-K to Grade 4 Elementary School
DESCRIPTION
DEPTH
PROJECT NUMBER 28337.J0
DEPTH (FT)
RECOVERY(%)
TIME:DEPTH:
PROJECT LOCATION School House Rd., McGuire AFB, NJ 08641
INSPECTOR NAME J. Ward
ELEVATION
Topsoil (3")
AUGER: SIZE: 4.0" I.D. ;
EOB @ 6.0'
0.3
S-2
6.0
NA
94.8
90.1
89.1
5.0
Stratum I - Pale brown and light greenishbrown fine sand, trace silt
Stratum I - Green and orange brown fineto medium sand, little silt, trace clay
2567
4568
NA
NA
.
.
.
S-3 6654
CHECKED BY: T. Louis
S-1-
-
-
SHEET
RQD (%)
AASHTO
DRILLER NAME/COMPANY K. Ryan/F.M.&W. Drilling Company
H2O CONTENT
DATE: 11/23/15 DATE:
USCS
END 11/5/15
DATE:
DEPTH: TIME: DATE:
GRAPHIC LOG
EARTH
ENGINEERING
INCORPORATED
** D = DRY, M = MOIST, W = WET
X
1
Geotechnical Engineers & Geologists
AUGER DEPTH: 4.0'
BORING NO. B-27
OF
EQUIPMENT USED Truck Mounted Drill Rig
REMARKS
START 11/5/15
DRILLING METHODS Hollow Stem Augers/Split Spoon Sampler
NOT ENCOUNTERED
;
SURFACEELEV. (FT) 95.1
RECOVERY
(Ft.)
1
; WATER:
BORINGLOG
4.0
6.0
2.0
0.0
PROJECT NAME Proposed Pre-K to Grade 4 Elementary School
START 11/17/15
TIME:
REMARKS
End of Test Pit (EOTP) @ 5.2'
3.6
4.6
5.2
0.3
Dry
INSPECTOR NAME J. Ward
98.5
96.4
95.2
94.2
93.6
Topsoil (4")
Stratum I - Yellow brown and pale brown fine sand, little silt
Stratum I - Gray and orange brown pale brown fine sand, little silt2.4
Stratum I - Green and orange brown fine to medium sand, somesilt, trace clay
Stratum I - Dark brown fine sand, some silt, trace organics
H2O CONTENT
OF
PIT NO. TP-1
PROJECT NUMBER 28337.J0
EQUIPMENT USED Track-Hoe
TEST PITLOG
ELEVATION
DESCRIPTION
GRAPHIC LOG
USCS
EXCAVATING COMPANY M. Tuck/Advantage Sitework
SURFACEELEV. (FT) 98.8
** D = DRY, M = MOIST, W = WET
**
WATER: DEPTH: TIME:
WATER: DEPTH:
DEPTH
END 11/17/15
DATE:
1
Geotechnical Engineers & GeologistsDEPTH (FT)
EARTH
ENGINEERING
INCORPORATED
1SHEET
PROJECT LOCATION School House Rd., McGuire AFB, NJ 08641
PROJECT NAME Proposed Pre-K to Grade 4 Elementary School
START 11/17/15
PIT NO. TP-2
TIME:
REMARKS
Dry
EOTP @ 6.3'
INSPECTOR NAME J. Ward
5.2
98.5
94.6
93.6
92.5
Topsoil (4")
Stratum I - Yellow brown, pale brown, and gray fine sand, little silt
Stratum I - Dark brown fine sand, some silt, trace organics
Stratum I - Brown fine sand, some silt6.3
0.3
4.2
H2O CONTENT
OF
PROJECT NUMBER 28337.J0
EQUIPMENT USED Track-Hoe
TEST PITLOG
ELEVATION
DESCRIPTION
GRAPHIC LOG
USCS
EXCAVATING COMPANY M. Tuck/Advantage Sitework
SURFACEELEV. (FT) 98.8
** D = DRY, M = MOIST, W = WET
**
WATER: DEPTH: TIME:
WATER: DEPTH:
DEPTH
DEPTH (FT)
1
Geotechnical Engineers & Geologists
PROJECT LOCATION School House Rd., McGuire AFB, NJ 08641
EARTH
ENGINEERING
INCORPORATEDEND 11/17/15
DATE:
1SHEET
PROJECT NAME Proposed Pre-K to Grade 4 Elementary School
START 11/17/15
Stratum I - Brownish green fine sand, little silt
TIME:
REMARKS
97.3
EOTP @ 5.7'
INSPECTOR NAME J. Ward
97.9
96.5
94.9
Topsoil (4")
Stratum I - Orange brown and pale brown fine sand, little silt
100.3
Stratum I - Grayish brown fine sand, little silt, trace organicsStratum I - Light grayish green fine sand, trace silt
0.3
2.7
3.3
4.1
5.7
H2O CONTENT
OF
PIT NO. TP-3
PROJECT NUMBER 28337.J0
EQUIPMENT USED Track-Hoe
TEST PITLOG
ELEVATION
DESCRIPTION
GRAPHIC LOG
USCS
EXCAVATING COMPANY M. Tuck/Advantage Sitework
SURFACEELEV. (FT) 100.6
** D = DRY, M = MOIST, W = WET
**
WATER: DEPTH: TIME:
WATER: DEPTH:
DEPTH
DATE:
1
Geotechnical Engineers & Geologists END 11/17/15
DEPTH (FT)
EARTH
ENGINEERING
INCORPORATED
1
PROJECT LOCATION School House Rd., McGuire AFB, NJ 08641
SHEET
PROJECT NAME Proposed Pre-K to Grade 4 Elementary School
START 11/17/15
REMARKS
EXCAVATING COMPANY M. Tuck/Advantage Sitework
DEPTH
OF
Significant roots to 1.5'
0.3
13.0
15.0
Dry
EOTP @ 15.0'
INSPECTOR NAME J. Ward
TIME:
SURFACEELEV. (FT) 123.0
** D = DRY, M = MOIST, W = WET
**
WATER: DEPTH: TIME:
DEPTH:
122.7
110.0
108.0
Topsoil (3")
Stratum I - Orange brown, pale brown, and gray fine to mediumsand, little silt
Stratum I - Gray and orange brown fine sand, some silt
WATER:
H2O CONTENT
PROJECT NUMBER 28337.J0
EQUIPMENT USED Track-Hoe
TEST PITLOG
ELEVATION
DESCRIPTION
GRAPHIC LOG
USCS
1SHEET
DATE:
Geotechnical Engineers & Geologists
PIT NO. TP-4
DEPTH (FT)
END 11/17/15
1
EARTH
ENGINEERING
INCORPORATED
PROJECT LOCATION School House Rd., McGuire AFB, NJ 08641
PROJECT NAME Proposed Pre-K to Grade 4 Elementary School
START 11/17/15
PIT NO. TP-5
TIME:
REMARKS
INSPECTOR NAME J. Ward
Dry
Significant roots to 2.0'
PROJECT NUMBER 28337.J0
121.4
112.7
106.7
Topsoil (4")
Stratum I - Yellow brown, pale brown, and gray fine sand, tracesilt
Stratum I - Gray and orange brown fine sand, some silt
EOTP @ 15.0'
0.3
9.0
15.0
H2O CONTENT
OF
EQUIPMENT USED Track-Hoe
TEST PITLOG
ELEVATION
DESCRIPTION
GRAPHIC LOG
USCS
EXCAVATING COMPANY M. Tuck/Advantage Sitework
SURFACEELEV. (FT) 121.7
** D = DRY, M = MOIST, W = WET
**
WATER: DEPTH: TIME:
WATER: DEPTH:
DEPTH
END 11/17/15
1
EARTH
ENGINEERING
INCORPORATED
DEPTH (FT)
Geotechnical Engineers & Geologists
DATE:
PROJECT LOCATION School House Rd., McGuire AFB, NJ 08641
SHEET 1
PROJECT NAME Proposed Pre-K to Grade 4 Elementary School
START 11/17/15
PIT NO. TP-6
TIME:
REMARKS
Bottom of 44" x 44" footing @ 7.7' below grade
EOTP @ 10.0'
INSPECTOR NAME J. Ward
6.3
7.8
108.5
101.2
99.0
Topsoil (6")
FILL - Pale brown, gray, and orange brown fine to medium sand,little silt
Stratum II - Gray and orange brown silt, some fine sand
Top of 44" x 44" footing @ 6.3' below grade
0.5
7.8
10.0
PROJECT NUMBER 28337.J0
OF
H2O CONTENT
EQUIPMENT USED Track-Hoe
TEST PITLOG
ELEVATION
DESCRIPTION
GRAPHIC LOG
USCS
EXCAVATING COMPANY M. Tuck/Advantage Sitework
SURFACEELEV. (FT) 109.0
** D = DRY, M = MOIST, W = WET
**
WATER: DEPTH: TIME:
WATER: DEPTH:
DEPTH
Geotechnical Engineers & Geologists END 11/17/15
DEPTH (FT)
EARTH
ENGINEERING
INCORPORATED
1
DATE:
PROJECT LOCATION School House Rd., McGuire AFB, NJ 08641
1SHEET
17.6 moist Odor:% Gravel: Coarse: 0.0 Fine: 0.0 Diameter, % Finer
% Sand: Coarse: 0.0 Medium: 16.4 Fine: 63.2 75 #N/A38.1 #N/A19.0 #N/A9.5 #N/A4.75 #N/A2.00 100.00.425 83.60.150 23.60.075 20.40.005 NR0.001 NR
Gs: NR Cu: N/A Cc: N/A
Project: LL: NP PL: NP PI: NP
Client:Sample:
Depth:
Description:
Remarks:
Green with gray silty sand
B-2, S-3 (3-4-5-4) & B-3, S-3 (3-3-5-5)
NR
Reaction to HCl:Structure: homogeneous
AASHTO Classification:
New Hanover Township School District
28337.J0 - North Hanover Township Elementary School
A-2-4USCS Classification: SM, silty sand
NR
4.0'- 6.0'
Toughness:
Dry Strength:
NR
NRCementation:Dilatency: NR
firm
As-rec'd water content: NR0.079.6
Consistency:
3"
№ 40
№ 4⅜"Sand description:
tan, subangular to subrounded
Hardness: NR
Clay Size№ 200№ 100
№ 10
Particle SizeUS Standard Sieve Size
Hydrometer AnalysisColloids
Classification of Soils, ASTM D 2487-00 / D 2488-00 November 30, 2015
Coarse
Fine
Medium
Fine
Coarse
GRAVEL
SAND
¾"1½"Gravel description:
3" 1½" ¾" ⅜" №4 №10 №40 №100 №200
0
10
20
30
40
50
60
70
80
90
100
0.010.1110100
Perc
ent P
assi
ng S
ieve
Sieve Opening, mm
Particle Size Analysis of Soils
Southern NJ 856-768-1001
Central PA717-697-5701
Lehigh Valley610-967-4540115 W Germantown Pk · East Norriton, PA 19401
tel 610-277-0880 fax 610-277-0878
EARTHENGINEERINGINCORPORATED
Geotechnical Engineers & Geologists
12.5 moist Odor:% Gravel: Coarse: 0.0 Fine: 0.0 Diameter, % Finer
% Sand: Coarse: 0.1 Medium: 10.6 Fine: 57.7 75 #N/A38.1 #N/A19.0 #N/A9.5 #N/A4.75 100.02.00 99.90.425 89.30.150 62.40.075 31.60.005 NR0.001 NR
Gs: NR Cu: N/A Cc: N/A
Project: LL: NP PL: NP PI: NP
Client:Sample:
Depth:
Description:
Remarks:
Classification of Soils, ASTM D 2487-00 / D 2488-00 November 16, 2015
Coarse
Fine
Medium
Fine
Coarse
GRAVEL
SAND
¾"1½"Gravel description:
Clay Size№ 200№ 100
№ 10
Particle SizeUS Standard Sieve Size
Hydrometer AnalysisColloids
68.4
Consistency:
3"
№ 40
№ 4⅜"Sand description: tan with multicolored, subangular to subrounded
Hardness: NR
0 - 2.0' & 2.0'- 4.0'
Toughness:
Dry Strength:
NR
NRCementation:Dilatency: NR
firm
As-rec'd water content: NR0.0
Light brown to brown Silty F-M Sand
B-4, S-1 (1-2-5-8) & S-2 (8-10-12-11)
NR
Reaction to HCl:Structure: homogeneous
AASHTO Classification:
New Hanover Twp. School District
28337.J0 - North Hanover Twp. Elementary School
A-2-4USCS Classification: SM, silty sand
NR
3" 1½" ¾" ⅜" №4 №10 №40 №100 №200
0
10
20
30
40
50
60
70
80
90
100
0.010.1110100
Perc
ent P
assi
ng S
ieve
Sieve Opening, mm
Particle Size Analysis of Soils
Southern NJ 856-768-1001
Central PA717-697-5701
Lehigh Valley610-967-4540115 W Germantown Pk · East Norriton, PA 19401
tel 610-277-0880 fax 610-277-0878
EARTHENGINEERINGINCORPORATED
Geotechnical Engineers & Geologists
33.8 wet Odor:% Gravel: Coarse: 0.0 Fine: 0.0 Diameter, % Finer
% Sand: Coarse: 0.8 Medium: 17.2 Fine: 27.9 75 #N/A38.1 #N/A19.0 #N/A9.5 #N/A4.75 100.02.00 99.20.425 82.00.150 71.60.075 54.10.005 NR0.001 NR
Gs: NR Cu: N/A Cc: N/A
Project: LL: NP PL: NP PI: NP
Client:Sample:
Depth:
Description:
Remarks:
Tan to light brown and orange-brown sandy silt
B-14, S-5 (6-2-2-2) & S-6 (3-3-2-2)
NR
Reaction to HCl:Structure: homogeneous
AASHTO Classification:
New Hanover Township School District
28337.J0 - North Hanover Township Elementary School
A-4USCS Classification: ML, sandy silt
NR
8.0'- 10.0' & 10.0'- 12.0'
Toughness:
Dry Strength:
NR
NRCementation:Dilatency: NR
very soft
As-rec'd water content: NR0.045.9
Consistency:
3"
№ 40
№ 4⅜"Sand description:
light brown, subangular to subrounded
Hardness: NR
Clay Size№ 200№ 100
№ 10
Particle SizeUS Standard Sieve Size
Hydrometer AnalysisColloids
Classification of Soils, ASTM D 2487-00 / D 2488-00 November 30, 2015
Coarse
Fine
Medium
Fine
Coarse
GRAVEL
SAND
¾"1½"Gravel description:
3" 1½" ¾" ⅜" №4 №10 №40 №100 №200
0
10
20
30
40
50
60
70
80
90
100
0.010.1110100
Perc
ent P
assi
ng S
ieve
Sieve Opening, mm
Particle Size Analysis of Soils
Southern NJ 856-768-1001
Central PA717-697-5701
Lehigh Valley610-967-4540115 W Germantown Pk · East Norriton, PA 19401
tel 610-277-0880 fax 610-277-0878
EARTHENGINEERINGINCORPORATED
Geotechnical Engineers & Geologists
35.4 moist Odor:% Gravel: Coarse: 0.0 Fine: 2.4 Diameter, % Finer
% Sand: Coarse: 4.7 Medium: 6.8 Fine: 20.9 75 #N/A38.1 #N/A19.0 #N/A9.5 100.04.75 97.62.00 92.90.425 86.10.150 81.70.075 65.20.005 NR0.001 NR
Gs: NR Cu: N/A Cc: N/A
Project: LL: NP PL: NP PI: NP
Client:Sample:
Depth:
Description:
Remarks:
Classification of Soils, ASTM D 2487-00 / D 2488-00 November 16, 2015
Coarse
Fine
Medium
Fine
Organic Content (ASTM D2974 Loss On Ignition): 5.46%
Coarse
GRAVEL
SAND
¾"1½"Gravel description:
Clay Size№ 200№ 100
№ 10
Particle SizeUS Standard Sieve Size
Hydrometer AnalysisColloids
32.4
Consistency:
3"
№ 40
№ 4⅜"Sand description:
gray, subangular to subrounded
gray, subangular to subrounded
Hardness: NR
13.0'- 14.5'
Toughness:
Dry Strength:
NR
NRCementation:Dilatency: NR
soft
As-rec'd water content: NR2.4
Black Sandy Silt with organics
B-17, S-6
NR
Reaction to HCl:Structure: homogeneous
AASHTO Classification:
New Hanover Twp. School District
28337.J0 - North Hanover Twp. Elementary School
A-4USCS Classification: ML, sandy silt
NR
3" 1½" ¾" ⅜" №4 №10 №40 №100 №200
0
10
20
30
40
50
60
70
80
90
100
0.010.1110100
Perc
ent P
assi
ng S
ieve
Sieve Opening, mm
Particle Size Analysis of Soils
Southern NJ 856-768-1001
Central PA717-697-5701
Lehigh Valley610-967-4540115 W Germantown Pk · East Norriton, PA 19401
tel 610-277-0880 fax 610-277-0878
EARTHENGINEERINGINCORPORATED
Geotechnical Engineers & Geologists
27.5 wet Odor:% Gravel: Coarse: 0.0 Fine: 0.0 Diameter, % Finer
% Sand: Coarse: 0.0 Medium: 13.7 Fine: 72.7 75 #N/A38.1 #N/A19.0 #N/A9.5 #N/A4.75 #N/A2.00 100.00.425 86.30.150 17.90.075 13.60.005 NR0.001 NR
Gs: NR Cu: N/A Cc: N/A
Project: LL: NP PL: NP PI: NP
Client:Sample:
Depth:
Description:
Remarks:
Classification of Soils, ASTM D 2487-00 / D 2488-00 November 16, 2015
Coarse
Fine
Medium
Fine
Coarse
GRAVEL
SAND
¾"1½"Gravel description:
Clay Size№ 200№ 100
№ 10
Particle SizeUS Standard Sieve Size
Hydrometer AnalysisColloids
86.4
Consistency:
3"
№ 40
№ 4⅜"Sand description: light gray with medium gray, subangular to
subroundedHardness: NR
18.0'- 20.0' & 23.0'- 25.0'
Toughness:
Dry Strength:
NR
NRCementation:Dilatency: NR
soft
As-rec'd water content: NR0.0
Dark green Silty F-M Sand
B-17, S-7 (5-5-5-6) & S-8 (2-2-7-4)
NR
Reaction to HCl:Structure: homogeneous
AASHTO Classification:
New Hanover Twp. School District
28337.J0 - North Hanover Twp. Elementary School
A-2-4USCS Classification: SM, silty sand
NR
3" 1½" ¾" ⅜" №4 №10 №40 №100 №200
0
10
20
30
40
50
60
70
80
90
100
0.010.1110100
Perc
ent P
assi
ng S
ieve
Sieve Opening, mm
Particle Size Analysis of Soils
Southern NJ 856-768-1001
Central PA717-697-5701
Lehigh Valley610-967-4540115 W Germantown Pk · East Norriton, PA 19401
tel 610-277-0880 fax 610-277-0878
EARTHENGINEERINGINCORPORATED
Geotechnical Engineers & Geologists
24.9 wet Odor:% Gravel: Coarse: 0.0 Fine: 0.0 Diameter, % Finer
% Sand: Coarse: 0.4 Medium: 0.6 Fine: 30.2 75 #N/A38.1 #N/A19.0 #N/A9.5 #N/A4.75 100.02.00 99.60.425 99.00.150 98.40.075 68.80.005 NR0.001 NR
Gs: NR Cu: N/A Cc: N/A
Project: LL: NP PL: NP PI: NP
Client:Sample:
Depth:
Description:
Remarks:
Tan sandy silt
B-19, S-6 & S-7
NR
Reaction to HCl:Structure: homogeneous
AASHTO Classification:
New Hanover Twp. School District
28337.J0 - North Hanover Twp. Elementary School
A-4USCS Classification: ML, sandy silt
NR
10.0'- 12.0' & 13.0'- 15.0'
Toughness:
Dry Strength:
NR
NRCementation:Dilatency: NR
soft
As-rec'd water content: NR0.031.2
Consistency:
3"
№ 40
№ 4⅜"Sand description: brown to tan, subangular to subrounded
Hardness: NR
Clay Size№ 200№ 100
№ 10
Particle SizeUS Standard Sieve Size
Hydrometer AnalysisColloids
Classification of Soils, ASTM D 2487-00 / D 2488-00 November 12, 2015
Coarse
Fine
Medium
Fine
Coarse
GRAVEL
SAND
¾"1½"Gravel description:
3" 1½" ¾" ⅜" №4 №10 №40 №100 №200
0
10
20
30
40
50
60
70
80
90
100
0.010.1110100
Perc
ent P
assi
ng S
ieve
Sieve Opening, mm
Particle Size Analysis of Soils
Southern NJ 856-768-1001
Central PA717-697-5701
Lehigh Valley610-967-4540115 W Germantown Pk · East Norriton, PA 19401
tel 610-277-0880 fax 610-277-0878
EARTHENGINEERINGINCORPORATED
Geotechnical Engineers & Geologists
7.4 moist Odor:% Gravel: Coarse: 0.0 Fine: 0.0 Diameter, % Finer
% Sand: Coarse: 0.2 Medium: 14.0 Fine: 56.4 75 #N/A38.1 #N/A19.0 #N/A9.5 #N/A4.75 100.02.00 99.80.425 85.80.150 60.30.075 29.40.005 NR0.001 NR
Gs: NR Cu: N/A Cc: N/A
Project: LL: NP PL: NP PI: NP
Client:Sample:
Depth:
Description:
Remarks:
Classification of Soils, ASTM D 2487-00 / D 2488-00 November 16, 2015
Coarse
Fine
Medium
Fine
Coarse
GRAVEL
SAND
¾"1½"Gravel description:
Clay Size№ 200№ 100
№ 10
Particle SizeUS Standard Sieve Size
Hydrometer AnalysisColloids
70.6
Consistency:
3"
№ 40
№ 4⅜"Sand description: tan with multicolored, subangular to subrounded
Hardness: NR
1.0'- 2.0' & 2.0'- 4.0'
Toughness:
Dry Strength:
NR
NRCementation:Dilatency: NR
firm
As-rec'd water content: NR0.0
Light brown to orange-brown silty sand
B-20, S-1 (7-8) & S-2 (6-6-7-9)
NR
Reaction to HCl:Structure: homogeneous
AASHTO Classification:
New Hanover Twp. School District
28337.J0 - North Hanover Twp. Elementary School
A-2-4USCS Classification: SM, silty sand
NR
3" 1½" ¾" ⅜" №4 №10 №40 №100 №200
0
10
20
30
40
50
60
70
80
90
100
0.010.1110100
Perc
ent P
assi
ng S
ieve
Sieve Opening, mm
Particle Size Analysis of Soils
Southern NJ 856-768-1001
Central PA717-697-5701
Lehigh Valley610-967-4540115 W Germantown Pk · East Norriton, PA 19401
tel 610-277-0880 fax 610-277-0878
EARTHENGINEERINGINCORPORATED
Geotechnical Engineers & Geologists
28.0 wet Odor:% Gravel: Coarse: 0.0 Fine: 0.0 Diameter, % Finer
% Sand: Coarse: 0.2 Medium: 1.1 Fine: 12.8 75 #N/A38.1 #N/A19.0 #N/A9.5 #N/A4.75 100.02.00 99.80.425 98.70.150 98.20.075 85.90.005 NR0.001 NR
Gs: NR Cu: N/A Cc: N/A
Project: LL: NP PL: NP PI: NP
Client:Sample:
Depth:
Description:
Remarks:
Tan silt
B-22, S-4 & S-6
NR
Reaction to HCl:Structure: homogeneous
AASHTO Classification:
New Hanover Twp. School District
28337.J0 - North Hanover Twp. Elementary School
A-4USCS Classification: ML, silt
NR
6.0'- 8.0' & 10.0'- 12.0'
Toughness:
Dry Strength:
NR
NRCementation:Dilatency: NR
soft
As-rec'd water content: NR0.014.1
Consistency:
3"
№ 40
№ 4⅜"Sand description: tan to light gray and brown, subangular to subrounded
Hardness: NR
Clay Size№ 200№ 100
№ 10
Particle SizeUS Standard Sieve Size
Hydrometer AnalysisColloids
Classification of Soils, ASTM D 2487-00 / D 2488-00 November 12, 2015
Coarse
Fine
Medium
Fine
Coarse
GRAVEL
SAND
¾"1½"Gravel description:
3" 1½" ¾" ⅜" №4 №10 №40 №100 №200
0
10
20
30
40
50
60
70
80
90
100
0.010.1110100
Perc
ent P
assi
ng S
ieve
Sieve Opening, mm
Particle Size Analysis of Soils
Southern NJ 856-768-1001
Central PA717-697-5701
Lehigh Valley610-967-4540115 W Germantown Pk · East Norriton, PA 19401
tel 610-277-0880 fax 610-277-0878
EARTHENGINEERINGINCORPORATED
Geotechnical Engineers & Geologists
6.9 moist Odor:
% Gravel: Coarse: 0.0 Fine: 0.0 Diameter, mm% Finer
% Sand: Coarse: 0.3 Medium: 25.7 Fine: 58.9 75 #N/A
38.1 #N/A
19.0 #N/A
9.5 #N/A
4.75 100.0
2.00 99.7
0.425 74.0
0.150 37.0
0.075 15.1
0.005 NR
0.001 NR
Gs: NR Cu: N/A Cc: N/A
Project: LL: NP PL: NP PI: NP
Client:
Sample:
Depth:
Description:
Remarks:
Classification of Soils, ASTM D 2487-00 / D 2488-00 November 30, 2015
Coarse
Fine
Medium
Fine
Coarse
GRAVEL
SAND
¾"
1½"Gravel description:
Clay Size
№ 200
№ 100
№ 10
Particle SizeUS Standard Sieve Size
Hydrometer AnalysisColloids
84.9
Consistency:
3"
№ 40
№ 4
⅜"Sand description:
light brown with multicolored, subangular to
subrounded
Hardness: NR
4.0'- 4.5'
Toughness:
Dry Strength:
NR
NRCementation:
Dilatency: NR
firm
As-rec'd water content: NR
0.0
Orange-tan silty sand
TP-4
NR
Reaction to HCl:
Structure: homogeneous
AASHTO Classification:
New Hanover Township School District
28337.J0 - North Hanover Township Elementary School
A-2-4
USCS Classification: SM, silty sand
NR
3" 1½" ¾" ⅜" №4 №10 №40 №100 №200
0
10
20
30
40
50
60
70
80
90
100
0.010.1110100
Perc
en
t P
assin
g S
ieve
Sieve Opening, mm
Particle Size Analysis of Soils
Southern NJ 856-768-1001
Central PA717-697-5701
Lehigh Valley610-967-4540115 W Germantown Pk · East Norriton, PA 19401
tel 610-277-0880 fax 610-277-0878
EARTH
ENGINEERING
INCORPORATED
Geotechnical Engineers & Geologists
EEI Project Number: 28337.J0 Date: 11/30/2015
6.9%
2.68 estimated 2.68 estimated
Test:
Sieve data: 3/8 in
0.0%
100.0% estimated
G:\PROJECTS\28000\28337.J0 North Hanover Elementary School\Lab\[28337.J0 TP-104 Bulk 4'-4.5' D698.xlsm]Report
Sample:
110.3 lbf/ft³
Soils Description: Orange-tan silty sand
North Hanover Township Elementary School
New Hanover Township School District
Project Name:
Client:
TP-4
West Berlin, NJ · 856-768-1001EARTH
Specific Gravity of Oversize fraction:
9.6%
As-Received Water Content:
Optimum Water Content, w o :
ASTM D 698 - 12, Method B using a manual rammer (moist preparation).
Organic content, %: pH:
4.0'- 4.5' Bulk
Finer Fraction, PF:
Specific Gravity of Finer fraction:
Depth/Remarks:
Maximum Dry Unit Weight, dMAX :
Oversize Fraction, PC:
Sieve used to split fractons:
tel 610-277-0880 · fax 610-277-0878
www.earthengineering.com
115 W Germantown Pk · East Norriton, PA 19401
Mechanicsburg, PA · 717-697-5701
Geotechnical Engineers & Geologists
ENGINEERING
INCORPORATED Emmaus, PA · 610-967-4540
ASTM D 698 - 12
Laboratory Compaction Characteristics of Soil Using Standard Effort
(12,400 ft-lbf/ft³ (600 kN-m/m³))
107.0
108.0
109.0
110.0
111.0
7% 8% 9% 10% 11% 12% 13% 14%
Dry
Un
it W
eig
ht,
( D
, lb
f/ft
³
Water Content, w, %
Moisture-Density ZAV line
Moisture-Density (corrected) ZAV line (corrected)