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GEOTECHNICAL,INVESTIGATION -
PROPOSED, PEP�BOYS SUPERSTORE "
' '-HIGHLAND AVENUE (ROUTE 107)
`SALEM,' 14ASSACHUSETTS
, + 1 LJG: REF. NO. 8368.1
t
- .Prepared, For:
.
' PEP BOYS, INC. -
).3111 WEST ALLEGHENY AVENUE -
PHILADELPHIA, PENNSYLVANIA19132
' .. Prepared'IBy.
^ - `LIPPINCOTT JACOBS & GOUDA - - -
- ONE PAVILION AVENUE -
PO -BOX '.354
' RIVERSIDE, NEW JERSEY 08075 _
. . AUGUST 1995. .-
Llppinccn eleloanlo ASSOCIare3, F
'
UPPINCOTT.JACOBS 000DA-
4 ConsWting Englneers
- - - - Lippincott Engineering Associates,lnc T/A -
LIPPII.�COiTT
JACOBS C?GOUDA
Consulting Engineers
1 ,
August 10, 1995
Pep Boys,. Inc.
3111 West Allegheny Avenue -
Philadelphia, , Penrisylvania 19,132 - ..
Attention: Michael Yorio f
^ Re: - Geotechnical Investigation -
' = Proposed Pep Boys Superstore
. .Highland Avenue (Route 107)
Salem, .Massachusetts
- . -
LJG Ref. No. 8368.1 -
` •
Dear AML .Yorioc.
' - - In accordance withtheverbal authorization of Mr._ JosephDiieter ici 'of. ,your firm, we havecompleted ,a geotechnical investigation at the referenced._-
'. ; - site. This report summarizes the 'results of our investigation. and provides
excavation, foundation support recommendations for the proposed building area.
Thank you` for the opportunity to work with you.,on this project. - Should . '
you have any questions, or if we can be of further assistance, ,.please contact
1" us,
% Very truly yours,
LIPPINCOTT JACOBS & GOUDA -
Bohdan Pazuniak, s
Senior Project Engineer
Daniel obs, 'P.E.
' MA PE License,. No. 34570
k
-
' BP DWJ MAG•m
cc: , Robert Ignarri; Ignarri-Lummis
'
Keni McMullen;. Pep Boys
. Daniel W.•-Jacobs; LJG - -
Cvfl• Survey'. Structural -Environmental • Geotechnical • Geo-Environmental .
The Watchcase Office Complex,One Pavilion Ave',P.O.Bax 354.Riverside,.NJ 08075-0354 • Phone 609-461-1239 • Fax 609-461-3166
1
' EXECUTIVE SUMMARY
i
The proposed Pep Boys superstore site in Salem, MA, was investigated by
i Lippincott, Jacobs & Gouda (LJG) . The investigation revealed the presence of
deep demolition rubble fill covering approximately 80 percent of the building
site, and extended from 3 to over 10 feet in depth. The fill in spots is
underlain by approximately one foot of peat or organic marsh deposits. It is
' understood that site grade requires placement of 20 to 22 feet of new fill to
reach proposed finished grades. If the existing site subgrade is not
remediated prior to fill placement, the proposed building will experience
i serious differential settlement. Rather than remove and replace these massive
quantities of fill, we recommend that a site stabilization technique, known as
deep dynamic compaction, be utilized to prepare the site.
In addition to the requirement for up to 22 feet of new fill in the building
area, rock excavation will be required. Up to 21 feet of rock will need to be
excavated in the west driveway/parking area. The on-site rock is hard and
massive and will require blasting. The excavated rock may be used as site
fill.
Other than the problems mentioned above, conventional footings and
slab-on-grade may be utilized to support the proposed structure.
i
om e1alr•.noe n..00iW...I".nn
t upplieCOTT
_y►coss GouDA_
Consulting Engineers
1
TABLE OF CONTENTS
Page Number
' INTRODUCTION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
SITEDESCRIPTION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
' PROJECT DESCRIPTION. . . . . . . . . . . . . . . . . . . . . . . . . . 1
' SUBSURFACE INVESTIGATION. . . . . . . . . . . . . . . . . . . . . 2
LABORATORY TESTING. . . . . . . . . . . . . . . . . . . . . . . . . . . 2
tSUBSURFACE CONDITIONS. . . . . . . . . . . . . . . . . . . . . . . . 2
Groundwater. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
' DISCUSSION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
' SUMMARY OF CONCLUSIONS & RECOMMENDATIONS. . . . . 4
Demolition. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
Site Preparation Procedures. . . . . . . . . . . . . . 5
' Rock Removal. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5
Blasting. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5
RockWalls. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
' Rock Fill Side Slope. . . . . . . . . . . . . . . . . . . . . 6
Foundations. . . . . . . . . . 6
Seismic Zone. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
Floor Slabs. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
' Settlement. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
Structural Fill. . . . . . . . . . . . . . . . . . . . . . . . . . 8
Dewatering. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8
' LIMITATIONS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8
Appendix A
Site Location Plan, Plate 1
Subsurface Investigation Plan, Plate 2
Appendix B
Burmister Soil Identification System
' Boring Logs/Test Pit Logs
Appendix C
' Laboratory Test Results
Appendix D
Specialty Contractors' Promotional Material
1
unnl— EAO—enngv. Iat..—vn
' LIPPI"C07T
-jAC08S 000DA-
Consui6ng Engineers
1
t Pep Boys, Inc. -
Proposed Superstore; Route 107, Salem, MA
August 10, 1995 LJG Ref. No. 8368.1
Page 1
INTRODUCTION
' This investigation was authorized by Mr. Joseph DiFeterici of Pep Boys, Inc.
It contains the results of a subsurface investigation performed for the
construction of a proposed superstore to be located at the site shown on the
Site Location Map, Plate 1, Appendix A.
SITE DESCRIPTION
' The site for the superstore is located along the west side of Route 107
(Highland Avenue) in Salem, MA. The 3.07-acre site contains a two level
' concrete block building. The lower level is a partially exposed basement.
The area in front of the building is paved with deteriorated asphalt. An
unpaved driveway leads from the paved area to the rear of the building. The
grade drops considerably to the rear of the site exposing the building' s
' basement and two garage doors. A small storage shed was located on the rear
right side of the building.
' The site topography slopes downward to the north and steeply upward to the
west, with topographic elevations ranging from 80 to 133. The surrounding
area slopes downward to the east.
The rear (north) and left (west) portions of the site were heavily wooded
until recently. The trees were harvested and at the time of our site visit,
only stumps remained. In the former wooded area, numerous rock outcrops are
visible. The eastern half of the site, other than the existing building area,
is covered by demolition debris and soil fill.
' Site information was obtained from a "Grading and Utilities" plan, prepared by
CDW Consultants, Inc. , of Framingham, MA, dated March 17, 1995, a Phase I
Environmental Assessment report of the site, also prepared by CDW, dated May
31, 1995, and our site reconnaissance.
' PROJECT DESCRIPTION
' A one-story steel framed commercial structure, with masonry veneer walls,
encompassing approximately 22,000 sf in plan area is proposed. Column spacing
is to be approximately 45 by 45 feet. The maximum combined column dead and
live loads are expected to range from 100 to 130 kips and wall loads from 2.5
' kips per linear foot. The finished floor elevation (FFE) is expected to be
103, which will require fills of up to 22 feet above existing grade. Up to 21
feet of cut will be required in the western parking area.
The Civil Engineer proposes two subsurface stormwater detention/leaching
basins, one to the northeast, and the other to the northwest of the proposed
' building. Each basin will consist of five parallel 48-inch diameter pipes,
with one set of pipes 110 feet long and the other 185 feet long.
on Emmn..—,n»,am�..,.
UPPI"C07T
—y►COss couua—
COnSUIting En Qin9efe
Pep Boys, Inc.
Proposed Superstore; Route 107, Salem, MA
August 10, 1995 LJG Ref. No. 8368.1
Page 2
The proposed grading scheme will require an 18-foot high 1H:1V side slope
t along the northeast boundary of the site. In addition, either a 22-foot high
vertical rock cut or retaining wall will be required along the southwest and
northwest site boundary.
SUBSURFACE INVESTIGATION
The site was initially investigated by CDW Environmental, as part of the
' previously referenced Phase I Environmental Site Assessment. CDW performed
five shallow test borings at the site.
The subsurface investigation for this phase was performed by Lippincott,
Jacobs & Gouda (LJG) , on July 27, 1995, and consisted of 10 test pits,
excavated by a Komatsu PC 90 track-hoe, and were either extended to bucket
refusal on intact rock or were terminated due to sidewall cave-ins.
' All the test pits were staked-out, monitored, and logged by an LJG
Geotechnical Engineer.
' The locations of all the exploratory holes, from both investigations, are
presented on the Subsurface Investigation Plan, Plate 2, in Appendix B. The
test pit elevations, shown on the logs, were interpolated from the previously
' referenced site grading and utilities plan. Both the current test pit and
previous test boring logs are included in Appendix B.
' LABORATORY TESTING
All recovered soil samples were taken to LJG's soils laboratory in Riverside,
' NJ, for examination and testing. Mechanical gradation analyses, Atterberg
limits determinations, organic content tests, and moisture content
measurements, were performed to determine soil engineering properties and to
assist in soil identification. A summary of test results along with graphic
' presentations of the gradation analyses and Atterberg limits determinations
are presented in Appendix C.
' SUBSURFACE CONDITIONS
A review of the 1983 Bedrock Geologic Map of Massachusetts showed the site to
be in the Milford-Dedham Zone which consists of a diorite and gabbro
(Proterozoic Z) geology. Bedrock crops out in several locations on the site.
According to an Essex County soil survey map compiled by the US Soil
Conservation Service, the site appears to be 50 percent urban land, 30 percent
' Ridgebury extremely stony fine sandy loam, 3 to 8 percent slopes, and 20
percent Chatfield-Hollis-Rock outcrop complex, 3 to 15 percent slopes. In
general, the site is characterized by either shallow rock or miscellaneous
' fill over marsh deposits and alluvium.
The site cover is variable and ranged from surface debris to 12 inches of
topsoil. The site subsurface horizons are as follows:
LlppincoX Enpin een np Pveocalw.lnc.i/
' upPlecaff
—y►coss GOUDa—
ConsulOng Engineers
1
Pep Boys, Inc. -
Proposed Superstore; Route 107, Salem, MA
August 10, 1995 LJG Ref. No. 8368.1
Page 3
' Fill (F) : Across the eastern two-thirds of the site, a miscellaneous
fill stratum was encountered. The fill thickness ranged from 3 to over 10
' feet. The composition consisted of approximately 50 percent soil matrix, and
the remainder was primarily demolition debris, including metal, stone,
plastic, CMU blocks, and bricks. The amount of wood and other organic
material in the fill was minimal. The fill was generally in a relatively
loose state and was apparently placed without any compaction. The soil matrix
is typically described as brown, coarse to fine sand and gravel with little
silt. The natural moisture content was measured at 4 percent above the water
table and at 36 percent below the water table.
Marsh Deposits (MD) : Underlying the rubble fill in two of the test pits
(TP-3 and TP-4) , remnant marsh deposits were encountered. In TP-3, a one-foot
thick peat stratum was encountered at a depth of 8 feet, corresponding to
elevations +72 to +73. In TP-4, a one-foot thick black organic silty clay
stratum was encountered at 7 feet in depth, corresponding to elevations +74 to
' +75. The natural moisture content in the two marsh deposit samples were
measured at 90 and 54 percent, respectively. Liquid and plastic limits of the
silty clay were measured at 67 and 46, respectively.
' Alluvium (A) : Underlying the marsh deposits, as well as at the surface
in TP-7, an alluvium stratum was encountered. The alluvium ranged from brown
clayey silt and fine sand, to olive-brown and yellow mottled clayey silt with
little fine sand, as well as sand seams.
Glacial (G) : In one test pit (TP-6) , an apparent glacial soil stratum
was encountered, and extended from the surface cover to a depth of six feet.
The horizon is described as a light brown, coarse to fine sand with some
coarse to fine gravel, and a trace to little silt.
Decomposed & Intact Rock (DR) : In two of the test pits (TP-6 and TP-8) ,
a thin horizon of decomposed rock, ranging in thickness from one to three
feet, was encountered. Excavation buckets encountered refusal on intact rock
' in TP-6, TP-7, TP-8 and TP-10. In addition, intact rock is near at the ground
surface throughout the western third of the site.
' Groundwater
Groundwater was encountered in 7 of the 10 test pits, at depths ranging from 4
to 6 feet, corresponding to elevations +76 to +79• Groundwater elevations are
expected to vary with seasonal and climatic conditions.
• DISCUSSION
The geotechnical investigation indicates that the site is underlain by either
intact rock or miscellaneous fill, that is further underlain by settlement
' prone marsh deposits, then by alluvium and intact rock. If the existing site
subgrade is not remediated, widespread structural differential settlement will
occur. The existing fill is too massive to be removed. Therefore, because
' deep foundations are not an economically viable option, the fill and the
Lbpimmftena�'a."w A+•o=mLa..mC.VA
' LIPPIWCOTT
-jACOBS GOUDA-
Consuiting Engineers
' Pep Boys, Inc. -
Proposed Superstore; Route 107, Salem, MA j
August 10, 1995 LJG Ref. No. 8368.1
Page 4
' underlying marsh deposits will have to be remediated on-site and in-place
(in-situ) . one way of completing this will be to utilize deep dynamic
compaction, a process by which a heavy weight (5 to 15 ton) is dropped by a
crane across an area in a systematic pattern, in order to densify deep
existing fill stratum. In addition, the compaction should be able to drive
existing boulders in the fill through the marsh deposits and, therefore,
1 provide bridging between the densified fill and the underlying alluvium.
After the existing fill zone is stabilized, up to 22 feet of fill will have to
be placed across the lower areas of the site, including the building area.
' Much of this fill material will originate from the required rock excavation in
the western portion of the site. Up to 21 feet of rock will have to be
excavated. The resulting cut will create a 21-foot high rock wall, along the
' western site boundary.
It is important to note that the Civil Engineer proposes to use two subsurface
stormwater detention basins. The soil surrounding these basins will be placed
' as part of the construction earthworks. The placed soil must be of such
gradation to allow for proper percolation.
In general, good quality structural fill material is not locally available.
An option is to place lifts of blasted rock, with rock boulders up to 12
inches in diameter, in lifts of up to two feet high, in a controlled manner,
followed by a nine-inch lift of crusher run (well-graded) material, which will
' fill-in the voids between the rock, If the preparation of the pad is handled
as a separate contract from the construction of the remainder of the building,
it is essential that competent geotechnical inspection be provided. We
recommend that the bid for the pad include a unit price per cubic yard for
excavation and backfilling.
SUMMARY OF CONCLUSIONS & RECOMMENDATIONS
Conclusions and recommendations pertinent to the design and construction of
the building area, foundations, floor slabs, structural fill, and parking area
' are summarized as follows: The building area is defined as the area within
the building limits and a 10-foot wide zone outside the building line.
' Demolition
The existing two-level masonry structure is to be removed. The demolition
' specifications should include the following:
1. Remove all footings and floor slabs to a depth of three feet below
the proposed footings and floor slabs, and two feet below the
' proposed paved area finished grade.
2. The inorganic portion of the demolition debris may be reused as
' site fill, if its use is approved by the local code and it is
handled in a similar way as the previously described blasted rock
fill.
uvvh ve„e nen r.ne
' LIPPIVC07T
-JACOBS GOUDA-
Cansulting Engineers
Pep Boys, Inc.
�( Proposed Superstore; Route 107, Salem, MA
August 10, 1995 LJG Ref. No. 8368.1
Page 5
3. The existing floor slab, if it is left in-place, should be
perforated at four-foot centers to allow for subsurface drainage.
SIte Preparation Procedures
1. Strip the existing topsoil and vegetation from across the site.
2. In the existing rubble fill area (refer to Subsurface
Investigation Plan) , level the existing fill prior to commencement
of the deep dynamic compaction. The actual procedure (i.e. ,
weight, center-to-center impact distance, pattern, height of drop
and other procedures) should be developed by the specialty
contractor and approved by the Geotechnical Engineer. Promotional
material from specialty contractors is presented in Appendix D.
Normally, the site earthwork contractor will work in conjunction
' with the specialty contractor to spread out and grade the site
after an impact pattern is completed.
3. During a dry and favorable weather period, and under the technical
supervision of a geotechnical engineer, proof-roll and compact the
resulting subgrades (where possible) with a heavy-duty vibratory
roller similar to a CA25. A minimum of six overlapping passes are
recommended to densify the on-site materials. Additional passes
may be required until the grade offers a relatively unyielding
surface or until the specific degree of compaction has been
' achieved, as directed by the Geotechnical Engineer.
4. Undercut any zones of instability disclosed by the proof-rolling
and replace the undercut material with structural fill, as defined
' by the Geotechnical Engineer.
5. Raise the site to proposed subgrade elevation with controlled
structural fill, as defined in this report.
Rock Removal
' As discussed previously, although the test pits indicate that the site is
underlain primarily by shallow bedrock, the bedrock can be dislodged and
removed via pre-splitting using hydraulic rock splitters, pneumatic jack
' hammers, or carefully controlled blasting operations. Because of the presence
of nearby residences and buried utilities, special provisions should be made
to protect these structures, should blasting be required. These provisions
are delineated in the following section.
Blasting
' It is recommended that the blasting be designed to control the peak particle
velocity in order to minimize damage to adjacent residential structures.
Controlled blasting should be designed by a blasting engineer and may include
uocm�on eeme.nna n..oc�s...im.ru
LIPPI"C07T
—p►coss couua—
ConsWling Engineers
Pep Boys, Inc. -
Proposed Superstore; Route 107, Salem, MA
August 10, 1995 LJG Ref. No. 8368.1
Pace 6
' methods such as pre-splitting, cushion blasting or line drilling. Equally
important to the use of proper controlled blasting techniques is the
preparation of construction specifications and bid documents. The
specifications should be clearly written so that the contractor is thoroughly
familiar with all construction requirements prior to the initiation of the
work. The specifications should not be so restrictive that they eliminate the
contractor's flexibility and restrict any contribution that may be made to the
job from past experience.
' For this project, we recommend a performance-type specification that specifies
a peak particle velocity below damaging levels. Peak particle velocities
should not exceed 2.0 inches/seconds. Various locations around the site, and
' particularly at the location of the nearly structures, should be monitored to
prevent seismic damage and legal ramifications at a later date. A
pre-blasting video survey of any existing structures that may be present on
adjacent properties is also recommended. Notwithstanding these precautions,
the specifications should be explicit. The contractor should be made wholly
responsible for any and all damage arising from the blasting. As an
alternative to controlled blasting, we believe that intact rock excavation may
be performed by jack hammers, rock splitters, etc.
Rock Walls
According to local earthwork contractors, stable rock cliffs can be created in
the massive rock on-site by using controlled blasting. The resulting rock
face should have a maximum slope of 1H:12V. A four-foot wide (minimum) grass
' strip should be incorporated along the toe of slope to act as a buffer against
falling rocks.
' Rock Fill Side Slope
The 1H:1V side slope along the east side of the site can be constructed by an
experienced local earthwork contractor using oversized boulders. The
' construction of the side slope must be monitored and approved by a cognizant
geotechnical engineer.
' Foundations
After site preparation operations have been satisfactorily completed, as
recommended herein, the on-site granular soils and structural fill may be
utilized for the support of the proposed structure using a shallow foundation
system. Strip (continuous wall footings) or spread footings may be supported
on the existing firm soil, or controlled structural fill. For design
purposes, a maximum allowable bearing pressure of 3,000 pounds per square foot
(psf) can be used. The allowable percentage increase for toe pressure over
uniform loading conditions is 30 percent.
' Wall and column footing widths should not be less than 1.5 and 3.0 feet,
respectively, or less than applicable code requirements. Exterior footings
' should be founded at a minimum depth of 48 inches beneath the outside finished
grades for frost protection. Interior footings can be founded at any
Lleolneog Englne..i p...1—.,1.1/
LIPPIVC07T
—p►coes GOUDA—
' Consulting Engineers
Pep Boys, Inc. -
Proposed Superstore; Route 107, Salem, MA
August 10, 1995 LJG Ref. No. 8368.1
Pace 7
' convenient depth provided that the bottom of the floor slab and top of the
concrete footings are separated by a minimum four-inch thick layer of clean
' structural fill. The subgrade should be thoroughly compacted utilizing a
mechanical compactor such as a "lumping lack" or similar device as specified
by the Geotechnical Engineer prior to placement of the concrete.
To confirm the design allowable soil bearing pressure, the footing subgrade
must be inspected by a qualified geotechnical engineer, prior to the placement
of concrete. The contractor should exercise extreme caution not to disturb
the subgrade soils. Should the footing subgrade be disturbed, the loosened
soil should be compacted in-place or excavated until firm soils are
encountered. Backfilling against footings and under floor slabs should be
' accomplished using structural fill placed and compacted under engineering
control. Any water which accumulates in the bottom of the excavation should
be removed within 24 hours.
' seismic Zone
According to the most recent BOCA Code, the Effective Peak Velocity-Related
' Acceleration is expected to be 0. 15. The soil profile for this site is S1
with a value of 1.0.
Floor Slabs
Proposed mesh reinforced concrete floor slabs can be uniformly supported
on-grade and simply supported at the wall to allow unrestricted rotation or
vertical movement of slab edges.
A granular mat, consisting of clean sand and gravel or crushed stone, with no
more than 12 percent fines, should be provided below the floor slabs. This
mat should be a minimum of six inches in thickness and properly compacted. An
impervious membrane should be provided as a vapor barrier beneath the slab.
' The floor slab should be suitably reinforced and proper joints should be
provided at the junctions of the slab and foundation system so that a small
amount of independent movement can occur without causing damage.
' Inasmuch as the floor slab in the vehicle traffic areas will be supporting
live loads in the form of moving equipment, it is recommended that all
' construction joints inthefloor slab be provided with a key or dowels to
permit the proper transfer of loads. Large floor areas should be provided
with joints at frequent intervals to compensate for concrete volume changes.
tSettlement
Settlement was considered in our analysis. It is estimated that maximum
' post-construction settlement will be minimal.
on Enpineennp Paeaclnow Inc.T
' UPPI"C07T
—p►coss GouDa—
Cansu¢inB EnO�neers
' Pep Boys, Inc. -
Proposed Superstore; Route 107, Salem, MA
August 10, 1995 LJG Ref. No. 8368.1
Page 8
Structural Fill
' For fill zones extending up to one foot below the proposed slab or foundation
subgrade, alternating lifts of up to two feet of blasted rock, followed by
nine-inch lifts of crusher run, may be utilized to raise the site grade. It
is essential that competent geotechnical construction monitoring be performed
during this operation.
All load-bearing fill should be controlled fill. Controlled fill should be
placed in loose horizontal lifts with a maximum thickness of nine inches. It
is recommended that controlled fill within the construction area be compacted
' to at least 95 percent of the maximum dry density as determined by ASTM D
1557. Individual test results as low as 92 percent are acceptable if the
average for the tested lift exceeds 95 percent. In addition, it is
recommended that all fills be stable without significant movement under
construction traffic, as judged by the Geotechnical Engineer. Quality control
testing of in-place fill densities should be maintained throughout the
earthwork operation.
' Dewatering
Perched groundwater may be encountered during the foundation excavation or
' over-excavation. Therefore, dewatering may be required. Dewatering on this
site can be accomplished using conventional sump pump techniques.
' LIMITATIONS
The conclusions and recommendations contained herein are based upon the
' subsurface data obtained during this investigation and on details stated in
this report. Should conditions arise which differ from those explicitly
stated herein, we should be notified immediately so that our recommendations
may be reviewed and revised, if necessary.
Our recommendations are also based upon the assumption that the services of a
qualified geotechnical engineer will be retained to supervise the inspection
' of stripping operations, proof-rolling, controlled fill placement, footing
installation and all critical earthwork operations. LJG would be pleased to
present a proposal for the on-site quality control monitoring.
' It is emphasized that our geotechnical investigation was made for the specific
site of the proposed structure as shown on the enclosed plan. The
recommendations presented herein do not apply to the remainder of the site.
LJG does not assume any responsibility for use of this report to generate
foundation design other than in the specific areas investigated.
una n era
LIPPI"C07T
—y►coss couoa—
C.nWhO g Englneen
1
' APPENDIX A
Site Location Plan, Plate 1
Subsurface Investigation Plan, Plate 2
1
1
1
nocmooe enym...i„o n..ona...iso.na
LIPPI"CCM
—p►coss GOUDA—
Consul[ing Engineers
I JF R t
ati
p pra
n
net-
em __.Hil 4 � � � •
Cem%
j
r.�j ,l'
' - � alp :�L���•"' d � •''' � .J �.
SITE
LOCATION ( •�. „F� \�. . .1 � .
ca
•/ 07 ( �/ `Gdl Ccurse $� Z
Ir
�9i Ai�Y 1 'I� t0 lt.. '• IG W PA.9K _) :y '' '
' T� //
\ yam 30 ��If lL;lrAei // i'L!1
HlG r/ 'S
Scale: V _ 2000' ) 1
' SITE LOCATION MAP
' PROPOSED PEP BOYS SUPERSTORE
HIGHLAND AVE., SALEM, MASSACHUSETTS
' PLATE 1
QG REF. NO. 8368.1
PROPOSED RETAINING WALL .000, / o
TP-3
Tp-(o rl
LEDGE-
/ f
D i TRIO rww-5
PROPOSED PEP BOYS
TP-9 FFE- 103.33 rP-2
�
LEDGE ®P-4
leo / Is �CDw-3
/ TRS GDW-1
'YO '
ZON S I
I
' I EXISTING BUILDING
\ I r -'
HIGHLAND AVENUE
NO DATE RENSION ORN CHK
LI'G EN D LippincottEnpinoorinpAssociates.Inc.T/A PROPOSED PEP BOYS
---_
CI>��' 1 ® fEST BORINGS 2/95 — — _ LIPPIIC� SUPERSTORE
- JACOBS C?GOUDA HIGHLAND AVE.
TP-I p TEST PIT 7/95 CONSUL77NC ENGINEERS
SALEM, MA
f -
ONE' PANUON AVENUE RIMRSIDE, NEW ..ERSEY O6075
Ir la nIL Tttrw[mm ar TK ccNTunon ro oKTN [n cwnnaYt AYT ILVI,punlf pNi
�211 Sl1RFACL' ELEVATION CONTOUR LINEuTr UHYKIAL wlnnwt oT NCONYTItNOp MOnI tRAD ALllll TK IIrtnIT Q TK INIOwATW
UW! CAl\' C7 AC I—I tom' APP—SGIE 1_41 /2�/yl ' NL N to UWWX MO WI[Mat YU�tfK'IUtN.WM1T6�1 OI T[NI(•IfIA OoM MIXYtDM0. ,� NO. 88361.11
.1 DRAYLATE 2
MMC N0.
1
1
APPENDIX B
' Burmister Soil Identification System
Boring Logs/Test Pit Logs
t
Upplucaff
t
A
lAOpincon Enpine e.inp pseoclatse.Inc.i
-JACOBS GOUDA-
Consulting Engineers
(MODIFIED) METHOD
FOR
IDENTIFICATION OF SOILS -
' AFTER
DR. D. M. BURMISTER
' Descriptive Terms Range of
Soil Component As Written on Log Proportions
' PRINCIPLE COMPONENT -
(All Letters
Capitalized) 35% or more
' MINOR COMPONENTS and (a. ) 35% to 50%
(First Letter some (s. ) 20% to 35%
capitalized) little (1. ) 10% to 20%
' trace (tr. ) 1% to 10%
Coarse Grained Soils-Gradation of Components
Coarse to fine cf All sizes
Coarse to medium cm Less than 10% fine
' Medium to fine mf Less than 10% coarse
Coarse c Less than 10% medium & fine
Medium m Less than 10% coarse & fine
' Fine f Less than 10% coarse & medium
Component Symbol Sieve Range
' Boulders 9" and larger
Cobbles 3" to 9"
' Gravel G
Coarse 3/4" to 3"
' Fine 3/8" to 3/4"
Sand S
Coarse 3/8" to #10
Medium #10 to #40
Fine #40 to #200
' Fine Grained Soils-Plasticity of Components
Component Symbol Overall Plasticity Plasticity Index
SILT $ Non-Plastic 0
Clayey Silt Cy$ Slight 1 to 5
' SILT & CLAY $ & C Low 5 to 10
CLAY & SILT C & $ Medium 10 to 20
Silty Clay SYC High 20 to 40
' CLAY C Very High over 40
LIPP--Enpinea.ing Paaoclaua.in
' UPPI"COTT
—y►coes GOUDA—
ConsuNng Englnee/s
oneei ff of
' 148 Pioneer or. SOIL EXPLORATION CORPORATION il Monson Place
Leominster. MA 01463 Milford. NH 03055
(508) 840-0391 Geotechnical Drilling and Groundwater Monitor Wells (603) 672-2135
' client CDW Consultants, Inc. Date 02/17/95 Job Na 95-221
Location 224-234 Hi hland Avenue, Salem Massachusetts
' MOORING CDW-1 Eland Sa's 02/17/95 Oat Complete 02/17/95 n on" D.L. �eo
D Sample Data Soil andlor bedrock strata descflild"
' P Sam le Blows Rec. ng Strata
T Na Depen(R) 6' Penetration Inches PBerfL� mange V�aual Identification of Soil arkkr Rode Strap
H Pts
1 0'0"- 2'0" 13-35-6
Moist, medium dense to loose, FINE
' SAND, some organic silt, trace
fine gravel, brick, fill.
5
4'0"— 6'0" 9-4-4-561011
End of boring at 6'0"
No water encountered upon completion.
10
' 15
20
30
' Type of Boring Casing Size: Hallow Stem Auger Size:
Proportion Percentages Granular Soils(blows per ft.) Cohesive Soils(blows per ft.)
Trace 0 to 10% 0 to 4 Very Loose 30 to 50 Dense 0 to 2 Very Soft a to 15 Stiff
' Some 10 to 40% 4 10 t0 Loose Over 50 Very Dense 2 to 4 Soft 15 to 30 Very Stiff
And 40 to 50% 10 to 30 Medium Dense 4 to 6 Medium Stiff Over 30 Hard
Standard penetration test(SPT) . 140k hammer falling 30'
Blows are per 6- taken with an IS' long x 2' O.D. x 1 316'1.11 split soddn sampler unless otherwise noted.
t The terms and percentages used to descnoe soil and or rock are based on visual identification of the removed samples.■Momure content indicated may be affected
by time of year and water added during the dulling process. III Water levels indicated may very,with seasonal lh+auanen and ft degree Of$011 saturation when the
boring was taken. 2 The stratification lines represent the approximate boundaries between sod types,the aduaf transitions may be gradual. ■
oneet e _ or _
148 Pioneer or. SOIL EXPLORATION CORPORATION5 Monson Place
= Leominster. MA 01453 Milford. NH 03055
(508) 840-0391 Geotechnical Drilling and Groundwater Monitor Wells (603) 672-2135
' Client CDW Consultants, Inc. Date 02/17/95 ,lob Na 95-221
Location 224-234 Highland Avenue, Salem, Massachusetts
' BONING CDW-2 Ground Date 02/17/95 Date 02/17/95 Dnan9 D.L. ENJH1�'
NO. Eley. Stan Complete foreman Geologist
p Sample Data Soil and/or bedrock instal descriptions
EP Sample 9bvrs Aec n9 Shata
T Na OepN(ft l 6' Penetrat on Inches BPlsows Change Visual Identification d Soil andbr Nods Strata
H DePtln
13-9-5-16
Moist to wet, FINE TO COARSE SAND,
some organic silt, trace fine gravel,
ash, fill.
4'0"- 610" 10-7-8-12
6'0"
' End of boring at 6'0"
10 Water level at 3'0" upon completion.
15
20-
25-
30-
15
02530
40
' Type of Boring Casing Size: Hollow Stem Auger Size:
Proportion Percentages Granular Soils(blorn Per ft.) cohesive Soils(Wawa per ft.)
Trace Oto 10% 0 to 4 Very Loose 30 to 50 Dense 0 to 2 Very Salt 8 to 15 Stitt
' Some 10 to 404h d to 10 Loose Over SO Very Dense 2 to 4 Soft 15 to 30 Very Stitt
And 40,'0 50°6 10 to 30 Medium Dense 4 to 6 Medium Stift Over 30 Hard
Standard penetration test(SPT) - 140►hammer Falling 30' unless otherwise noted
Slows are per 6' taken with an 18' long x 2. 0.0. x 1 3/8' I.D.split spoon sample
' The terms and percentages used to descrtie roil and or rock are based an visual idermfication of the retrieved samyes II Moisture urticant nx4cated may be affected
by time of year and water added curing me drlling process. II Water levels indicated may vary,with seasonal fluctuation and the degree d sd saturation when the
boring was taken. 2 The stratification fines represent me approximate boundaries betvreen sob types.the actual transillons may De gradual
.JIQGI n UI
Place
148 Pioneer or. SOIL EXPLORATION CORPORATION il Monson
M
= Leominster. MA 01453 - ilford. NH 033055055
(508) 840-0391 Geotechnical Drilling and Groundwater Monitor Wells (603) 672-2135
' Client CDW Consultants, Inc. Date 02/17/95 ,bb Na 95-221
Location 224-234 Highland Avenue Salem Massachusetts
' BORING Ground Date �'
NO. CDW-3 Elev. Stan 02/17/95 Date �en D.L. Geologst
p Sample Data Sail and/or bedrock sUfh delictfoons
P Sam le Blows Recng Stratgae
T Na OeoN(n.) 6' Penetration Inches 8 0 3 Depot Visual Identification d Sod andbr Rock Strata
N tt
1 0'0"- 2'0" 43-50-27-2
t Moist to wet, very dense to very
loose, FINE TO MEDIUM SAND, some
organic silt, trace fine gravel,
5 2
41011- 6 1 Olf - - - wood, fill.
6'0"
' End of boring at 6'0"
10 Water level at 3'0" upon completion.
' 15
20
' 25
1 40
' Type o1 Boring Casing Size: Hallow Stem Auger Size:
Proportion Percentages Granular Soils(blows per ft.) Cohesive Soils(b(ows per IL)
Trace 0 to 10% 0 to 4 Very Loose 30 to 50 Dense 0 to 2 Very Son a to 15 Stiff
Some 10 to 40% 4 to 10 Loose Over 50 Very Dense 210 4 Son 15 to 30 Very Stiff
' And 40 to :0% 10 to 30 Medium Dense 4 to 8 Medium Stiff Over 30 Hard
Standard penetration lest(SPT) . 140a hammer tolling 30'
Blows are per 6' taken with an 18' long x 2' 0.0. x 1318' I.D.split spoon sampler unless otherwise noted.
The terms and percentages used to descnae sod and or rock are based on visual identification of the retrieved samples■Moisture cantam Indicated may be affected
try time of year and water added during tme drlling process ■Water levels indicated may vary,with seasonal fluctuation and the degree of soli saturation when the
baring was taken. 8 The stratification lines represent the approximate boundaries between soil types.the actual transitions may be gradual. 0
_ 148 Pioneer Dr. SOIL EXPLORATION CORPORATION s Monson Place
' Leominster. MA 01453 Milford, 67 -2135
(508) 840-0391 Geotechnical Drilling and Groundwater Monitor Wells (603) 672-2135
' aient CDW Consultants, Inc. Daze 02/17/95 Job No. 95-221
Location 224-234 Highland Avenue, Salem, Massachusetts
CoD.L.BORING CDW-4 Ground Data 02/17/95 mplete02/17/95 Drilling G
eologist
NO. Ems•
Start
p Semple Data Sal and/or bedrock etrah descriald"
P Syn le Blows Reis Casing Strata
' TNa Depth(ft.) 6' Penetration Inches Blom Change Visual klentificam d Soil and/or Rock Strata
H Depth
1 0 0 — 2 0' 13-13-2-40
Moist to vet, dense to loose, FINE TO
' MEDIUM SAPID, some organic silt, trace
fine gravel, fill.
S 2
_A'Oil— 6'0" — — —
' End of boring at 610"
10 Water level at 310" upon completion.
1
15
20
25
30
35
40
' Type of Boring Casing Size: Hollow Stem Auger Size:
Proportion Percentages Granular Soils(bows per ff.) Cohesive Soils(bias Per R)
Trace 0 to 10% 0 to s Very Loose 30 to 50 Dense 0 to 2 Very Soft 8 to 15 Stiff
Same 10 to 40x6 15 to Stiff
a to t0 Loose Over 50 Very Geese 2 to a Soft �
' And a0 to SO?U 10 to 30 Medium Dense 4 to 8 Medium SRH Over 30 Nerd
Standard penetration test(SPT) . 140# ammer falling 30' otherwise rated
Blows are per 6' taken with an 18' Ion x 2' Q 318
0. x 1 ' I.D. soil spoon sampler unless
' The terms and percentages used k0 descrbe sail and or rock are based on visual identification of the removed samples..fa Moisture contemtir satumaybes ted
the
by time of year and water added dunng me druing process. II Water levels indicated may vary with seasonal fluctuation and me d .
bonng was taken. ■ Te stratification lines represent the approximate boundaries between soil types.me aaual transitions may gra
Sheet # _ of _
t 148 Pioneer Dr. SOIL EXPLORATION CORPORATION il Monson 0
= Leominster. MA 01453 Milfortl. NH 0330555
5
(508) 840-0391 Geotechnical Drilling and Groundwater Monitor Wells (603) 672-2135
Client CDW Consultants, Inc. Date 02/17/95 Job No. 95-221
Location 224-234 Highland Avenue, Salem, Massachusetts
' BORING CDW-5 Sev.vnd Sta1rt 02/17/95 Date Cohn 7/95Drilling D.L. Geoff
pE Sample Data Soil and/or bedrock stats descriptions
' p Sam le Blows Rep. ing Strata
T Na Depth(ff.) 6' Penetration Inches Per ff. Change Visual Ideneo=on d Sad arldior Rads Strata
H eePP�m
1 0 0 — 1 0" 3-9
1A 1'0"— 2'0" 6-23 1'0"
Moist to vet, medium dense, FINE TO
MEDIUM SAND, some organic silt, trace
g2 4'0"— 6'0" — — —� fine gravel.
6'0"
' End of boring at 6'0"
Water level at 3'0" upon completion.
10
' 15
1 20--
30---
40
Type of Boring Casing Sire: Hollow Stem Alger Size:
Proportion Percentages Granular Soils(bias per R.) Cohesive Soils(blows per R.)
Trace 0 to 10% 0 to s Very Loose 30 to 50 Dense 0 to 2 Very Soft a to 15 Stiff
' Some 10 to 40% 4 to 10 Loose Over 50 Very Dense 2 to 4 Sot 15 to 30 Very Stiff
And 40 to 50% 10 to 30 Medium Dense 4.a8 Medium Stiff Over 30 Hard
Standard oenetration test(SPT) - 140# ammer falling 30' unless oNerwae noted.
Blows are per 6' taken with an 18' Ion x 2' O.D. x 1 3/8' LD slit spoon sampler
The terms and percentages used to describe sail and or nock are based on visual identification of the retrieved samples. I Mdi9ure content indicated may be affected
by time of year and water added during the drlting process. ■Water levels indicated may vary with seasonal Ituduabon and the degree of sod saturation when the
Daring was taken. ■ The-stratification lines represent the aoprox,mate boundaries between soil lyp tiro aaual transitions may be gradual. ■
' LIPPINCOTT JACOBS & GOUDA
One Pavilion Avenue Riverside, New Jersey 08075
'ROJECT NO. 8368.1
DATE July 27, 1995 LOCATION Salem, MA
ROJECT Pep BOYS Superstore CLIENT Pen Boys, Inc.
OG OF TEST PIT NO. TP - 1 SURFACE ELEV. 83+
EPTH SAMPLE DESCRIPTION MOISTURE
CONTENT (%
6" TOPSOIL over brown to black coarse-fine SAND and coarse-f'
Gravel, little Clayey Silt with Cobbles and Boulders (Concrete
and Rock) , (30% to 40%) , Plastic, Metal, etc.
Generally the debris is non-organic F
The fill material becomes loose below 5 feet
5
35.7
S-1
BOTP 8'
10 Test pit excavation terminated due to cave-in
ROUNDWATER ENCOUNTERED: 5' NOTES:
LOG OF TEST PIT NO. TP - 2 SURFACE ELEV. 81+
DEPTH SAMPLE DESCRIPTION MOISTURE
CONTENT (%
6" ROOT MAT over dark brown coarse-fine SAND, and coarse-fine
Gravel/ little Clayey Silt with Boulders and Cobbles (Rock and
COnCreLe) , Plastic, Metal and Tires. _
The fill material becomes loose below 4' F
x S-1
5
BOIP 7'
Test pit excavation terminated due to cave-in
10
ROUNDWATER ENCOUNTERED: 4' NOTES:
I SPECTOR: B. Pazuniak OPERATOR: Manter Co. . Inc. EQUIPMENT: Komatsu PC 90
' LIPPINCOTT JACOBS & GOUDA
One Pavilion Avenue Riverside, New Jersey 08075
'ROJECT NO. 8368.1
DATE July 27, 1995 LOCATION Salem, MA
ROJECTPet) Boys Superstore CLIENT Pep Boys, Inc.
LOG OF TEST PIT NO. TP - 3 SURFACE ELEV. 81+
EPTH SAMPLE DESCRIPTION MOISTURE
CONTENT (%
Brown coarse-fine SAND, and coarse-fine Gravel, with Cobbles arid
5o°
Boulders,
etal Ro h�1�Colcrete) - 30%, Plastic - 5%, Metal -
S-1 4. 0
F
5
dS-2PEATMD 90.3
Olive green medium-fine SAND, little Clayey Silt A
10
EUPP 10' ,
ROUNDWATER ENCOUNTERED: 4.5' NOTES:
OG OF TEST PIT NO. TP - 4 SURFACE ELEV. 82+
DEPTH SAMPLE DESCRIPTION MOISTURE
CONTENT (%
9" TOPSOIL over brown medium-fine SAND, some coarse-fine Gravel
some Silt with Cobbles and Boulders (Rock and Concrete) ,
Plastic, Metal, etc.
S-1 The fill material is generally non-organic F
5
xS-2 Black organic SILTY CLAY MD 54.3
S-3 Light olive brown and yellow mottled CLAYEY SILT and fine SAND A
EOTP 9'
10
GROUNDWATER ENCOUNTERED: 6' NOTES:
SPECTOR: B. Pa2uniak OPERATOR: Manter Co. , Inc. EQUIPMENT: Komatsu PC 90
' LIPPINCOTT JACOBS & GOUDA
One Pavilion Avenue Riverside, New Jersey 08075
IRDJECT NO. 8368.1
DATE July 27, 1995 LOCATION Salem, MA
11ROJECT Pep Boys Superstore CLIENT Pep Bovs, Inc.
OG OF TEST PIT NO. TP - 5 SURFACE ELEV. 90+
EPTH SAMPLE DESCRIPTION MOISTURE
CONTENT (%
711 TOPSOIL with ROOTS over brown medium-fine SAND, some Silt,
some coarse-fine Gravel with Cobbles and Boulders (Rock and
Concrete) , Metal, Plastic and Tire
F
5
EICIPP 9.5'
10
Test pit excavation terminated due to cave-in
ROUNDWATER ENCOUNTEREHone Encountered NOTES:
OG OF TEST PIT NO. TP - 6 SURFACE ELEV. 84+
EPTH SAMPLE DESCRIPTION MOISTURE
CONTENT (%
1211 TOPSOIL over li t brown coarse-fine SAND, some coarse-fine
Gravel, trace to lifttle Silt
G
5
Da=iposed ROCK DR
Bucket Refusal on intact Rock at 6'
10
ROUNDWATER ENCOUNTERED: 6' NOTES:
SPECTOR: B. Pazurdak OPERATOR: Manter Co. , Inc. EQUIPMENT: Komatsu PC 90
' LIPPINCOTT JACOBS & GOUDA
One Pavilion Avenue Riverside, New Jersey 08075
LOJECT NO. 8368.1
ATE July 27, 1995 LOCATION Salem, MA
ROJECT Pep BOye SUmerstore CLIENT Pep Bovs Inc.
OG OF TEST PIT NO. TP - 7 SURFACE ELEV. 83±
EPTH SAMPLE DESCRIPTION CONTENT MOISTURE
12" TOPSOIL aver brown CLAYEY SILT, and fine Sand
S-1
Olive brawn and yellow mottled CLAYEY SILT, little fine Sand
with Sarni seams P.P. = 2-3 tsf A
5
Bucket Refusal of 5' on intact Rock at 5'
P.P. - Pocket penetrometer unconfined carnpressive strength (Su)
10
ROUNDWATER ENCOUNTERED: 4' NOTES:
LOG OF TEST PIT NO. TP - 8 SURFACE ELEV. 85±
EPTH SAMPLE DESCRIPTION MOISTURE
CONTENT (%
12" TOPSOIL aver light brown fine SAND, some Silt with Cobbles
DR
Bucket Refusal on intact Rock at 3' t
' S
10
' ROUNDWATER ENCOUNTEREDNOne Encountered NOTES:
'INSPECTOR: B. Pazuniak OPERATOR: Manter Co. , Inc. EQUIPMENT: Komatsu PC 90
' LIPPINCOTT JACOBS & GOUDA
One Pavilion Avenue Riverside, New Jersey 08075
FOJECT NO. 8368.1
DATE JUIV 27, 1995 LOCATION Salem, MA
OJECT Peo Bovs Sugerstore CLIENT PP-13 Boys, Inc.
OG OF TEST PIT NO. TP - 9 SURFACE ELEV. 85+
EPTH SAMPLE DESCRIPTION MOISTURE
CONTENT (Yo
Brown medium-fine SAND, some Silt, some coarse-fine Gravel
with Cobbles and Boulders (Rock and Concrete) , Metal, Plastic,
S-1 etc.
F
5
DOTP 8.5'
10
ROUNDWATER ENCOUNTEREDNone Encountered NOTES:
LOG OF TEST PIT NO. TP - 10 SURFACE ELEV. ±
EPTH SAMPLE DESCRIPTION MOISTURE
CONTENT (%
Brawn medium-fine SAND, some Silt, some coarse-fine Gravel
with Cobbles and Boulders (Rock and Concrete) , Metal, Plastic,
etc.
5
Licit brown SILT & CIAY, sane fine Sand
S-1 A
Bucket Refusal on intact Rock at 7.5'
10---
0
0
ROUNDWATER ENCOUNTERED: 6' NOTES:
ISPECTOR: B. Pazuniak OPERATOR: Manter Co. , Inc. EQUIPMENT: Komatsu PC 90
r
' APPENDIX C
' Laboratory Test Results
' LIPGinmrt eoam..nne Ps.onleto,ma.nn
UppluccM
-JACOBS GOUDA-
ConeWting Engineers
fol N, 8368.1 IIAll ac
INGINIII Bohdan Pazuniak __ 7-31-95
LOA, NAME Pep TInVC DATE CMI'.
DAII ASItGNI0VK
' Salem, _MA RIC Ir
DATE DV! pope No. 1 ,
SUMMARY OF LABORATORY TEST RESULTS
R
AIII - O IAIAlIAL
RGANIC NAIUAAI AITIRIIRG LIMITS UNCON.COMERESS LINT SEECINCtt oOwlfA DATY/C1 C[ll IAA
CLASlIfICAIiON Conte LwllOUID ELASTIC SIAlSS SIAAIN IF.I) GAAVIIT O .. =O U.0 CIU RAt33 VAl EAl SSVAI
TESTS CONTENT LIM;, LIMIT lull I%.) z O u (POI IErli
% l°r.l
.TP - 1 35. 7 ——
; S - 1 81 Fill -
I
TP - 3
S - 1 31 Fill 4.0 — —
S _ y 8, Peat 15.5 90.3
TP - 4 54.3 67 46
S _ 2 71 Marsh Deposit
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PROJECT Proposed etall Facility - Salem, MA . : NO.
GRADATION
1
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APPENDIX D
Specialty Contractors' Promotional Material
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UPPINCOW
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ConsNting Engineers
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WHAT IS DYNAMIC COMPACTION?
Dynamic compaction is a ground improvement Dynamic compaction requires a controlled ap-
process for compacting and strengthening loose plication of dynamic stresses to the ground sur-
or soft soils to support buildings, roadways, and face. The stresses are created by the impact of
other heavy construction. The method involves heavy steel tampers dropped from heights of up
the systematic dropping of heavy to 80 feet on a predetermined
weights in a pattern designed grid pattern. A crater is
to remedy poor soil conditionsI . formed at the impact point
at the proposed building site. that may be up to 8 feet deep.
In soft ground areas, dynamic The craters are backfilled by end-
compaction has proved to be an effective dumping fill into the craters. Several phas-
and economical alternative to preloading, foun- es or passes of tamping may be required across
dation piling, deep vibratory compaction, and the site, depending upon the level of improve-
soil undercutting and replacement. ment required. Following completion of the
"high-energy" tamping, a low-energy or "ironing"
phase is performed to compact the material in
the craters and in the upper 5 feet of the forma-
tion. The ironing phase consists of dropping the
weight from a drop height of 10 to 20 feet on
close centers.
WHAT SOILS
ARE SUITABLE?
Most soil types can be improved, including silts
and some clays.The most commonly treated soils are
old fills and granular virgin soils. Soils below the
water table are routinely treated. However, careful
control has to be used to allow dissipation of excess
^` pore pressures created during the weight dropping.
Route 18 landfill, Tinton Falls,NJ
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' tY zate
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' _.y�+ [�Fwti � tom.�� �7> �' _ 7 . '•'_
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Industrial landfill,Albany, NY Blast& Coat Facility, Newport News, VA Madigan Army Hospital, Tacoma, LVA
HOW MUCH IMPROVEMENT IS POSSIBLE?
The total degree of improvement is dependent Another measure of the degree of improve-
on the total applied energy to the ground. Empir- ment is the amount of ground subsidence. The
ical correlations have been established between total subsidence is dependent on the total en-
soil type, test parameters (such as SPT, CPT and ergy applied, the soil type, and the initial soil
PMT) and the total applied energy. These corre- conditions. Typical ground subsidence is in the
' cations are used in selecting the appropriate range of 5 to 10% of the thickness of the im-
amount of energy for the end product desired. proved zone.
The depth of im- PENETRATION RESISTANCE
' provement is pro-
portional to the en- o
ergy per drop and I ,
the configuration of
r the weight. Pub- I IMPROVEMENT
lished correlations
' are used to econom-
ically establish the
appropriate weight
' and drop height for
•• Before Compaction
the zone of soil t0 —After Compaction
be improved.
EXPERIENCE
Our personnel experience includes approxi-
-mately 100 dynamic compaction projects, rang-
ing in size from less than 5,000 square feet to
' over 7,000,000 square feet. Project types have in-
eluded
n eluded warehouses, office buildings, residential -
developments, restaurants, shopping centers,
hospitals, power plants, landfills and highways.
Caton 95 Office Park, Baltimore, MD
fs
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l� \ t•?'3 /. I .off e ftq-✓...,, G V ,gam_ ,
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PiRo Arroyo Roadway,Albuquerque, NM Landmark Mews Subdivision,Alexandria, VA lValmart, Knoxville, TN
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Haii al Oyoun • Yanbu, Saudi Arabia
1 Post Office Box 265 • Purcellville, Virginia 22132 USA
Telephone: (703) 882-4130 • Facsimile: 703-882-3866
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DYNANUC COMPACnON,
VVIMt Is It?
Dynamic Compaction is one of the most versatile and
least expensive ground improvement techniques to
' increase the ability of soil to support srllow Why
_ C� e�
foundations or greater loads. Althou g�it was W n se
developed for the deep densification of oose natural
' soils, the majority of the Dynamic Compaction work in The objective of Dynamic compaction is to
the U.S.involves sites over fills. reduce settlements and increase bearing capaci- :.
Dynamic Compaction involves the repeated ties by improving the in-place strength and s
dropping of large steel weights by means of crawler compressibility characteristics of subsurface
cranes. Pounders range from 6 to 35 tons,and are soils. In most cases, this allows construction of'- 7
dropped repeatedly from heights ranging from 40 conventional spread footings, typically fora
to 80 feet. bearing capcfty of 3,000 per square foot on an. + it
' The repeated application of the high energy uncontrolled debris or boulder fill.
impacts at the same impact point causes desification/
compaction of the soil mass to I' I 1 depths ranging from 10 to f t
20 feet. Energy is typically i I
applied in several passes,with y
the initial pass on a 10 to 20 foot { -
grid, followed by either
additional area passes,or a E:=
' tight grid at footing locations. j N
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'SIlilir 77
MZ
65
Resource Recovery Plant in The largest Dynamic Compaction ever done,a 3,000.000
' Springfield.Massachusetts square foot Infrastructure project in Saudi Arabia
1
Tree>r hent Fore
❑Loose Sands O Old Sand/Clay Pits
O Uncontrolled Fills ❑ Boulder Fills
El Debris Fills O Liquefiable Soils
0 Mine Spoils ❑ SinkholesMlines
❑Sanitary Landfills O Collapsible Soils
1:.
o 0 o Dynamk
o Replacement
r; o (Clayey Soils)
Dynamic Replacement
Technique for clayey sites
involves making a crater,
backfilling it with crushed
&antatffs, stone and repounding the
d
th
into e ground,
s 4
Allows Conventional Shallow Foundations stone
Replaces.Expensive Deep Foundations effectively making a large r `
Relatively'inexpensive diameter"Stone Column."
Reduces Settlements
5'rte Elevafions . `
Increases Bearing Capacities
0 Eliminates Risk of hazardous Waste Exposure Resulting Dynamic Compaction canVE,
from Conventional Undercut and Replace(stays buried) generally lower a site from '
Self Compensating—Sof-ter Areas are Immediately
2 to 3 feet depending upon
Apparent,and Additional Energy Can Be Applied energy levels, soil types,
and whether off site
' material is used to backfill 5 '
the craters.
t ,
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71
'4c dd's Restaurant,Wise,Virginia 26 tons from 90 feet to density collapsible 5 tons from 100 feet to density to 50 16 ton weight dropped frcm 75 feet on a 15
ellts in Albuquerque,New Medco. feet for a containment dike in Hall- foot grid for a proposed highway over
Moon-Bay,California sanitary landfill in Manchester,Vermont
' s •
x�
iL
Appik
•ciflons
t
Q Improve uncontrolled fills 4 `` �►-�' _ - --�
Q Liner base preparation of existing Ei,- =r over sanitary landfill.Ln-.n Fails,New jersey
landfills prior to raising landfill
❑Collapse underground voids
(sinsholes/mines)
❑Consolidation of landfill
Prior to capping
U Improve old landfill areas along 'J' o v
highway right-of-way R 3101 Can Vibrations Be
Q Gaining air space in sanitary landfills A Problem?
f
Vibrations a-e not
usually a problem
because m s;impact
i N-W energy Is transmitted
downward not la ra1.:y.
A backhoe excavated
_ isolation trench Is
f
generally ei.ectivein
a limiting vtb a;lons to
acceptable'_vels.
R
, 7
ti
ax -
-
����y
Gaining air-space at a muncipal sanitary landfill in Resul:irg crater in soft sandy sills.
' Michigan.
Gaining Air-Space Depth Of Improvement
Dynamic Compaction is an effective The depth of improvement depends on
tool in gaining air-space at munici- tonage and drop height(applied energy),
pal landfills. It can be done during with improvement dept s to 20-25 feet
construction of individual cells,or common. Improvement is a square root
' prior to closure. Volume reductions function of energy.(D=n% H)'
of 15%are easily achievable at very
reasonable rates. Costs are on the E
order of$5.00/CY of air-space.
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�}.t g sr. -F:T •��,au-nn t to �.� aiq y haT � �,c* _, ty � u �
3Rs��d��-!aa Y '�`Cr-+-�?� .�.:�'Oj4'G..� x'�.;�f.`°` 5�i�.a�w's..�,r.•ta�r'id.'�n`���am±1".niq a� vf3� Tw
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' PRACTICAL SOLUTIONS TO UNCONTROLLED FILLS
Geotechnical Consultants in
Ground Improvement and
' Uncontrolled Fills
' 519 Clagett Street
Leesburg, Virginia 22075
Phone: 703-777-1840
Fax: 703-777-1814
PREVIOUS DYNAMIC COMPACTION EXPERIENCE
Warehouses/office Complexes Stores/Shopping Centers
McDonald Warehouse Pittsburgh,PA 20'Ummntrolled FW McDonald's Wise,VA 10'Uncanirolled Fill
Publoc Refrigeration Deerfield,FL Lacs.Silty Sands McDonald's Charleston,WV !0'Ummntrolled Fill
Shipyard Blast Facility NewportNees,VA Dredged FW Super 8 Motel Atlanta,GA 20'Rubble Fill
Wenhardie Offices Valley Forge,PA Sinkholes Supermarket Rochester,NY 39'Concrete Rubble
Union Pump Hdqtrs. Battle Creek,MI 15'UncantrolleciFill Builders Square St Louis,MO Steel Mill Slog
Pork Place At Boca Boca Eaton,F-L 25'Loose Sands Walmart/Sam's Knoxville,TN Sinkholes
Riverpark Towers Newpon News,VA 20'Laase Sands Home Depot Secaucus,NJ 12'Rubble/Peat
' Sara Lee Bakery Tarboro,NC Lease Silty Sands Dunkin Doughnuts Baltimore,Md 25'Uncantrolled Fill
Kravis Center Palm Beach,FL Loose Sands Mini Warehouses Norwalk,CT 20'Ummnfrolled Fill
Shelby High School Pikeville,KY 20'Rock Rubble Mini Warehouses Rockville,Md Sanitary Landfill
Crestview Offices Cockeysville,MD 80'Marble Ouarry Hampton Inn Horrsonburg,VA 30'Uncontrolled Fill
' Dulles Corporate Dulles Airport Wet Clay Giant Food Alexandria,VA 15'Sand/Clay Pit
Hilton Hatel Norfolk.VA Loose Sands Church's Chicken Dumfries,VA 20'Rubble Fill
Caton 95 Offices Baltimore,MD 15'Uncontrolled Fill Strip Shopping Washington,DC 15'Rubble Fill
NEC Headquarters Chantilly,VA 10'Wet Fill Burlington Coats Sterling,VA 14 Acre Misc.Fill
Howard Cty Exec. Ellicott City,MD 20'Boulder Fill
Columbia Business Columbia,M-D 12'Fiil
Great Valley Parkway Malvern,PA Sinkholes Highways/landfills
Glasco Plastics Knoxville,TN 25'Debris Fill
Chesterbrook King-cf-Prussia,PA Sinkholes 1-25 Albuquerque,NM 25'Callcpsable Suit
t Georgia Power Atlanta,GA 15'Siity Fill 1.164 Evansville,IN 15'Simitcry Laadfiu '
Riverside Towers Newport Ne'ns.VA Loose Silty Sand U.S.Route 18 Tinton Falls,M 30'Samitary Ladfil
Retirement Midrise Dearborn,M: i 5'Silty Sand Fill U.S.Route 90 Houma,LA 24Sorilary Londf
Retirement Highrise Baltimore,IAD 25'Sdy Fill Florida Turnpike Davie,FL 20'Debrie7ires
Windward Towers Hampton.VA Loose Scrds Route 7 Manchester,VT 15'Saraicry Land,"1
' Com-Cola Plant Winchester,VA I3'Sihy Fill 1.595 Ft,Lauderdale 23'Son;taryLandLE
General Electric Camden.,Ni Bi ildng Rubble 1-40 Wilmington,.NC S:skholes
WWDC Warehouses Silver Spnna;'D 20'S;tty Fill 1.75 Tarnpa.FL 15 Bee.-ConsFill
Bus Born Complex Norwalk,CT 15'S;ly Fill Century Drive Ealiegh,NC 2]'Sc'c^y L-rdh_,
' Deerfield Mfg. Vanceburg.F7 Lxvse S!ia'Saods Airport Road G-tondo,FL 15'S=_,nr:v L:dfc
Office Complex Peekskill,N15'I'T2 Springfield Bypass oringfie!d.VA Sand,'Clc-:Pit
Electrical Shop Cornp Leieu]e.NC S:I:y Sand Route 29 Trenton ,Nl u'Sar-�,e�Land cs
Dept.Public Works Albany,N'f SanPa-y Land'*!'
General Motors Kmgo!-Fms.a FA Sinkhcies Power Plants/Hospitals, Etc.
Army Hospital Seattle,WA G:ectal Depas:a
Residential Developments HomeportProject Corn usChn:se Lc-se Sands
K.Hovnanian Wall,N' 2YH-dradio Fill Infrastructure Saudi Arabia &Ji Sands -
Half Moon Bay CrotonN 20'A!.=,Fti! Wood Power Plant Sacnrn.,ME S:ky Sands
Lucayon Condos Ocean Cori,i/-D 20'Locse Sand Cogeneration Plant Lake:ood,NI Lose Sands
Manchester Lakes Spnnglield,V Abcr:doeed Sand PG Kolbe Steel Plant Seymore.IN S:'7/San ds
K.Hovnanian N=wark,N` ;5'Bu;!dr..g.Rubble Fish Hatchery Tacoma,WA S:'iy Sands
' Creekside Troy,NY 3u UrccneroRed Fill Treatment Plant Palm Beach,FL Lose Sc-ds
Van Dorn Village Alexandria.VA 35'Uncontrolled Fill HAS Steel Plant Cc:rollton.KY S::y Sands
Summer Ridge Reston.VA 15'Fubble Fill NRL Radar Dome Chesapeak Bch,MD S:1 y Sands
Pools/Rec Center Springfield,VA 20'Uncontrolled Fill Regional Jail Troy,NY S,ee.'Mill Slog.
Village Green Scranton,PA Ash'Mtsc.Fill Hospital Garage Joplin.1.10 Underground f•'ne= _
Treatment Plant St.Louis.MO Sr-(
New London Cove Virginia Pea; -. Sands
Oakview Leesburg,,VA IS'Ummn:rolled Fill Coal Silo Mei^,KY M:n=_$,-,oil
Govenors Ridge Trumbull,CT I"Rock FubblelPeci Cool Prep Plant V,'crnclifie,WV M::e Spoil
Virginia Run Centreville,VA Blasted ShotiedTrash Transfer Sta. Totowa,NJ Old Clay Pit
Pleasant Point Norfolk,VA Loose Sand Salt Dome Albany,NY Santry Lcndhll
Little Rocky Run Clifton,VA 15'Misc.Fill
Landfill Liner Prep/Closure
I Municipal Landfill Detroit MS G Air Space
BFI Ox Mm.landfill Hili Moan Bay,CA 50'Sily Sosds
f G.E.landfill Liner Prep. Waterford,PTY 30'Existing Industrial
x ° Wheelabrator Landfill Bedard,VA Pre-Gcs re of Cap
Landfill Liner Prep Bab/Ion,NY 30'Existing Landfill,
mr .]25
o Fort Ilet s
4, rin
1 THE DYNAMIC COMPACTION COMPANY
1
DYNAMIC COMPACTION
f AN ECONOMICAL METHOD FOR IN-PLACE IMPROVE-
11L J MENT OF EXISTING SOILS SUPPORT CAPABILITIES,
MAKING SITES READY FOR CONVENTIONAL SUPPORT
SYSTEMS OF BUILDINGS, ROADWAYS AND OTHER
HEAVY CONSTRUCTION.
AN ECONOMICAL METHOD FOR LANDFILL CONSOLID-
1 ATION, PREPARING SUCH SITES FOR SAFE CLOSURE
AND NEW USE.
1 '
Dynamic compaction is the systematic, controlled dropping of a
�� heavy weight from heights typically ranging from 30 to 80 feet.
� 1 x, , The repeated high-energy impacts at the ground surface produce
shock waves that penetrate the soil, resulting in craters up to 6 or
more feet deep. The upper few feet of fill used to backfill the craters
^�x �_ .• and to attain finished subgrade elevations are compacted through
= �x the use of conventional heavy vibratory rollers.
Weight being dropped onto
1 pre-determined grid
1 SOILS/SITES
In the 30 years the method has been in
1 use, successfully compacted sites have .
ranged from loose,granulazsoils torock e �<
1 and rubble fills, plastic silts, organic
soils—and even domestic refuse. f^
s<
Soil type, number of drops/passes, 1' 'r
drop spacing and height,weight size ,,, w f
all help detem-iine the depth of site r r
1 improvement possible. «^
i
1 Craters formed along grid after dynamic compaction
1 THE DYNAMIC COMPACTION COMPANY P.O. Box 365 WHIPPANY, NJ 07981 (201)887.2435 Fax (201)887.5767
STANDARD PENETRATION TEST
'N' VALUES SITE IMPROVEMENT
10 20 30 t0 50
ORIGINAL
' SOIL Most sites _and soils (both above and below
ID PROFILE
O groundwater) can be improved by dynamic com-
i paction.
w
u $ C( , FILL
Typical sites show an improvement depth from
10 to 30 feet, although greater depths have also
been achieved.
PEAT L
ORGANIC
m d sa,
Empirical correlations and experience permit the
o BIL„ calculation of rates of energy that will result in
WE IGNT - 10 TONS CLAY
p _ OftOP NEIGNT - 65 11. _ satisfactory site improvements and site-specific
' 25 drop designs. Ground subsidence typically ranges
from 5 to 15 percent of the thickness of the material
being compacted.
O 'N VALUE' BEFORE OYNAN IC CONPACIION
' * -N VALUE- An ER IS, PASS
A 'N VALUE- Af1ER SRO PARS Standard penetration tests are used (both before
and after compaction) to determine the extent of
Standard penetration tests from start to . soil densification.
finish of a dynamically compacted site.
COST- TIME ADVANTAGE
tDynamic compaction, when appropriately used, is a cost-effective solution for preparing prospective
construction sites for conventional shallow foundations. While the costs of this method will vary be-
cause of individual project requirements, savings will invariably result:
FIELD COST: Per-square-foot cost of the TIME: Dynamic compaction requires less site
' method is significantly less than the more preparation time than most other alternatives.
expensive alternate site preparation options such Even when hard-cost savings are only a few
as pile foundations or excavation and compacted dollars per square foot, the time-to-construction
' backfill. Savings have been as much as $12 per advantage is hard to ignore.
square foot of treated area.
' SAMPLING OF COMPLETED JOBS
' The Dynamic Compaction Company has successfully completed nearly 20 majorjobs in the New York tri-state area,
saving developers and owners millions of dollars in foundation costs.Some completed projects:
' Stratford,CT-250,000 sq.ft.shopping center. North Bergen,NJ—75,000 sq,ft.4-story residential condominium.
Kearny,NJ-400,000 sq.ft. warehouse. West Long Branch,NJ-300,000 sq.ft.shopping center.
For more Information about dynamic compaction and The Dynamic Compaction Company,please call or write.
' THE DYNAMIC COMPACTION COMPANY P.O. Box 365 WHIPPANY,NJ 07981 (201)887.2435 Fax(201)887.5767