HomeMy WebLinkAbout00 Geotechnical DataPark Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
GEOTECHNICAL INFORMATION 00 31 32 - 1
SECTION 00 31 32 – GEOTECHNICAL AND CONTROLLED MODULUS COLUMN (CMC)
RIGID INCLUSIONS INFORMATION
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings, Specifications and general provisions of the Contract, including Gen-
eral and Supplementary Conditions, SECTION 00 31 32A Geotechnical Evaluation
Report, SECTION 00 31 32B - Controlled Modulus Column (CMC) rigid inclusions design
report, Division 00 and 01 Specification Sections, apply to this Section.
1.2 GEOTECHNICAL EVALUATION
A. A Geotechnical Evaluation was conducted at the site.
B. The Geotechnical Evaluation Report is issued with Contract Documents for ex-
amination by Contractor and are part of Contract Documents.
C. Contractor, however, is responsible for any conclusions drawn from the Ge-
otechnical data; if he prefers not to assume such risk, he is under obligation of
employing his own experts to analyze available information; be responsible for
any consequences of acting on conclusions obtained.
D. Owner does not guarantee continuity of conditions indicated at Project location.
E. The attached SECTION 00 31 32A Geotechnical Evaluation Report prepared by
Terracon Consultants-NY, Inc, dated March 2017, is included for Contractor ref-
erence/use and is referenced by appropriate sections of the Specifications.
1.2 CONTROLLED MODULUS COLUMN (CMC) RIGID INCLUSIONS DESIGN REPORT
A. Based on Geotechnical Evaluation, a Controlled Modulus Column (CMC) rigid in-
clusions design evaluation was conducted.
B. The Controlled Modulus Column (CMC) rigid inclusions design evaluation design
report is issued with Contract Documents for examination by Contractor and are
part of Contract Documents.
C. Contractor, however, is responsible for any conclusions drawn from the Con-
trolled Modulus Column (CMC) rigid inclusions design data; if he prefers not to
assume such risk, he is under obligation of employing his own experts to analyze
available information; be responsible for any consequences of acting on conclu-
sions obtained.
D. Owner does not guarantee continuity of conditions indicated in the Controlled
Modulus Column (CMC) rigid inclusions design evaluation.
Received by DiMarco 02/25/2021
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
GEOTECHNICAL INFORMATION 00 31 32 - 2
E. The attached SECTION 00 31 32B - Controlled Modulus Column (CMC) rigid in-
clusions design report prepared by DGI Menard, Inc dated May 2020, is included
for Contractor reference/use and is referenced by appropriate sections of the
Specifications. Use of Controlled Modulus Column (CMC) rigid inclusions to limit
settlement and provide the required bearing capacity for the foundations and slab
on grade.
.
END OF SECTION 00 31 32
Received by DiMarco 02/25/2021
REPORT COVER PAGE
Geotechnical Engineering Report
__________________________________________________________________________
Carpenter Park
Ithaca, New York
November 13, 2019
Terracon Project No. J5195080
Prepared for:
Park Grove Realty, LLC
Rochester, New York
Prepared by:
Terracon Consultants-NY, Inc.
Rochester, New York
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
Terracon Consultants-NY, Inc. 15 Marway Circle, Suite 2B Rochester, New York 14624
P (585) 247 3471 F (585) 363 7025 terracon.com
REPORT COVER LETTER TO SIGNNovember 13, 2019
Park Grove Realty, LLC
46 Price Street, Suite 2003
Rochester, New York 14607
Attn: Mr. Andrew Bodewes
P: (770) 541 1700
E: abodewes@parkgrovellc.com
Re: Geotechnical Engineering Report
Carpenter Park
Route 13 and 3rd Street
Ithaca, New York
Terracon Project No. J5195080
Dear Mr. Bodewes:
We have completed the Geotechnical Engineering services for the above referenced project. This
study was performed in general accordance with Terracon Proposal No. PJ5195080 dated July
15, 2019. This report presents the findings of the subsurface exploration and provides geotechnical
recommendations concerning earthwork and the design and construction of foundations, floor
slabs, and pavement for the proposed project.
We appreciate the opportunity to be of service to you on this project. If you have any questions
concerning this report or if we may be of further service, please contact us.
Sincerely,
Terracon Consultants-NY, Inc.
Michele A. Fiorillo, P.E.Qamar A. O. Kazmi, P.E., F. ASCE
Department Manager - Geotechnical Senior Consultant
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
Responsive ■Resourceful ■Reliable 1
REPORT TOPICS
INTRODUCTION ............................................................................................................. 1
SITE CONDITIONS ......................................................................................................... 2
PROJECT DESCRIPTION .............................................................................................. 3
GEOTECHNICAL CHARACTERIZATION ...................................................................... 4
GEOTECHNICAL OVERVIEW ....................................................................................... 5
EARTHWORK ................................................................................................................ 8
SHALLOW FOUNDATIONS ......................................................................................... 13
GROUND IMPROVEMENT ........................................................................................... 14
SEISMIC CONSIDERATIONS ...................................................................................... 15
FLOOR SLABS ............................................................................................................ 15
PAVEMENTS ................................................................................................................ 17
ENGINEERING SERVICES DURING CONSTRUCTION ............................................. 20
GENERAL COMMENTS ............................................................................................... 20
FIGURES ...................................................................................................................... 22
Note: This report was originally delivered in a web-based format.Orange Bold text in the report indicates a referenced
section heading. The PDF version also includes hyperlinks which direct the reader to that section and clicking on the
GeoReport logo will bring you back to this page. For more interactive features, please view your project online at
client.terracon.com.
ATTACHMENTS
EXPLORATION AND TESTING PROCEDURES
SITE LOCATION AND EXPLORATION PLANS
EXPLORATION RESULTS
SUPPORTING INFORMATION
Note: Refer to each individual Attachment for a listing of contents.
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
Responsive ■Resourceful ■Reliable 1
INTRODUCTION Geotechnical Engineering Report
Carpenter Park
Route 13 and 3rd Street
Ithaca, New York
Terracon Project No. J5195080
November 13, 2019
INTRODUCTION
This report presents the results of our subsurface exploration and geotechnical engineering
services performed for the proposed Carpenter Park development to be located southwest of the
intersection of Route 13 and 3rd Street in Ithaca, New York. The purpose of these services is to
provide information and geotechnical engineering recommendations relative to:
■Subsurface soil conditions ■Foundation design and construction
■Groundwater conditions ■Floor slab design and construction
■Site preparation and earthwork ■Seismic site classification per IBC
■Demolition considerations ■Dewatering considerations
■Excavation considerations ■Pavement design and construction
A preliminary Geotechnical Engineering Report was prepared by Terracon for the site (refer to
Terracon’s Geotechnical Engineering Report No. J5185077, dated July 24, 2019). The field and
laboratory test results presented in the preliminary report have been included in Exploration
Results section of this report.
The additional geotechnical engineering Scope of Services for this project included the
advancement of seven deep test borings within the footprint of the proposed building and eight
shallow test borings within proposed pavement areas. The building borings were advanced to
depths generally ranging from approximately 62 to 152 feet below existing site grades. The
pavement borings were advanced to a depth of approximately 6 feet below existing ground
surface.
Maps showing the site and exploration locations are shown in the Site Location and Exploration
Plan sections, respectively. The results of the laboratory testing performed on soil samples
obtained from the site during the field exploration are included on the boring logs and/or as
separate graphs in the Exploration Results section.
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
Geotechnical Engineering Report
Carpenter Park ■ Ithaca, New York
November 13, 2019 ■ Terracon Project No. J5195080
Responsive ■Resourceful ■Reliable 2
SITE CONDITIONS
The following description of site conditions is derived from our site visit in association with the
field exploration and our review of publicly available geologic and topographic maps.
Item Description
Parcel Information
The project is located southwest side of the intersection of Route 13 and 3rd
Street in Ithaca, New York. Approximate coordinates: Latitude 42.4469° N
and Longitude 76.5091° W
Existing
Improvements
The project site is developed with existing roadways, concrete sidewalks,
overhead and underground utility lines, and existing commercial buildings. A
community garden is located within the middle portion of the site. The areas
within the proposed buildings’ footprints consist of vacant lots.
Current Ground Cover Lightly vegetated, asphalt paved and gravel roadways, concrete sidewalks,
grass.
Existing Topography
(from Site Plans
prepared by Passero
Associates, dated May
2019
Ground surface elevation is generally level across the site. Ground elevations
(El.) range from approximately El. 385 to El. 391 feet above MSL.
Geology1
The project area is located along the eastern side of Cayuga Inlet, in the
central portion of Tompkins County, within the Allegheny Plateau
physiographic province. Some 12,000 years ago glaciers from the most recent
ice age reached their southern-most extent in New York. The ancient valley,
which is the current location of Cayuga Lake, was deepened by the glaciers
and flooded by glacial melt water. Deposits of ice and scoured material (till)
formed dams that trapped large pools of water as the glaciers receded.
Although these impoundments were short-lived by geologic standards, they
existed long enough to leave behind large clay deposits as very fine particles
settled on the lake beds. The down-cutting of the Cayuga Valley resulted in
the waterfalls and gorges, but it also left hanging valleys and steeply graded,
geologically active tributary streams. The Surficial Geologic Map of New York
maps soils in the area as alluvium and glacio-lacustrine silt and clay.
1.References:
Fisher, D.W., Isachsen, Y.W., and Rickard, L.V., 1970, Geologic Map of New York State, consisting of 5
sheets: Niagara, Finger Lakes, Hudson-Mohawk, Adirondack, and Lower Hudson, New York State Museum
and Science Service, Map and Chart Series No. 15, scale 1: 250,000.
NYSDOT Geotechnical Design Manual, Chapter 3-Geology of New York State
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
Geotechnical Engineering Report
Carpenter Park ■ Ithaca, New York
November 13, 2019 ■ Terracon Project No. J5195080
Responsive ■Resourceful ■Reliable 3
PROJECT DESCRIPTION
Our understanding of the project is based on our discussions with the client during the proposal
and project planning. A period of collaboration has transpired since the project was initiated, and
our current understanding of the project conditions is as follows. Aspects of the project that are
assumed are highlighted in yellow.Please review this information and confirm that our
assumptions are correct.
Item Description
Information Provided
Several emails from the developer, DiMarco Group (DiMarco) with Project
Plans prepared by Passero Associates, dated May 2019 and Preliminary
Structural Loads provided by Barton Partners.
Project Description The site will be developed with residential, retail and medical office buildings,
as well as paved areas.
Proposed Structure
The project includes one 5-story building, one 4 story building, and two 4/2
story buildings.
Building A
■5-Story Medical Office Building
■13,700 square feet footprint
■FF = 390.0 feet
Building B
■4/2-Stories Mixed Use
■24,878 square feet footprint
■64 units
■FF = 390.5 feet
Building C
■4/2-Stories Mixed Use
■37,459 square feet footprint
■102 units
■FF = 390.5 feet
Building D
■4-Story Apartment Building
■44,641 square feet footprint
■42 units
■FF = 387.5 feet
Common Areas and Parking Lots
Building Construction Combination of structural steel and wood framed structures on concrete
foundations and slabs.
Finished Floor
Elevation Ranging from 387.5 to 390.5 feet (see Proposed Structure above)
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
Geotechnical Engineering Report
Carpenter Park ■ Ithaca, New York
November 13, 2019 ■ Terracon Project No. J5195080
Responsive ■Resourceful ■Reliable 4
Item Description
Maximum Loads and
Tolerable Settlements
(provided by Barton
Partners or assumed)
■Typical Columns: DL= 40 to 340 kips; LL = 25 to 215 kips
■Typical Wall Loadings: DL = 8 to 17 kips per linear foot (klf); LL= 1 to
6 klf
■Slabs: 150 pounds per square foot (psf), assumed
■Maximum tolerable total settlements of 1 inch (assumed)
■Maximum tolerable differential settlements of 0.5 inch over a length
of 40 feet (assumed)
Grading
Finished floor elevation (FFE) is expected to be about the same as existing
grades. Minimal (i.e. less than 2 feet) earthwork cut and fill are anticipated
across the site.
Below-Grade
Structures
Below-grade structures (i.e. basements; below grade parking garages) are not
planned for this project.
Retaining Walls No retaining walls are anticipated for this project.
Pavements
Both rigid (concrete) and flexible (asphalt) pavement sections will be
required for the project. Anticipated traffic is as follows:
■Autos/light trucks: 1,000 vehicles per day
■Light delivery and trash collection vehicles: 10 vehicles per day
■Tractor-trailer trucks: 1 per week
The pavement design period is 20 years.
GEOTECHNICAL CHARACTERIZATION
We have developed a general characterization of the subsurface conditions based upon our
review of the subsurface exploration, laboratory data, geologic setting and our understanding of
the project. This characterization, termed GeoModel, forms the basis of our geotechnical
calculations and evaluation of site preparation and foundation options. Conditions encountered at
each exploration point are indicated on the individual logs. The individual logs can be found in the
Exploration Results section and the GeoModel can be found in the Figures section of this report.
As part of our analyses, we identified the following model layers within the subsurface profile. For
a more detailed view of the model layer depths at each boring location, refer to the GeoModel.
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
Geotechnical Engineering Report
Carpenter Park ■ Ithaca, New York
November 13, 2019 ■ Terracon Project No. J5195080
Responsive ■Resourceful ■Reliable 5
Model Layer Layer Name General Description
1 Fill/Topsoil Topsoil; Mixtures of silt, sand, and gravel with debris (bricks;
concrete; glass) and organic matter; gray, brown, black
2
Native Upper
Fine-Grained
Soils
Mixtures of silt, clay, and fine sands; with shell and seams of
peat/marl; brown, gray, black; generally very soft to soft or loose
3 Sand and
Gravel1 Mixture of Sand and Gravel with Silt; generally medium dense tovery dense
4
Native Lower
Fine-Grained
Soils
Mixtures of silt, clay, and fine sands; with shell and seams ofpeat/marl; brown, gray, black; generally very soft to soft or loose
1.Generally encountered at an average depth of about 80 feet below ground surface (or at an averageelevation of about 308 feet) and ranged in thickness from a minimum of 15 feet to greater than 40
feet.
Groundwater Conditions
Due to the low permeability of the soils encountered in the borings, a relatively long period may be
necessary for a groundwater level to stabilize in a borehole. Long-term observations in piezometers
or observation wells sealed from the influence of surface water are required to define groundwater
levels in materials of this type. For design purposes, due to the proximity of site to the Cayuga
Inlet, groundwater should be anticipated at same elevation as that in Cayuga Inlet.
Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff
and other factors not evident at the time the borings were performed. Therefore, groundwater
levels during construction or at other times in the life of the structure may be higher or lower than
the levels indicated on the boring logs. The possibility of groundwater level fluctuations should be
considered when developing the design and construction plans for the project.
GEOTECHNICAL OVERVIEW
The subsurface conditions encountered in the test borings performed at the project site generally
consist of 2 to 7 feet of fill material overlying deep deposits of very soft to stiff or loose lacustrine
(glacial lake) deposits, consisting of mixtures of silt, fine sand, and clay. Organic matter and peat
layers were also observed at several locations within the natural soils. Interbedded within the
deep glacio-lacustrine deposits is a layer of granular silty sand-gravel. This medium dense to very
dense granular sand/gravel layer was generally encountered in the borings at an average depth
of about 80 feet below ground surface (or at an average elevation of about 308 feet) and ranged
in thickness from a minimum of 15 feet to greater than 40 feet.
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
Geotechnical Engineering Report
Carpenter Park ■ Ithaca, New York
November 13, 2019 ■ Terracon Project No. J5195080
Responsive ■Resourceful ■Reliable 6
The subsurface conditions encountered in our investigation are generally consistent with the
Surficial Geologic Map of New York, which maps the soil at the project site as alluvial soils and
lacustrine silt and clay. The lacustrine deposits extend at this location to depths greater than 150
feet. Bedrock may be 200 feet or more below the existing ground surface but has not been
confirmed by this or the previous geotechnical investigations performed at the project site.
Due to the significant risk for excessive differential and total settlements, it is our opinion that the
existing natural soils, extending to approximately 80 feet below existing grades, are unsuitable for
the direct support of shallow foundations or floor slabs-on-grade. Recommendations for soil
improvement are discussed in this report.
Several alternatives were considered for support of the foundations and floor slabs for the new
structures, including deep foundations and improved soil.
Deep foundations would need to penetrate the fill (GeoModel Layer 1) and upper soft layer
(GeoModel Layer 2) and derive support from the underlying native sand/gravel layer (GeoModel
Layer 3). We have evaluated driven piles, such as closed-end pipe piles, and drilled grouted
displacement piles (DGDP). However, because of the variable thickness of the medium dense to
dense granular sand/gravel layer, there is a possibility that the granular layer may be too thin in
localized areas and driven piles or DGDP may “punch” through this layer. In such a case, the
piles would need to be driven to greater depths in order to achieve the required capacity, or
additional piles may need to be added. Such changes during construction would result in
significant increase to the cost and delays to the schedule.Accordingly, we do not recommend
using a deep foundation system for this project.
Shallow foundations and floor slabs supported on improved soils is in our opinion a better option
for the project. Two possible ground improvement options were considered: Pre-compressing the
soft soils by placement of a surcharge fill and the use of controlled modulus columns/rigid
inclusions. Both options are discussed below.
■Surcharge Fill Load and Prefabricated Vertical Drains (PV Drains): This method would
consist of surcharging each of the building footprint with a temporary fill embankment. The
surcharge fill would be maintained for some period of time so that the soil is pre-
compressed such that, after removal of the surcharge fill and construction of shallow
foundations, the magnitude of settlement is limited to acceptable levels under anticipated
building loads. Consolidation of low permeability soils such a s those present at the site
(GeoModel Layer 2), is a slow very process that occurs over many years. However, to
accelerate the rate of consolidation in these soils, PV drains can be installed to significantly
shorten the length of the drainage path and take advantage of the possible higher
horizontal soil permeability. PV drains typically consist of a corrugated plastic core through
which water can flow, with a permeable geotextile outer cover. The drains are usually
installed using a mandrel. A drainage layer is placed at the ground surface to collect and
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
Geotechnical Engineering Report
Carpenter Park ■ Ithaca, New York
November 13, 2019 ■ Terracon Project No. J5195080
Responsive ■Resourceful ■Reliable 7
discharge the water that would be squeezed out of the soil. The surcharge load is then
placed to consolidate the underlying soft compressible soils.
Although this method could be technically feasible, there are some key issues that should
be considered for this site when using this ground improvement method.
o As noted in the borings, organic layers of peat/organic matter where encountered
in the borings. Pre-loading the soils does not address the long-term decomposition
of the organic soils and the corresponding settlements. The settlements due to
decomposition of organic matter/peat may be significant, are difficult to predict,
and may occur over many years, resulting in unpredictable settlement of the
structures.
o If the building construction will occur in phases, surcharge load from fill placed in
a proposed building location may impact the stability and settlements of adjacent
previously constructed facilities, such as buildings, foundations, and buried or
above-ground utilities.
Based on the above considerations, we do not recommend the Surcharge Fill and
PV Drains option for this project.
■Controlled Modulus Columns (CMC) or Rigid Inclusion Elements (RIE): The on-site
soils may be improved in-situ by such proprietary ground improvement systems as
Controlled Modulus Columns or Rigid Inclusion Elements. After the soils are improved,
shallow foundations and slabs-on-grade may be supported on the improved soils. It is our
opinion that CMC or RIE improved soils technically feasible as well as likely the most cost-
effective solution for this site. Further discussion of the ground improvement is presented
in the Ground Improvement section of this report.
Support of pavements on or above existing fill materials is discussed in this report. However, even
with the recommended construction procedures, there is inherent risk for the owner that
compressible fill or unsuitable material, within or buried by the fill, will not be discovered. This risk
of unforeseen conditions cannot be eliminated without completely removing the existing fill but
can be reduced by following the recommendations contained in this report.
We recommend the excavated subgrades be observed by the Geotechnical Engineer after
excavation to proposed grades. Terracon should be retained to observe ground improvement
operations, earthwork operations, as well as to monitor the ground improvement operations.
The General Comments section provides an understanding of the report limitations.
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
Geotechnical Engineering Report
Carpenter Park ■ Ithaca, New York
November 13, 2019 ■ Terracon Project No. J5195080
Responsive ■Resourceful ■Reliable 8
EARTHWORK
Earthwork is anticipated to include clearing and grubbing, excavations, and fill placement. The
following sections provide recommendations for use in the preparation of specifications for the
work. Recommendations include critical quality criteria, as necessary, to render the site in the
state considered in our geotechnical engineering evaluation for foundations, floor slabs, and
pavements.
Demolition
As part of the construction, we anticipate removal/relocation of existing structures (i.e. slabs;
foundations; pavements; sidewalks; underground utilities; etc.) may be required. We also
recommend the following:
■Existing structures and utilities should be removed from beneath proposed foundations
and floor slabs.
■Existing structures should be removed from proposed pavement areas to a minimum
depth of 2 feet below of the pavement subgrade. Existing floor slabs (if left at a minimum
depth of 2 feet below the bottom of floor slab) should be broken up to promote drainage
and minimize the potential for trapped water.
■Existing underground pipes to be abandoned may remain in-place if the top of the pipe is
at least 2 ft below pavement subgrade or floor slab bottom and filled with Flowable Fill with
a minimum compressive strength of 500 psi. Existing piping/structures should be
disconnected from other existing piping intended to be left in place and functioning, and
properly capped prior to placing Flowable Fill.
Site Preparation
Prior to placing fill, existing vegetation and root mat should be removed. Complete stripping of the
topsoil should be performed in the proposed building and parking/driveway areas.
Subgrades within the building pad and pavement areas should be proof-rolled with a minimum
10-ton (static weight) smooth drum roller compactor. We recommend a minimum of two
overlapping passes in one direction, followed by two overlapping passes in a direction
perpendicular to the first passes. The intent is to identify unacceptable (excessively loose/soft)
subgrade areas, compact areas with relatively loose surficial soil, and to re-compact areas
loosened by stripping operations. As an alternative, in pavement areas, proof-rolling can also be
performed with an adequately loaded vehicle such as a loaded tandem axle dump truck or other
heavy, rubber-tired construction equipment weighing at least 20 tons.
Areas which excessively deflect under the proof-roll should be delineated and subsequently
addressed by the Geotechnical Engineer. Unstable subgrades, as identified by the Geotechnical
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
Geotechnical Engineering Report
Carpenter Park ■ Ithaca, New York
November 13, 2019 ■ Terracon Project No. J5195080
Responsive ■Resourceful ■Reliable 9
Engineer, should be over-excavated from the building footprint, footing bearing zones, and
pavement areas to competent material and replaced with compacted Structural Fill.
Fill Material Types
Earthen materials used should meet the following material property requirements:
Fill Type1 USCS
Classification Acceptable Parameters
Structural Fill
(used below, or within 10
feet of structures,
pavements or constructed
slopes)
GW, GW-GM, SW,
SW-SM, SP, SM,
GP
Liquid Limit less than 40, Plasticity Index less than 20,
and less than 25% retained on No. 200 sieve;
maximum particle size: 3 inches
Slab Aggregate
Base/Subbase Course
GW, GW-GM, SW,
SW-SM, SP, GP
NYSDOT, Subbase Course, Type 2. Less than 10%
passing No. 200 sieve.
General Fill
(used in landscape areas)
GW, GP, GM,
SW, SP, SM, CL,
ML
General Fill may be used for general site grading;
General Fill should not be used under settlement or
frost-sensitive structures. General Fill should have a
maximum particle size of 6 inches and no more than 40
percent by weight passing the No. 200 sieve.
Non-Frost Susceptible
(NFS) Fill GW, GP, SW, SP
NFS Fill should contain less than 5 percent material
passing No. 200 sieve size and have a maximum
particle size of 3 inches
Crushed Stone GP
May be used to level subgrades at the bottom of pipe
trenches and to facilitate dewatering. Should be
uniform ¾-inch angular Crushed Stone wrapped in a
geotextile separation fabric (Mirafi 140N, or similar).
Lean Concrete Not applicable
Lean Concrete should be flowable, self-compacting
concrete with a compressive strength between 750 and
2,000 psi.
1.Compacted fill should consist of approved materials that are free of organic matter and debris. Frozen material
should not be used, and fill should not be placed on a frozen subgrade. A sample of each material type should
be submitted to the Geotechnical Engineer for evaluation prior to use on this site.
Excavated on-site soils are anticipated to consist primarily of fine sand, silt, and clay mixtures.
We do not recommend reusing excavated on-site soils as Structural Fill.
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
Geotechnical Engineering Report
Carpenter Park ■ Ithaca, New York
November 13, 2019 ■ Terracon Project No. J5195080
Responsive ■Resourceful ■Reliable 10
Fill Compaction Requirements
Structural and General Fill should meet the following compaction requirements.
Item Structural Fill General Fill
Maximum Lift
Thickness
12 inches or less in loose thickness whenheavy, self-propelled compaction equipment isused.
6 to 8 inches in loose thickness when hand-guided equipment (i.e. jumping jack or platecompactor) is used.
Same as Structural fill
Minimum
Compaction
Requirements 1, 2, 3
95% of maximum dry density below foundationsand within 1 foot of finished pavement subgrade
90% of max. above foundations, below floorslabs, and more than 1 foot below finishedpavement subgrade
85% of max.
Water Content
Range 1 Workable moisture levels As required to achieve min.compaction requirements
1.Maximum density and optimum water content as determined by the modified Proctor test (ASTM D 1557).2.We recommend testing fill for moisture content and compaction during placement. Should the results of thein-place density tests indicate the specified moisture or compaction limits have not been met, the arearepresented by the test should be reworked and retested, as required, until the specified moisture andcompaction requirements are achieved. The zone of fill compacted to meet this criterion should extend atleast 5 feet horizontally beyond the building footprint.3.For NFS fill material (with less than 5 percent fines), compaction testing is typically not feasible. Werecommend that NFS fill be thoroughly tamped in place in horizontal lifts not to exceed 6 inches loosethickness. Compaction should be by uniform passes of compaction equipment in sufficient number, but notless than four passes, such that no further consolidation is evident. The NFS fill should not be dumped intoplace but should be distributed in horizontal lifts by blading and dozing in such a manner as to ensureproper placement into final position.
Utility Trench Backfill
Trench excavations should be made with sufficient working space to permit construction including
backfill placement and compaction. Trenches should be backfilled with material that
approximately matches the permeability characteristics of the surrounding soil to reduce the
infiltration and preferential conveyance of surface water through the trench backfill. Fill placed as
backfill for utilities located below the slab should consist of compacted Structural Fill or suitable
bedding material.
Utility trenches are a common source of water infiltration and migration. All utility trenches that
penetrate beneath the building should be effectively sealed to restrict water intrusion and flow
through the trenches, which could migrate below the building. The trench should provide an
effective trench plug that extends at least 5 feet out from the face of the building exterior. The
plug material should consist of cementitious flowable fill or low permeability clay. The trench plug
material should be placed to surround the utility line. If used, the clay trench plug material should
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
Geotechnical Engineering Report
Carpenter Park ■ Ithaca, New York
November 13, 2019 ■ Terracon Project No. J5195080
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be placed and compacted to comply with the water content and compaction recommendations for
Structural Fill stated previously in this report.
Grading and Drainage
Grades must provide effective drainage away from the building during and after construction and
should be maintained throughout the life of the structure. Water retained next to the building can
result in soil movements greater than those discussed in this report. Greater movements can
result in unacceptable differential floor slab and/or foundation movements, cracked slabs and
walls, and roof leaks. The roof should have gutters/drains with downspouts discharging onto
splash blocks at a distance of at least 10 feet from the buildings.
Exposed ground should be sloped and maintained at a minimum 5 percent away from the building
for at least 10 feet beyond the perimeter of the building. Locally, flatter grades may be necessary
to transition ADA access requirements for flatwork. After buildings construction and landscaping,
final grades should be verified to document effective drainage has been achieved. Grades around
the structure should also be periodically inspected and adjusted as necessary as part of the
structure’s maintenance program. Where paving or flatwork abuts the structure a maintenance
program should be established to effectively seal and maintain joints and prevent surface water
infiltration.
Earthwork Construction Considerations
Shallow excavations for the proposed structure are anticipated to be accomplished with
conventional construction equipment. Upon completion of filling and grading, care should be taken
to maintain the subgrade water content prior to construction of floor slabs. Construction traffic
over the completed subgrades should be avoided. The site should also be graded to prevent
ponding of surface water on the prepared subgrades or in excavations. Water collecting over or
adjacent to construction areas should be removed. If the subgrade freezes, desiccates, saturates,
or is disturbed, the affected material should be removed, or the materials should be scarified,
moisture conditioned, and recompacted prior to floor slab construction.
Fine-grained soil layers and uncontrolled fill were encountered in the borings. Perched
groundwater conditions could be encountered in excavations where these soil/fill conditions are
encountered. Accordingly, groundwater may be encountered in foundation or utility excavations.
If groundwater is encountered, the contractor should select a dewatering method to lower
groundwater at least 2 feet below the excavation subgrade in order to minimize bearing surface
disturbance during construction of footings and utilities. Dewatering, if required, can likely be
accomplished using filtered pumps placed in crushed stone. If ¾-inch crushed stone is used, a
geotextile separation fabric (Mirafi 140N, or equivalent) should be placed between the crushed
stone and on-site soil.
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Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
Geotechnical Engineering Report
Carpenter Park ■ Ithaca, New York
November 13, 2019 ■ Terracon Project No. J5195080
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As a minimum, excavations should be performed in accordance with OSHA 29 CFR, Part 1926,
Subpart P, “Excavations” and its appendices, and in accordance with any applicable local, and/or
state regulations. The contractor should be aware that slope height, slope inclination, and
excavation depth should in no instance exceed the OSHA guidelines. OSHA guidelines are strictly
enforced and if they are not followed, the owner, contractor, and/or earthwork and utility
subcontractor could be liable and subject to substantial penalties.
Construction site safety is the sole responsibility of the contractor who controls the means,
methods, and sequencing of construction operations. Under no circumstances shall the
information provided herein be interpreted to mean Terracon is assuming responsibility for
construction site safety, or the contractor's activities; such responsibility shall neither be implied
nor inferred.
Construction Observation and Testing
The earthwork efforts should be monitored under the direction of the Geotechnical Engineer.
Monitoring should include documentation of adequate removal of vegetation and topsoil,
proofrolling, and mitigation of areas delineated by the proofroll to require mitigation.
Each lift of compacted fill should be tested, evaluated, and reworked, as necessary, until approved
by the Geotechnical Engineer prior to placement of additional lifts. Each lift of fill should be tested
for density and water content at a frequency of at least one test for every 2,500 square feet of
compacted fill in the building areas and 5,000 square feet in pavement areas. One density and
water content test should be performed for every 50 linear feet of compacted utility trench backfill.
In areas of foundation excavations, the bearing subgrade should be evaluated under the direction
of the Geotechnical Engineer. If unanticipated conditions are encountered, the Geotechnical
Engineer should prescribe mitigation options.
In addition to the documentation of the essential parameters necessary for construction, the
continuation of the Geotechnical Engineer into the construction phase of the project provides the
continuity to maintain the Geotechnical Engineer’s evaluation of subsurface conditions, including
assessing variations and associated design changes.
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Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
Geotechnical Engineering Report
Carpenter Park ■ Ithaca, New York
November 13, 2019 ■ Terracon Project No. J5195080
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SHALLOW FOUNDATIONS
The proposed buildings may be supported on conventional spread footings bearing on improvedsoil, as discussed in the Ground Improvement section of this report.
Design Parameters – Compressive Loads
Item Description
Maximum Net Allowable Bearing
Pressure 1, 2
A value of 3,000 to 5,000 psf may be used for shallowfoundation installed upon improved soil. The final designbearing capacity for the improved soils should bedetermined by the design-build ground improvementcontractor
Required Bearing Stratum 3 In-situ improved soil or structural fill placed aboveimproved soil
Minimum Foundation Dimensions Columns: 24 inches
Continuous:18 inches
Ultimate Coefficient of Sliding Friction 4 0.50 (Footing on compacted Structural Fill)
Minimum Embedment below
Finished Grade 5
Exterior footings in unheated areas: 48 inches
Exterior footings in heated areas: 48 inches
Interior footings in heated areas:18 inches
Estimated Total Settlement from
Structural Loads 2
Ground improvement should be designed to allow for amaximum of 1 inch of total settlement. The final designtotal settlement for foundations placed upon improvedsoils should be determined by the design-build groundimprovementcontractor
Estimated Differential Settlement 2, 6
Ground improvement should be designed to allow for amaximum of 0.5 inch of differential settlement. The finaldesign differential settlement for foundations placed uponimproved soils should be determined by the design-buildground improvement contractor
1.The maximum net allowable bearing pressure is the pressure in excess of the minimum surroundingoverburden pressure at the footing base elevation.
2.Values provided are for maximum loads noted in Project Description.
3.Unsuitable or soft soils should be over-excavated and replaced per the recommendations presented in the
Earthwork.
4.Can be used to compute sliding resistance where foundations are placed on suitable soil/materials. Shouldbe neglected for foundations subject to net uplift conditions.
5.Embedment necessary to minimize the effects of frost and/or seasonal water content variations. For slopingground, maintain depth below the lowest adjacent exterior grade within 5 horizontal feet of the structure.
6.Differential settlements are as measured over a span of 50 feet.
Foundation Construction Considerations
As noted in Earthwork, the footing excavations should be evaluated under the direction of the
Geotechnical Engineer. The base of all foundation excavations should be free of water and
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Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
Geotechnical Engineering Report
Carpenter Park ■ Ithaca, New York
November 13, 2019 ■ Terracon Project No. J5195080
Responsive ■Resourceful ■Reliable 14
loose soil, prior to placing concrete. Concrete should be placed soon after excavating to reduce
bearing soil disturbance. Care should be taken to prevent wetting or drying of the bearing
materials during construction. Excessively wet or dry material or any loose/disturbed material in
the bottom of the footing excavations should be removed/reconditioned before foundation
concrete is placed.
GROUND IMPROVEMENT
Ground improvement methods are proprietary systems designed by licensed contractors who
design and implement the ground improvement system to meet the project needs. The ground
improvement elements are installed by geotechnical specialty contractors who retain their own
engineer to produce, sign, and seal the design, which effectively results in a design-build scenario
for the ground improvement portion of the project. Accordingly, the design-builder should be
provided a copy of this report and the settlement tolerances of the building to be able to produce
a cost-effective design for the project. Installation of the ground improvement system is usually
conducted following the stripping and utility relocation, but prior to subgrade preparation activities
and placement and compaction of structural fill below the building.
Following installation of the ground improvement system, the slab and foundation subgrades
should be prepared in accordance with the ground improvement designer's requirements. This
may include placement of a compacted fill layer between the slab and the ground improvement
elements. We recommend that the ground improvement be extended at least 10 feet laterally
beyond the footprint of each building.
As discussed in Geotechnical Overview, we recommend that controlled-modulus columns
(CMCs) or rigid inclusion elements (RIEs) be used to support the new buildings.
Controlled-modulus columns or rigid inclusion elements consist of stiff unreinforced concrete
column designed to transfer the load of the new structures through the soft compressible soil layer
to a firm foundation layer. A Load Transfer Platform (LTP), consisting of geogrid reinforced
granular aggregate, is generally used to transfer the load to the columns. The CMCs/RIEs are
generally installed on a grid pattern utilizing a specialized boring tool and extend to an adequate
deep layer. Once at the specified tip elevation within the bearing soils, the elements are formed
with or without soil displacement by low-pressure injection (generally up to 30 psi) of a grout or
concrete through the hollow core of the drilling tool. Concrete or grout is pumped through the auger
stem and discharges from the auger tip as it is raised. The auger is extracted while a positive concrete
head is maintained. The concrete/grout fills the void created by the auger during extraction. The RIEs
and CMCs generally have a diameter between 12 and 18 inches.
RIE or CMC are a specialty foundation system typically designed and installed by a contractor
licensed by the owner of the patented/proprietary ground improvement system and are usually
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
Geotechnical Engineering Report
Carpenter Park ■ Ithaca, New York
November 13, 2019 ■ Terracon Project No. J5195080
Responsive ■Resourceful ■Reliable 15
part of the foundation contractor’s design-build system. Therefore, the subsurface exploration
information should be provided to the foundation contractor for detailed analysis and design cost
information. We recommend the design parameters be verified by a full-scale modulus test
(similar to a pile load test) performed in the field. The Geotechnical Engineer should be retained
to monitor the modulus test and subsequent production RIE/CMC installation.
Construction Considerations
The ground improvement installer should have a minimum of 5 years of experience installing the
proposed ground improvement system for projects of similar size and complexity.
The installer of the ground system should provide detailed design calculations sealed by a
professional engineer licensed in the New York. The design calculations should demonstrate the
ground improvement system is estimated to control long-term total and differential settlements to
that required for the project. The installer should warrant their work as well as the maximum total
and differential settlements they predict.
A detailed work plan should be prepared by the ground improvement installer and should be
reviewed and approved by Terracon prior to implementation of ground improvement operations.
As part of the ground improvement installation, an in-depth QA/QC program should be
implemented. Terracon should be provided the opportunity to assist with the review of the
specifications for this work to confirm that appropriate quality control steps are implemented.
SEISMIC CONSIDERATIONS
The seismic design requirements for buildings and other structures are based on Seismic Design
Category. Site Classification is required to determine the Seismic Design Category for a structure.
The Site Classification is based on the upper 100 feet of the site profile defined by a weighted
average value of either shear wave velocity, standard penetration resistance, or undrained shear
strength in accordance with Section 20.4 of ASCE 7 and the International Building Code (IBC).
Based on the soil properties encountered at the site and as described on the exploration logs and
results, it is our professional opinion that the Seismic Site Classification is E.
FLOOR SLABS
We anticipate the building slabs to be supported on Structural Fill placed over the improved soil,
as per the design-build submittal. Design parameters for floor slabs assume the requirements for
Ground Improvement section and those of the Ground Improvement Contractor have been
followed. Specific attention should be given to positive drainage away from the structure and positive
drainage of the Aggregate Base beneath the floor slab.
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
Geotechnical Engineering Report
Carpenter Park ■ Ithaca, New York
November 13, 2019 ■ Terracon Project No. J5195080
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Floor Slab Design Parameters
Item Description
Floor Slab Support 1,3 Minimum 12 inches3 of imported Slab Aggregate Base compacted to at least
90% of Modified Proctor (ASTM D 1557) placed directly upon improved soils.
Estimated Modulus of
Subgrade Reaction 2,4 100 pounds per square inch per inch (psi/in) for point loads
1.Floor slabs should be structurally independent of building footings or walls to reduce the possibility of floor
slab cracking caused by differential movements between the slab and foundation.
2.Modulus of subgrade reaction is an estimated value based upon our experience with the subgrade
condition, the requirements noted in Earthwork, and the floor slab support as noted in this table. It is
provided for point loads. For large area loads the modulus of subgrade reaction would be lower.
3.Based upon the ground improvement system, the minimum Slab Aggregate Base thickness may be
revisited and potentially reduced. The final aggregate base thickness for the floor slab bearing upon
improved soils should be determined by the design-builder ground improvement contractor. For example,
the material used for the load transfer platform (if required) may contribute toward the aggregate base
required beneath slab.
4.Based upon the ground improvement system, the Modulus of Subgrade Reaction may be revisited and
potentially increased. The final Modulus of Subgrade Reaction for the floor slab bearing upon improved
soils should be determined by the design-builder ground improvement contractor.
The use of a vapor retarder should be considered beneath concrete slabs on grade covered with
wood, tile, carpet, or other moisture sensitive or impervious coverings, or when the slab will
support equipment sensitive to moisture. When conditions warrant the use of a vapor retarder,
the slab designer should refer to ACI 302 and/or ACI 360 for procedures and cautions regarding
the use and placement of a vapor retarder.
Saw-cut control joints should be placed in the slab to help control the location and extent of
cracking. For additional recommendations refer to the ACI Design Manual. Joints or cracks should
be sealed with a water-proof, non-extruding compressible compound specifically recommended
for heavy duty concrete pavement and wet environments.
Where floor slabs are tied to perimeter walls or turn-down slabs to meet structural or other
construction objectives, our experience indicates differential movement between the walls and
slabs will likely be observed in adjacent slab expansion joints or floor slab cracks beyond the
length of the structural dowels. The Structural Engineer should account for potential differential
settlement through use of sufficient control joints, appropriate reinforcing or other means.
Settlement of floor slabs supported on improved soil should be determined by the design-build
ground improvement contractor.
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
Geotechnical Engineering Report
Carpenter Park ■ Ithaca, New York
November 13, 2019 ■ Terracon Project No. J5195080
Responsive ■Resourceful ■Reliable 17
Floor Slab Construction Considerations
Finished subgrade, within and for at least 10 feet beyond the floor slab, should be protected from
traffic, rutting, or other disturbance and maintained in a relatively moist condition until floor slabs are
constructed. If the subgrade should become damaged or desiccated prior to construction of floor
slabs, the affected material should be removed, and Structural Fill should be added to replace the
resulting excavation. Final conditioning of the finished subgrade should be performed immediately
prior to placement of the floor slab support course.
The Geotechnical Engineer should approve the condition of the floor slab subgrades immediately
prior to placement of the floor slab support course, reinforcing steel, and concrete. Attention should
be paid to high traffic areas that were rutted and disturbed earlier, and to areas where backfilled
trenches are located.
PAVEMENTS
General Pavement Comments
Pavement designs are provided for the traffic conditions and pavement life conditions as noted in
Project Description and in the following sections of this report. A critical aspect of pavement
performance is site preparation. Pavement designs, noted in this section, must be applied to the
site, which has been prepared as recommended in the Earthwork section.
Pavement Design Parameters
Pavement designs were based on AASHTO Guide for Design of Pavement Structures (1993)and
our experience with similar projects. The thickness of each course is a function of subgrade
strength, traffic, design life, serviceability factors, and frost susceptibility. An assumed subgrade
CBR of 4 was used for the AC pavement designs, and a modulus of subgrade reaction of 100 pci
was used for the PCC pavement designs. The values were empirically derived based upon the
results of our geotechnical investigation and our understanding of the quality of the subgrade as
prescribed by the Site Preparation conditions as outlined in Earthwork.
Pavement Section Thicknesses
Frost susceptibility is a major factor in the overall pavement section thickness. The total pavement
structural sections presented in this report are based also upon the expected depth of freeze,
which for the project site is anticipated at 48 inches.
Because of the fine-grained nature of the in-situ soil, and possible variations across the site of
subgrade material (i.e. existing fill; native soils; compacted Structural Fill), we recommend a
separation high-strength woven geotextile be placed upon all new approved flexible and rigid
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
Geotechnical Engineering Report
Carpenter Park ■ Ithaca, New York
November 13, 2019 ■ Terracon Project No. J5195080
Responsive ■Resourceful ■Reliable 18
pavement subgrades prior to placing the subbase course materials. A Mirafi RS280i or HP370 or
approved equivalent should be used. These geotextiles will provide separation (i.e. mitigate
migration of fines into the overlying subbase course material, which may contribute to its
degradation and loss of strength), filtration (i.e. allows for movement of water across the plane of
the geotextile with limited soil loss), confinement (i.e. will restrain lateral movement of the
aggregate), and reinforcement.
The following tables provides options for Asphaltic Concrete and for Portland Cement Sections:
Asphaltic Concrete Design
Layer Thickness (inches)
Light Duty 1 Heavy Duty 1
Asphalt Top Course 2 1.5 1.5
Asphalt Binder Course 2 2.5 3.5
Aggregate Base Course 2 12.0 12.0
1.See Project Description for more specifics regarding pavement type.
2.All materials should meet the current NYSDOT Department of Transportation (NYSDOT) StandardSpecifications.
■Asphalt Top Course, NYSDOT Sect. 402 for Type 12.5 F2 Top Course HMA, Item No. 402.127202
■Asphalt Binder Course, NYSDOT Sect. 402 for Type 19 F9 Binder Course HMA, Item No. 402.197902
■Aggregate Base Course,NYSDOT Sect.304 for Type 2 Subbase Course, Item No. 304.12
Portland Cement Concrete Design
Layer Thickness (inches)
Light Duty 3,4 Heavy Duty 2,3,4
PCC 1 6.0 8.0
Aggregate Base 1 12.0 12.0
1.All materials should meet the current State, County, and City Department of Transportation (NYSDOT)Standard Specifications for Highway and Bridge Construction.
■Concrete Pavement, NYSDOT Portland Cement Concrete Section 502, with a minimum compressivestrength of 4,000 psi at 28 days.
■Aggregate Base Course, NYSDOT Section 304 for Type 2 Subbase Course, Item No. 304.12
2.In areas of anticipated heavy traffic, fire trucks, delivery trucks, or concentrated loads (e.g. dumpster pads),and areas with repeated turning or maneuvering of heavy vehicles.
3.Proper joint spacing will be required to prevent excessive slab curling and shrinkage cracking. Joints should besealed to prevent entry of foreign material and doweled where necessary for load transfer.
4.Where practical, we recommend early-entry cutting of crack-control joints in PCC pavements. Cutting of theconcrete in its “green” state typically reduces the potential for micro-cracking of the pavements prior to the crackcontrol joints being formed, compared to cutting the joints after the concrete has fully set. Micro-cracking ofpavements may lead to crack formation in locations other than the sawed joints, and/or reduction of fatigue lifeof the pavement.
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
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HOLT Project No. 2018089
Received by DiMarco 02/25/2021
Geotechnical Engineering Report
Carpenter Park ■ Ithaca, New York
November 13, 2019 ■ Terracon Project No. J5195080
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The estimated pavement sections provided in this report are minimums for the assumed design
criteria, and as such, periodic maintenance should be expected. Areas for parking of heavy
vehicles, concentrated turn areas, and start/stop maneuvers could require thicker pavement
sections. Edge restraints (i.e. concrete curbs or aggregate shoulders) should be planned along
curves and areas of maneuvering vehicles. A maintenance program that includes surface sealing,
joint cleaning and sealing, and timely repair of cracks and deteriorated areas will increase the
pavement’s service life. As an option, thicker sections could be constructed to decrease future
maintenance.
Pavement Drainage
Pavements should be sloped to provide rapid drainage of surface water. Water allowed to pond
on or adjacent to the pavements could saturate the subgrade and contribute to premature
pavement deterioration. In addition, the pavement subgrade should be graded to provide positive
drainage within the granular base section.
Openings in pavements, such as decorative landscaped areas, are sources for water infiltration
into surrounding pavement systems. Water can collect in the islands and migrate into the
surrounding subgrade soils thereby degrading support of the pavement. This is especially
applicable for islands with raised concrete curbs, irrigated foliage, and low permeability near-
surface soils. The civil design for the pavements with these conditions should include features to
restrict or to collect and discharge excess water from the islands. Examples of features are edge
drains connected to the storm water collection system, longitudinal subdrains, or other suitable
outlet and impermeable barriers preventing lateral migration of water such as a cutoff wall
installed to a depth below the pavement structure.
Pavement Maintenance
The pavement sections represent minimum recommended thicknesses and, as such, periodic
maintenance should be anticipated. Therefore, preventive maintenance should be planned and
provided for through an on-going pavement management program. Maintenance activities are
intended to slow the rate of pavement deterioration and to preserve the pavement investment.
Maintenance consists of both localized maintenance (e.g. crack and joint sealing and patching)
and global maintenance (e.g. surface sealing). Preventive maintenance is usually the priority
when implementing a pavement maintenance program. Even with periodic maintenance, some
movements and related cracking may still occur, and repairs may be required.
Pavement performance is affected by its surroundings. In addition to providing preventive
maintenance, the civil engineer should consider the following recommendations in the design and
layout of pavements:
■Final grade adjacent to paved areas should slope down from the edges at a minimum 2%
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
Geotechnical Engineering Report
Carpenter Park ■ Ithaca, New York
November 13, 2019 ■ Terracon Project No. J5195080
Responsive ■Resourceful ■Reliable 20
■Subgrade and pavement surfaces should be properly sloped to promote proper surface
drainage
■Drainage systems should be installed below pavements where surrounding areas are
anticipated to be wet frequently
■Joint sealant and seal cracks should be installed immediately
■Seal all landscaped areas in or adjacent to pavements to reduce moisture migration to
subgrade soils
ENGINEERING SERVICES DURING CONSTRUCTION
The engineering recommendations provided in this report are based on the information obtained
from the subsurface exploration and laboratory testing. However, conditions on the site may vary
between the discrete locations that were observed at the time of our subsurface exploration. The
nature and extent of variations between borings may not become evident until during construction.
To account for this variability, Terracon should provide construction observation and testing of
subsurface conditions revealed during construction as an extension of our engineering services.
These services will also help in evaluating the Contractor's conformance with the plans and
specifications. Because of our understanding of the intent of the geotechnical engineering
recommendations, retaining Terracon for these services will allow us to provide consistent service
throughout the project construction.
Construction phase monitoring services may include, but are not limited to, observe earthwork
operations and evaluate excavated soils for possible re-use as Structural Fill, monitoring the
ground improvement operations, observation of shallow foundation subgrades, and placement
and compaction of all fill materials. These services should be performed by a qualified
representative working under supervision of the Geotechnical Engineer.
GENERAL COMMENTS
Our analysis and opinions are based upon our understanding of the project, the geotechnical
conditions in the area, and the data obtained from our site exploration. Natural variations will occur
between exploration point locations or due to the modifying effects of construction or weather.
The nature and extent of such variations may not become evident until during or after construction.
Terracon should be retained as the Geotechnical Engineer, where noted in this report, to provide
observation and testing services during pertinent construction phases. If variations appear, we
can provide further evaluation and supplemental recommendations. If variations are noted in the
absence of our observation and testing services on-site, we should be immediately notified so
that we can provide evaluation and supplemental recommendations.
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
Geotechnical Engineering Report
Carpenter Park ■ Ithaca, New York
November 13, 2019 ■ Terracon Project No. J5195080
Responsive ■Resourceful ■Reliable 21
Our Scope of Services does not include either specifically or by implication any environmental or
biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of
pollutants, hazardous materials or conditions. If the owner is concerned about the potential for
such contamination or pollution, other studies should be undertaken.
Our services and any correspondence or collaboration through this system are intended for the
sole benefit and exclusive use of our client for specific application to the project discussed and
are accomplished in accordance with generally accepted geotechnical engineering practices with
no third-party beneficiaries intended. Any third-party access to services or correspondence is
solely for information purposes to support the services provided by Terracon to our client.
Reliance upon the services and any work product is limited to our client, and is not intended for
third parties. Any use or reliance of the provided information by third parties is done solely at their
own risk. No warranties, either express or implied, are intended or made.
Site characteristics as provided are for design purposes and not to estimate excavation cost. Any
use of our report in that regard is done at the sole risk of the excavating cost estimator as there
may be variations on the site that are not apparent in the data that could significantly impact
excavation cost. Any parties charged with estimating excavation costs should seek their own site
characterization for specific purposes to obtain the specific level of detail necessary for costing.
Site safety, and cost estimating including, excavation support, and dewatering
requirements/design are the responsibility of others. If changes in the nature, design, or location
of the project are planned, our conclusions and recommendations shall not be considered valid
unless we review the changes and either verify or modify our conclusions in writing.
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
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FIGURES
Contents:
GeoModel (2 pages)
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
220
240
260
280
300
320
340
360
380
400
ELEVATION (MSL) (feet)Carpenter Park Ithaca, NY
Terracon Project No. J5195080
Layering shown on this figure has been developed by thegeotechnical engineer for purposes of modeling the subsurfaceconditions as required for the subsequent geotechnical engineeringfor this project.Numbers adjacent to soil column indicate depth below ground
surface.
NOTES:
B-1 B-2 B-3 AB-1 AB-2 AB-3 AB-4 AB-5 AB-6 AB-7
GEOMODEL-Building Borings
This is not a cross section. This is intended to display the Geotechnical Model only. See individual logs for more detailed conditions.
Second Water Observation
Third Water Observation
First Water Observation
Mixture of Sand and Gravel with Silt; generally medium denseto very dense3
Mixtures of silt, clay, and fine sands; with shell and seams ofpeat/marl; brown, gray, black; generally very soft to soft orloose4
LEGEND
Topsoil
Fill
Sandy Silt
Sandy Silty Clay
Clayey Sand with Gravel
Organic Silt with Sand
Silty Clay
Silty Sand
Silt
Poorly-graded Sand withSilt
Silty Sand with Gravel
Silty Gravel with Sand
Well-graded Gravel withsilt and sand
Well-graded Sand withGravel
Poorly-graded Sand
Model Layer General DescriptionLayer Name
Topsoil; Mixtures of silt, sand, and gravel with debris (bricks;concrete; glass) and organic matter; gray, brown, black1
Mixtures of silt, clay, and fine sands; with shell and seams ofpeat/marl; brown, gray, black; generally very soft to soft or
loose2
Sand/Gravel Soils
Native Lower FineGrained Soils
Fill/Topsoil
Native Upper FineGrained Soils
2
80
92
1
2
3
7
83
105
152
1
2
3
4
15
4
87
100
152
8.3 1
2
3
4
14.7
78
93
125
2
3
4
63
68
8387
125
2
3
2
3
4
6872
2
3
11.75
72
2
60
98
125
2
3
4
7
78
108
1
2
3
9 3
62
1
2
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
380
381
382
383
384
385
386
387
388
389
390
ELEVATION (MSL) (feet)Carpenter Park Ithaca, NY
Terracon Project No. J5195080
Layering shown on this figure has been developed by thegeotechnical engineer for purposes of modeling the subsurfaceconditions as required for the subsequent geotechnical engineeringfor this project.Numbers adjacent to soil column indicate depth below ground
surface.
NOTES:
P-1
P-2
P-3
P-4
P-5
P-6
P-7
P-8
GEOMODEL- Pavement Borings
This is not a cross section. This is intended to display the Geotechnical Model only. See individual logs for more detailed conditions.
Second Water Observation
Third Water Observation
First Water Observation
Mixture of Sand and Gravel with Silt; generally medium denseto very dense3
Mixtures of silt, clay, and fine sands; with shell and seams ofpeat/marl; brown, gray, black; generally very soft to soft orloose4
LEGEND
Fill
Silty Clay
Silt
Model Layer General DescriptionLayer Name
Topsoil; Mixtures of silt, sand, and gravel with debris (bricks;concrete; glass) and organic matter; gray, brown, black1
Mixtures of silt, clay, and fine sands; with shell and seams ofpeat/marl; brown, gray, black; generally very soft to soft or
loose2
Sand/Gravel Soils
Native LowerFine-Grained Soils
Fill/Topsoil
Native UpperFine-Grained Soils
6
1
6
1
6
1
6
1
6
1
4
6
1
2 4
6
1
2
3
6
1
2
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
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ATTACHMENTS
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
Geotechnical Engineering Report
Carpenter Park ■ Ithaca, New York
November 13, 2019 ■ Terracon Project No. J5195080
Responsive ■Resourceful ■Reliable EXPLORATION AND TESTING PROCEDURES 1 of 2
EXPLORATION AND TESTING PROCEDURES
Test Borings
Number of Borings Boring Depth (feet)Location
10
(B-1 through B-3; AB-1 through
AB-7)
62 to 152 Building
8
(P-1 through P-8)6 Pavement
Boring Layout and Elevations: Terracon personnel provided the boring layout. Coordinates
were obtained with a handheld GPS unit (estimated horizontal accuracy of about ±20 feet) and
approximate elevations were obtained by interpolation from the grading plans prepared by
Passero Associates, dated May 2019. If elevations and a more precise boring layout are desired,
we recommend borings be surveyed following completion of fieldwork.
Subsurface Exploration Procedures: We advanced the borings with an ATV-mounted rotary drill
rig using continuous hollow stem flight augers. Most of the borings were advanced using rotary
wash boring methods, and drilling mud was generally employed as a drilling fluid to advance the
borehole. At the location of B-3 a temporary groundwater well was installed. Soil sampling was
performed using thin-wall tube and/or split-spoon sampling procedures. In the thin-walled tube
sampling procedure, a thin-walled, seamless steel tube with a sharp cutting edge is pushed
hydraulically into the soil to obtain a relatively undisturbed sample. In the split-spoon sampling
procedure, a standard 2-inch outer diameter split-barrel sampling spoon is driven into the ground by
a 140-pound automatic hammer falling 30 inches. The number of blows required to advance the
sampling spoon the middle 12 inches of a normal 24-inch penetration is recorded as the Standard
Penetration Test (SPT) resistance value. The SPT resistance values, also referred to as N-values,
are indicated on the boring logs at the test depths. Borings AB-1, AB-2, AB-3, AB-4, and AB-5 were
advanced to a depth of 45 to 50 without sampling. For safety purposes, all borings are backfilled
with auger cuttings after their completion.
The sampling depths, penetration distances, and other sampling information was recorded on the
field boring logs. The samples were placed in appropriate containers and taken to our soil laboratory
for testing and classification by a Geotechnical Engineer. Our exploration team prepared field
boring logs as part of the drilling operations. These field logs included visual classifications of the
materials encountered during drilling and our interpretation of the subsurface conditions between
samples. Final boring logs were prepared from the field logs. The final boring logs represent the
Geotechnical Engineer's interpretation of the field logs and include modifications based on
observations and tests of the samples in our laboratory.
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
Geotechnical Engineering Report
Carpenter Park ■ Ithaca, New York
November 13, 2019 ■ Terracon Project No. J5195080
Responsive ■Resourceful ■Reliable EXPLORATION AND TESTING PROCEDURES 2 of 2
Laboratory Testing
The project engineer reviewed the field data and assigned laboratory tests to understand the
engineering properties of the various soil strata, as necessary, for this project. Procedural
standards noted below are for reference to methodology in general. In some cases, variations to
methods were applied because of local practice or professional judgment. Standards noted below
include reference to other, related standards. Such references are not necessarily applicable to
describe the specific test performed.
■ASTM D2216 Standard Test Methods for Laboratory Determination of Water (Moisture)
Content of Soil and Rock by Mass
■ASTM D4318 Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of
Soils
■ASTM D422 Standard Test Method for Particle-Size Analysis of Soils
■ASTM D2435/D2435M Standard Test Methods for One-Dimensional Consolidation
Properties of Soils Using Incremental Loading
■ASTM D2166 Standard Test Method for Unconfined Compressive Strength of Cohesive
Soil
The laboratory testing program included examination of soil samples by a geologist. Based on
the material’s texture and plasticity, we described and classified the soil samples in accordance
with the Unified Soil Classification System.
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
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SITE LOCATION AND EXPLORATION PLANS
Contents:
Site Location Plan
Exploration Plans (5 pages)
Note: All attachments are one page unless noted above.
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
SITE LOCATION
Carpenter Park ■ Ithaca, NY
Terracon Project No. J5195080
TOPOGRAPHIC MAP IMAGE COURTESY OF THE U.S. GEOLOGICAL SURVEY QUADRANGLES INCLUDE: ITHACA WEST, NY (1/1/1949), ITHACA WEST, NY (1/1/1978) and ITHACA EAST, NY (1/1/1978).
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES
SITE
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
EXPLORATION PLAN - AERIAL
Carpenter Park ■ Ithaca, NY
Terracon Project No. J5195080
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES AERIAL PHOTOGRAPHY PROVIDED BY MICROSOFT BING MAPS
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
EXPLORATION PLAN - OVERLAY
Carpenter Park ■ Ithaca, NY
Terracon Project No. J5195080
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES AERIAL PHOTOGRAPHY PROVIDED BY MICROSOFT BING MAPS
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
EXPLORATION PLAN - 1
Carpenter Park ■ Ithaca, New York
Terracon Project No. PJ5195080
Base Drawing Provided by DiMarco Group DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
EXPLORATION PLAN - 2
Carpenter Park ■ Ithaca, New York
Terracon Project No. PJ5195080
Base Drawing Provided by DiMarco Group DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
EXPLORATION PLAN - 3
Carpenter Park ■ Ithaca, New York
Terracon Project No. PJ5195080
Base Drawing Provided by DiMarco Group
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
Responsive ■Resourceful ■Reliable
EXPLORATION RESULTS
Contents:
Boring Logs (37 pages)
Grain Size Distribution (2 pages)
Atterberg Limits (2 pages)
Unconfined Compressive Strength (4 pages)
Consolidation (5 pages)
Note: All attachments are one page unless noted above.
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
5-18-16-8N=34
5-5-7-12N=12
9-8-5-6
N=13
3-3-2-2N=5
WOH/1.0-2-3N = 2
3-4-5-5
N=9
Undisturbed
Sample
2-2-1-2N=3
2-2-2-2N=4
WOH-2-2-2N = 4
WOR/1.0-1-1
N = 1
WOH/2.0'N = WOH
WOH/2.0'N = WOH
20
21
12
18
16
15
17.5
5
2
12
20
19
22
TOPSOIL
FILL - SILTY SAND , with gravel, black and brown
SANDY SILT (ML), trace clay, trace organic matter, brown with black,medium dense
SANDY SILTY CLAY (CL-ML), trace gravel, trace organic matter,
olive-brown and black, stiff
CLAYEY SAND WITH GRAVEL (SC), trace organic matter, olive-brown
and black, loose
ORGANIC CLAY (OL), trace sand, occasional Peat seams, occasional shellfragments, black, medium stiff
SILTY CLAY (CL-ML), trace sand, mottled brown and gray, stiff
Becomes olive brown, soft
SILTY SAND (SM), trace organic matter, gray, loose
SILT (ML), trace sand, occasional find sand lenses, occasional clay
partings, brown - gray with black, soft
Becomes gray, contains frequent shell fragments
SILTY CLAY (CL-ML), trace sand, trace shell fragments, olive - gray, verysoft
0.3
2.0
4.0
6.0
8.0
10.0
25.0
30.0
40.0
387.5+/-
386+/-
384+/-
382+/-
380+/-
378+/-
363+/-
358+/-
348+/-
WOH = Weight of Hammer and RodsWOR = Weight of Rods
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL J5195080 CARPENTER PARK -MERGEDFINAL_LAB.GPJ TERRACON_DATATEMPLATE.GDT 11/8/19WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10
15
20
25
30
35
40 FIELD TESTRESULTSRECOVERY (In.)WATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 42.4459° Longitude: -76.5092°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 388 (Ft.) +/-
Page 1 of 3
Advancement Method:Open hole/Mud Rotary with 3 7/8 inch tricone roller bit and 2inch OD Split Barrel Sampler
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: J5195080
Drill Rig: CME-550X
BORING LOG NO. B-1
Park Grove Realty LLCCLIENT:Rochester, NY
Driller: R. Brown
Boring Completed: 05-31-2018
PROJECT: Carpenter Park
Elevations were interpolated from a topographic siteplan.
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
NYS Route 13 Ithaca, NY
SITE:
Boring Started: 05-30-2018
15 Marway Cir, Ste 2BRochester, NY
Drilling Mud utilized to advance borehole
WATER LEVEL OBSERVATIONS
1
2 SAMPLE TYPESECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
WOH/2.0'N = WOH
WOR/2.0'
N = WOR
WOR/2.0'
N = WOR
3-3-5-7N=8
4-5-5-7N=10
1-1-1-1
N=2
2-3-4-5
N=7
18-24-16-16N=40
20-17-16-22
23
24
20
0
16
18
21
16
SILTY CLAY (CL-ML), trace sand, trace shell fragments, olive - gray, verysoft (continued)
POORLY GRADED SAND WITH SILT (SP-SM), dark gray, medium dense
SILT (ML), trace sand, gray, very loose to loose
Contains occasional clay partings
SILTY SAND WITH GRAVEL (SM), gray, medium dense to dense
65.0
70.0
80.0
323+/-
318+/-
308+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL J5195080 CARPENTER PARK -MERGEDFINAL_LAB.GPJ TERRACON_DATATEMPLATE.GDT 11/8/19WATER LEVELOBSERVATIONSDEPTH (Ft.)45
50
55
60
65
70
75
80
85 FIELD TESTRESULTSRECOVERY (In.)WATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 42.4459° Longitude: -76.5092°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 388 (Ft.) +/-
Page 2 of 3
Advancement Method:Open hole/Mud Rotary with 3 7/8 inch tricone roller bit and 2inch OD Split Barrel Sampler
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: J5195080
Drill Rig: CME-550X
BORING LOG NO. B-1
Park Grove Realty LLCCLIENT:Rochester, NY
Driller: R. Brown
Boring Completed: 05-31-2018
PROJECT: Carpenter Park
Elevations were interpolated from a topographic siteplan.
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
NYS Route 13 Ithaca, NY
SITE:
Boring Started: 05-30-2018
15 Marway Cir, Ste 2BRochester, NY
Drilling Mud utilized to advance borehole
WATER LEVEL OBSERVATIONS
2
3 SAMPLE TYPESECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
N=33
16-12-16-17
N=28
20
12
SILTY SAND WITH GRAVEL (SM), gray, medium dense to dense(continued)
Boring Terminated at 92 Feet
92.0 296+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL J5195080 CARPENTER PARK -MERGEDFINAL_LAB.GPJ TERRACON_DATATEMPLATE.GDT 11/8/19WATER LEVELOBSERVATIONSDEPTH (Ft.)90 FIELD TESTRESULTSRECOVERY (In.)WATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 42.4459° Longitude: -76.5092°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 388 (Ft.) +/-
Page 3 of 3
Advancement Method:Open hole/Mud Rotary with 3 7/8 inch tricone roller bit and 2inch OD Split Barrel Sampler
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: J5195080
Drill Rig: CME-550X
BORING LOG NO. B-1
Park Grove Realty LLCCLIENT:Rochester, NY
Driller: R. Brown
Boring Completed: 05-31-2018
PROJECT: Carpenter Park
Elevations were interpolated from a topographic siteplan.
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
NYS Route 13 Ithaca, NY
SITE:
Boring Started: 05-30-2018
15 Marway Cir, Ste 2BRochester, NY
Drilling Mud utilized to advance borehole
WATER LEVEL OBSERVATIONS
3 SAMPLE TYPESECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
8-12-14-22N=26
13-7-9-11N=16
7-3-4-4
N=7
7-5-3-2N=8
1-3-3-3N=6
3-2-2-2
N=4
2-1-1-1
N=2
WOH/1.0-1-2N = 1
2-1-2-1N=3
WOH/1.0-1-WOH
N = 1
WOR/2.0N = WOR
WOH/2.0'N = WOH
9
6
0
0
10
18
19
24
24
24
24
24
TOPSOIL
FILL - SILTY SAND WITH GRAVEL , trace brick fragements, traceconcrete fragments, brown and black, saturated
SILTY CLAY (CL-ML), trace sand, trace organic matter, occasional Peat
inclusions, olive-brown with black, soft to medium stiff
Becomes brown-gray
Becomes gray, very soft
Contains frequent peat seams
SILTY SAND (SM), trace peat, fine grained, dark gray and black, very loose,saturated
SILTY CLAY (CL-ML), trace sand, occasional fine sand lenses, brown to
gray, very soft
Contains numerous shell fragments
0.3
7.0
25.0
30.0
390+/-
383+/-
365+/-
360+/-
WOH = Weight of Hammer and RodsWOR = Weight of Rods
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL J5195080 CARPENTER PARK -MERGEDFINAL_LAB.GPJ TERRACON_DATATEMPLATE.GDT 11/8/19WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10
15
20
25
30
35
40 FIELD TESTRESULTSRECOVERY (In.)WATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 42.4466° Longitude: -76.5092°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 390 (Ft.) +/-
Page 1 of 4
Advancement Method:Open hole/Mud Rotary with 3 7/8 inch tricone roller bit and 2inch OD Split Barrel Sampler
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: J5195080
Drill Rig: CME-550X
BORING LOG NO. B-2
Park Grove Realty LLCCLIENT:Rochester, NY
Driller: R. Brown
Boring Completed: 06-12-2018
PROJECT: Carpenter Park
Elevations were interpolated from a topographic siteplan.
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
NYS Route 13 Ithaca, NY
SITE:
Boring Started: 06-06-2018
15 Marway Cir, Ste 2BRochester, NY
Drilling Mud utilized to advance borehole
15 ft BGS on 6/12/18
(Open hole to 152 ft BGS)
WATER LEVEL OBSERVATIONS
1
2 SAMPLE TYPESECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
WOR-WOH/1.5'N = WOH
WOR/2.0
N = WOR
WOR/2.0
N = WOR
WOH-1-2-4N = 3
1-2-3-5N=5
3-4-3-3
N=7
3-2-2-2
N=4
8-10-12-8N=22
18-20-20-23
24
24
24
24
18
22
18
16
SILTY CLAY (CL-ML), trace sand, occasional fine sand lenses, brown togray, very soft (continued)
SILT (ML), trace sand, trace clay, gray, soft
POORLY GRADED SAND WITH SILT (SP-SM), loose, saturated
SILT (ML), occasional fine sand lenses, gray and brown, soft to medium
stiff, saturated
SILTY GRAVEL WITH SAND (GM), gray, dense, saturated
60.0
65.0
70.0
83.0
330+/-
325+/-
320+/-
307+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL J5195080 CARPENTER PARK -MERGEDFINAL_LAB.GPJ TERRACON_DATATEMPLATE.GDT 11/8/19WATER LEVELOBSERVATIONSDEPTH (Ft.)45
50
55
60
65
70
75
80
85 FIELD TESTRESULTSRECOVERY (In.)WATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 42.4466° Longitude: -76.5092°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 390 (Ft.) +/-
Page 2 of 4
Advancement Method:Open hole/Mud Rotary with 3 7/8 inch tricone roller bit and 2inch OD Split Barrel Sampler
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: J5195080
Drill Rig: CME-550X
BORING LOG NO. B-2
Park Grove Realty LLCCLIENT:Rochester, NY
Driller: R. Brown
Boring Completed: 06-12-2018
PROJECT: Carpenter Park
Elevations were interpolated from a topographic siteplan.
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
NYS Route 13 Ithaca, NY
SITE:
Boring Started: 06-06-2018
15 Marway Cir, Ste 2BRochester, NY
Drilling Mud utilized to advance borehole
15 ft BGS on 6/12/18
(Open hole to 152 ft BGS)
WATER LEVEL OBSERVATIONS
2
3 SAMPLE TYPESECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
N=40
22-24-20-20
N=44
18-23-25-25N=48
15-15-20-24N=35
10-8-5-5
N=13
3-3-2-2
N=5
2-3-2-3N=5
2-3-6-2N=9
1-1-WOH/1.0'N = 1
0
3
6
10
10
12
10
12
18
SILTY GRAVEL WITH SAND (GM), gray, dense, saturated (continued)
WELL GRADED GRAVEL WITH SILT AND SAND (GW-GM), brown-gray,dense
SILTY SAND (SM), fine grained, brown-gray, dense
SILTY CLAY (CL-ML), trace sand, brown, stiff
Contains occasional silt seams and partings, becomes medium stiff
SILT (ML), occasional fine sand lenses, gray and black, soft to medium stiff
SILTY CLAY (CL), trace sand, brown to light brown, very soft to soft
95.0
100.0
105.0
120.0
125.0
295+/-
290+/-
285+/-
270+/-
265+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL J5195080 CARPENTER PARK -MERGEDFINAL_LAB.GPJ TERRACON_DATATEMPLATE.GDT 11/8/19WATER LEVELOBSERVATIONSDEPTH (Ft.)90
95
100
105
110
115
120
125 FIELD TESTRESULTSRECOVERY (In.)WATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 42.4466° Longitude: -76.5092°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 390 (Ft.) +/-
Page 3 of 4
Advancement Method:Open hole/Mud Rotary with 3 7/8 inch tricone roller bit and 2inch OD Split Barrel Sampler
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: J5195080
Drill Rig: CME-550X
BORING LOG NO. B-2
Park Grove Realty LLCCLIENT:Rochester, NY
Driller: R. Brown
Boring Completed: 06-12-2018
PROJECT: Carpenter Park
Elevations were interpolated from a topographic siteplan.
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
NYS Route 13 Ithaca, NY
SITE:
Boring Started: 06-06-2018
15 Marway Cir, Ste 2BRochester, NY
Drilling Mud utilized to advance borehole
15 ft BGS on 6/12/18
(Open hole to 152 ft BGS)
WATER LEVEL OBSERVATIONS
3
4 SAMPLE TYPESECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
WOH/1.5 - 3
N = WOH
1-2-1-1N=3
UndisturbedSample
2-3-3-2
N=6
5-7-9-15
N=16
20
0
24
10
13
SILTY CLAY (CL), trace sand, brown to light brown, very soft to soft(continued)
SILT (ML), occasional clay partings, occasional fine sand lenses, gray toblack, soft to medium stiff
Boring Terminated at 152 Feet
145.0
152.0
245+/-
238+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL J5195080 CARPENTER PARK -MERGEDFINAL_LAB.GPJ TERRACON_DATATEMPLATE.GDT 11/8/19WATER LEVELOBSERVATIONSDEPTH (Ft.)130
135
140
145
150 FIELD TESTRESULTSRECOVERY (In.)WATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 42.4466° Longitude: -76.5092°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 390 (Ft.) +/-
Page 4 of 4
Advancement Method:Open hole/Mud Rotary with 3 7/8 inch tricone roller bit and 2inch OD Split Barrel Sampler
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: J5195080
Drill Rig: CME-550X
BORING LOG NO. B-2
Park Grove Realty LLCCLIENT:Rochester, NY
Driller: R. Brown
Boring Completed: 06-12-2018
PROJECT: Carpenter Park
Elevations were interpolated from a topographic siteplan.
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
NYS Route 13 Ithaca, NY
SITE:
Boring Started: 06-06-2018
15 Marway Cir, Ste 2BRochester, NY
Drilling Mud utilized to advance borehole
15 ft BGS on 6/12/18
(Open hole to 152 ft BGS)
WATER LEVEL OBSERVATIONS
4 SAMPLE TYPESECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
3-7-9-7N=16
7-4-3-3N=7
5-7-6-8
N=13
4-3-5-5N=8
WOH-2-1-2N = 3
WOH/1.0' -2-2
N = 2
WOH/2.0'
N = WOH
2-2-2-1N=4
2-3-1-1N=4
WOH/2.0'
N = WOH
WOR/2.0'N = WOR
WOH/2.0'N = WOH
18
8
6
12
14
20
10
18
12
24
24
24
TOPSOIL
FILL - SILTY SAND , trace gravel, trace wood fragments, trace brickfragments, brown
Becomes brown-black
SANDY SILTY CLAY (CL-ML), trace gravel, olive-brown, stiff
SILTY CLAY (CL-ML), trace sand, trace organic matter, olive-brown, soft to
medium stiff
Becomes soft
Becomes olive gray and black, contains occasional peat seams
POORLY GRADED SAND WITH SILT (SP-SM), trace organic matter, traceshell fragments, fine grained, gray, loose
SILT (ML), with sand, trace clay, trace organic matter, gray, soft to mediumstiff
SILT (ML), trace organic matter, gray, soft, saturated
SILTY CLAY (CL-ML), trace sand, trace organic matter, trace shell
fragments, gray, very soft
0.3
4.0
6.0
20.0
25.0
30.0
35.0
389+/-
385+/-
383+/-
369+/-
364+/-
359+/-
354+/-
WOH = Weight of Hammer and RodsWOR = Weight of Rods
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL J5195080 CARPENTER PARK -MERGEDFINAL_LAB.GPJ TERRACON_DATATEMPLATE.GDT 11/8/19WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10
15
20
25
30
35
40 FIELD TESTRESULTSRECOVERY (In.)WATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 42.4473° Longitude: -76.5087°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 389 (Ft.) +/-
Page 1 of 4
Advancement Method:Open hole/Mud Rotary with 3 7/8 inch tricone roller bit and 2inch OD Split Barrel Sampler
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: J5195080
Drill Rig: CME-550X
BORING LOG NO. B-3
Park Grove Realty LLCCLIENT:Rochester, NY
Driller: R. Brown
Boring Completed: 06-18-2018
PROJECT: Carpenter Park
Elevations were interpolated from a topographic siteplan.
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
NYS Route 13 Ithaca, NY
SITE:
Boring Started: 06-04-2018
15 Marway Cir, Ste 2BRochester, NY
Drilling Mud utilized to advance borehole. 1" PVC GW observation well installed at completion
14.7 ft BGS on 6/13/18. Casing at 75' BGS
8.3 ft BGS on 7/23/18
WATER LEVEL OBSERVATIONS
1
2 SAMPLE TYPESECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
UndisturbedSample
WOH/2.0'
N = WOH
Undisturbed
Sample
6-6-8-8N=14
14-6-5-6N=11
9-6-6-9
N=12
3-3-4-7
N=7
10-9-13-15N=22
7-3-5-11
0
22
0
12
10
12
18
12
SILTY CLAY (CL-ML), trace sand, trace organic matter, trace shellfragments, gray, very soft (continued)
SILTY SAND (SM), trace gravel, fine grained, gray, loose to medium dense,saturated
60.0 329+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL J5195080 CARPENTER PARK -MERGEDFINAL_LAB.GPJ TERRACON_DATATEMPLATE.GDT 11/8/19WATER LEVELOBSERVATIONSDEPTH (Ft.)45
50
55
60
65
70
75
80
85 FIELD TESTRESULTSRECOVERY (In.)WATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 42.4473° Longitude: -76.5087°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 389 (Ft.) +/-
Page 2 of 4
Advancement Method:Open hole/Mud Rotary with 3 7/8 inch tricone roller bit and 2inch OD Split Barrel Sampler
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: J5195080
Drill Rig: CME-550X
BORING LOG NO. B-3
Park Grove Realty LLCCLIENT:Rochester, NY
Driller: R. Brown
Boring Completed: 06-18-2018
PROJECT: Carpenter Park
Elevations were interpolated from a topographic siteplan.
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
NYS Route 13 Ithaca, NY
SITE:
Boring Started: 06-04-2018
15 Marway Cir, Ste 2BRochester, NY
Drilling Mud utilized to advance borehole. 1" PVC GW observation well installed at completion
14.7 ft BGS on 6/13/18. Casing at 75' BGS
8.3 ft BGS on 7/23/18
WATER LEVEL OBSERVATIONS
2 SAMPLE TYPESECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
N=8
9-9-13-12N=22
3-5-9-15N=14
5-3-3-5
N=6
6-10-9-12N=19
3-5-5-7N=10
2-4-6-10N=10
14
6
18
6
18
10
12
WELL GRADED SAND WITH GRAVEL (SW), trace silt, gray, medium
dense, saturated
POORLY GRADED SAND WITH SILT (SP-SM), fine grained, dark gray toblack, loose to medium dense, saturated
SILT (ML), trace sand, frequent fine sand lenses, brown, loose to mediumdense
Contains occasional clay partings
SILTY CLAY (CL-ML), trace sand, occasional silt seams and partings,brown and dark gray, stiff
87.0
100.0
115.0
125.0
302+/-
289+/-
274+/-
264+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL J5195080 CARPENTER PARK -MERGEDFINAL_LAB.GPJ TERRACON_DATATEMPLATE.GDT 11/8/19WATER LEVELOBSERVATIONSDEPTH (Ft.)90
95
100
105
110
115
120
125 FIELD TESTRESULTSRECOVERY (In.)WATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 42.4473° Longitude: -76.5087°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 389 (Ft.) +/-
Page 3 of 4
Advancement Method:Open hole/Mud Rotary with 3 7/8 inch tricone roller bit and 2inch OD Split Barrel Sampler
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: J5195080
Drill Rig: CME-550X
BORING LOG NO. B-3
Park Grove Realty LLCCLIENT:Rochester, NY
Driller: R. Brown
Boring Completed: 06-18-2018
PROJECT: Carpenter Park
Elevations were interpolated from a topographic siteplan.
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
NYS Route 13 Ithaca, NY
SITE:
Boring Started: 06-04-2018
15 Marway Cir, Ste 2BRochester, NY
Drilling Mud utilized to advance borehole. 1" PVC GW observation well installed at completion
14.7 ft BGS on 6/13/18. Casing at 75' BGS
8.3 ft BGS on 7/23/18
WATER LEVEL OBSERVATIONS
2
3
4 SAMPLE TYPESECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
3-3-10-12
N=13
2-3-13-20N=16
4-6-9-14N=15
8-12-15-19
N=27
11-17-12-17
N=29
14
18
SILT (ML), dark gray, medium dense
SILTY CLAY (CL-ML), trace sand, occasional silt seams and partings,
brown, very stiff
SILT (ML), trace sand, gray and brown, medium dense
SILTY CLAY (CL-ML), occasional fine sand lenses, occasional silt
partinngs, gray, very stiff
Boring Terminated at 152 Feet
130.0
135.0
140.0
150.0
152.0
259+/-
254+/-
249+/-
239+/-
237+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL J5195080 CARPENTER PARK -MERGEDFINAL_LAB.GPJ TERRACON_DATATEMPLATE.GDT 11/8/19WATER LEVELOBSERVATIONSDEPTH (Ft.)130
135
140
145
150 FIELD TESTRESULTSRECOVERY (In.)WATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 42.4473° Longitude: -76.5087°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 389 (Ft.) +/-
Page 4 of 4
Advancement Method:Open hole/Mud Rotary with 3 7/8 inch tricone roller bit and 2inch OD Split Barrel Sampler
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: J5195080
Drill Rig: CME-550X
BORING LOG NO. B-3
Park Grove Realty LLCCLIENT:Rochester, NY
Driller: R. Brown
Boring Completed: 06-18-2018
PROJECT: Carpenter Park
Elevations were interpolated from a topographic siteplan.
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
NYS Route 13 Ithaca, NY
SITE:
Boring Started: 06-04-2018
15 Marway Cir, Ste 2BRochester, NY
Drilling Mud utilized to advance borehole. 1" PVC GW observation well installed at completion
14.7 ft BGS on 6/13/18. Casing at 75' BGS
8.3 ft BGS on 7/23/18
WATER LEVEL OBSERVATIONS
4 SAMPLE TYPESECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
Boring advanced to 50 feet BGS without sampling
WOH = Weight of Hammer and RodsWOR = Weight of Rods
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL J5195080 CARPENTER PARK -MERGEDFINAL_LAB.GPJ TERRACON_DATATEMPLATE.GDT 11/8/19WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10
15
20
25
30
35
40 FIELD TESTRESULTSRECOVERY (In.)WATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 42.4456° Longitude: -76.5094°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 389 (Ft.) +/-
Page 1 of 3
Advancement Method:Open Hole / Mud Rotary with 3 7/8 inch tricone roller bitand 2 inch OD Split Barrel Sampler
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: J5195080
Drill Rig: Diedrich D-50
BORING LOG NO. AB-1
Park Grove Realty LLCCLIENT:Rochester, NY
Driller: J. Tojdowski
Boring Completed: 10-09-2019
PROJECT: Carpenter Park
Elevations were interpolated from a topographic siteplan.
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
NYS Route 13 Ithaca, NY
SITE:
Boring Started: 10-07-2019
15 Marway Cir, Ste 2BRochester, NY
Drilling Mud utilized to advance borehole
WATER LEVEL OBSERVATIONS
2 SAMPLE TYPESECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
WOH/2.0'
N=WOH
WOH/2.0'
N=WOH
4-5-4-4N=9
5-5-5-7N=10
3-4-4-3
N=8
WOH/2.0'
N=WOH
16-21-21-18N=42
20-20-14-18
24
24
24
18
14
18
62
35
30
18
20
29
10
Boring advanced to 50 feet BGS without sampling (continued)
SILTY CLAY (CL-ML), trace peat, occasional marl seams, gray, very soft
SILT (ML), trace clay, gray, very soft
POORLY GRADED SAND WITH SILT (SP-SM), occasional clay seams,gray, loose to medium dense
SILTY CLAY (CL-ML), trace peat, gray, very soft
SILTY SAND WITH GRAVEL (SM), gray, dense
50.0
53.0
63.0
73.0
78.0
339+/-
336+/-
326+/-
316+/-
311+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL J5195080 CARPENTER PARK -MERGEDFINAL_LAB.GPJ TERRACON_DATATEMPLATE.GDT 11/8/19WATER LEVELOBSERVATIONSDEPTH (Ft.)45
50
55
60
65
70
75
80
85 FIELD TESTRESULTSRECOVERY (In.)WATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 42.4456° Longitude: -76.5094°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 389 (Ft.) +/-
Page 2 of 3
Advancement Method:Open Hole / Mud Rotary with 3 7/8 inch tricone roller bitand 2 inch OD Split Barrel Sampler
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: J5195080
Drill Rig: Diedrich D-50
BORING LOG NO. AB-1
Park Grove Realty LLCCLIENT:Rochester, NY
Driller: J. Tojdowski
Boring Completed: 10-09-2019
PROJECT: Carpenter Park
Elevations were interpolated from a topographic siteplan.
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
NYS Route 13 Ithaca, NY
SITE:
Boring Started: 10-07-2019
15 Marway Cir, Ste 2BRochester, NY
Drilling Mud utilized to advance borehole
WATER LEVEL OBSERVATIONS
2
3 SAMPLE TYPESECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
N=34
WOR-WOH/1.0'-2N=WOH
4-8-12-18N=20
WOR/1.0'-4-6
N=WOH
WOH/2.0'
N=WOH
6-2-WOH-5N=2
WOR/1.0'-WOH/1.0'N=WOH
WOH/2.0'N=WOH
15
19
24
24
24
16
12
10
5
19
28
22
22
27
27
SILTY SAND WITH GRAVEL (SM), gray, dense (continued)
POORLY GRADED SAND (SP), trace silt, dark gray, very loose
SILTY SAND (SM), fine grained, dark gray, medium dense to dense
SILTY CLAY (CL-ML), dark gray, very soft
SILTY SAND (SM), trace clay, dark gray, very loose
SILTY CLAY (CL-ML), gray, very soft to soft
Boring Terminated at 125 Feet
93.0
97.0
103.0
107.0
113.0
125.0
296+/-
292+/-
286+/-
282+/-
276+/-
264+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL J5195080 CARPENTER PARK -MERGEDFINAL_LAB.GPJ TERRACON_DATATEMPLATE.GDT 11/8/19WATER LEVELOBSERVATIONSDEPTH (Ft.)90
95
100
105
110
115
120
125 FIELD TESTRESULTSRECOVERY (In.)WATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 42.4456° Longitude: -76.5094°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 389 (Ft.) +/-
Page 3 of 3
Advancement Method:Open Hole / Mud Rotary with 3 7/8 inch tricone roller bitand 2 inch OD Split Barrel Sampler
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: J5195080
Drill Rig: Diedrich D-50
BORING LOG NO. AB-1
Park Grove Realty LLCCLIENT:Rochester, NY
Driller: J. Tojdowski
Boring Completed: 10-09-2019
PROJECT: Carpenter Park
Elevations were interpolated from a topographic siteplan.
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
NYS Route 13 Ithaca, NY
SITE:
Boring Started: 10-07-2019
15 Marway Cir, Ste 2BRochester, NY
Drilling Mud utilized to advance borehole
WATER LEVEL OBSERVATIONS
3
4 SAMPLE TYPESECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
Boring advanced to 50 feet BGS without sampling
WOH = Weight of Hammer and RodsWOR = Weight of Rods
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL J5195080 CARPENTER PARK -MERGEDFINAL_LAB.GPJ TERRACON_DATATEMPLATE.GDT 11/8/19WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10
15
20
25
30
35
40 FIELD TESTRESULTSRECOVERY (In.)WATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 42.4467° Longitude: -76.5095°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 388 (Ft.) +/-
Page 1 of 3
Advancement Method:Open Hole / Mud Rotary with 3 7/8 inch tricone roller bitand 2 inch OD Split Barrel Sampler
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: J5195080
Drill Rig: Diedrich D-50
BORING LOG NO. AB-2
Park Grove Realty LLCCLIENT:Rochester, NY
Driller: J. Tojdowski
Boring Completed: 09-30-2019
PROJECT: Carpenter Park
Elevations were interpolated from a topographic siteplan.
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
NYS Route 13 Ithaca, NY
SITE:
Boring Started: 09-26-2019
15 Marway Cir, Ste 2BRochester, NY
Drilling Mud utilized to advance borehole
WATER LEVEL OBSERVATIONS
2 SAMPLE TYPESECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
Shelby Tube
8-9-7-6
N=16
4-5-6-10N=11
7-9-12-14N=21
WOH/2.0'
N=WOH
WOR/1.0'-WOH/1.0'
N=WOH
6-3-12-15N=15
15-12-13-15
22
18
16
19
20
14
43 52-30-22
Boring advanced to 50 feet BGS without sampling (continued)
ELASTIC SILT (MH), trace sand, gray, stiff to very stiff
POORLY GRADED SAND WITH SILT AND GRAVEL (SP-SM), trace clay,fine grained, dark gray, medium dense
SILT (ML), trace sand, dark gray, very soft
Becomes stiff
WELL GRADED GRAVEL WITH SILT AND SAND (GW-GM), dark gray,medium dense
50.0
63.0
68.0
83.0
338+/-
325+/-
320+/-
305+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL J5195080 CARPENTER PARK -MERGEDFINAL_LAB.GPJ TERRACON_DATATEMPLATE.GDT 11/8/19WATER LEVELOBSERVATIONSDEPTH (Ft.)45
50
55
60
65
70
75
80
85 FIELD TESTRESULTSRECOVERY (In.)WATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 42.4467° Longitude: -76.5095°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 388 (Ft.) +/-
Page 2 of 3
Advancement Method:Open Hole / Mud Rotary with 3 7/8 inch tricone roller bitand 2 inch OD Split Barrel Sampler
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: J5195080
Drill Rig: Diedrich D-50
BORING LOG NO. AB-2
Park Grove Realty LLCCLIENT:Rochester, NY
Driller: J. Tojdowski
Boring Completed: 09-30-2019
PROJECT: Carpenter Park
Elevations were interpolated from a topographic siteplan.
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
NYS Route 13 Ithaca, NY
SITE:
Boring Started: 09-26-2019
15 Marway Cir, Ste 2BRochester, NY
Drilling Mud utilized to advance borehole
WATER LEVEL OBSERVATIONS
2
3
2
3 SAMPLE TYPESECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
N=25
3-WOH-1-4
N=1
7-7-10-15N=17
WOH/1.5'-4N=WOH
WOR/1.0'-WOH-2
N=WOR
7-7-10-9
N=17
WOR/1.0'-WOH-2N=WOR
6-11-14-12N=25
14-14-10-9N=24
12
22
12
7
18
16
20
9
12
SILTY SAND (SP-SM), fine grained, dark gray, loose to medium dense
SILT (ML), trace sand, dark gray, very soft
Becomes stiff
POORLY GRADED SAND WITH SILT (SP-SM), occasional clay seams,fine grained, dark gray, medium dense
SILT (ML), trace sand, gray, very stiff
Boring Terminated at 125 Feet
87.0
97.0
115.0
123.0
125.0
301+/-
291+/-
273+/-
265+/-
263+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL J5195080 CARPENTER PARK -MERGEDFINAL_LAB.GPJ TERRACON_DATATEMPLATE.GDT 11/8/19WATER LEVELOBSERVATIONSDEPTH (Ft.)90
95
100
105
110
115
120
125 FIELD TESTRESULTSRECOVERY (In.)WATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 42.4467° Longitude: -76.5095°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 388 (Ft.) +/-
Page 3 of 3
Advancement Method:Open Hole / Mud Rotary with 3 7/8 inch tricone roller bitand 2 inch OD Split Barrel Sampler
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: J5195080
Drill Rig: Diedrich D-50
BORING LOG NO. AB-2
Park Grove Realty LLCCLIENT:Rochester, NY
Driller: J. Tojdowski
Boring Completed: 09-30-2019
PROJECT: Carpenter Park
Elevations were interpolated from a topographic siteplan.
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
NYS Route 13 Ithaca, NY
SITE:
Boring Started: 09-26-2019
15 Marway Cir, Ste 2BRochester, NY
Drilling Mud utilized to advance borehole
WATER LEVEL OBSERVATIONS
3
4 SAMPLE TYPESECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
Open hole
Boring advanced to 45 feet BGS without sampling
WOH = Weight of Hammer and RodsWOR = Weight of Rods
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL J5195080 CARPENTER PARK -MERGEDFINAL_LAB.GPJ TERRACON_DATATEMPLATE.GDT 11/8/19WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10
15
20
25
30
35
40 FIELD TESTRESULTSRECOVERY (In.)WATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 42.4463° Longitude: -76.5091°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 388 (Ft.) +/-
Page 1 of 2
Advancement Method:Open Hole / Mud Rotary with 3 7/8 inch tricone roller bitand 2 inch OD Split Barrel Sampler
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: J5195080
Drill Rig: Diedrich D-50
BORING LOG NO. AB-3
Park Grove Realty LLCCLIENT:Rochester, NY
Driller: J. Tojdowski
Boring Completed: 10-02-2019
PROJECT: Carpenter Park
Elevations were interpolated from a topographic siteplan.
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
NYS Route 13 Ithaca, NY
SITE:
Boring Started: 10-02-2019
15 Marway Cir, Ste 2BRochester, NY
11.9' BGS at Completion of Sampling
WATER LEVEL OBSERVATIONS
2 SAMPLE TYPESECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
Shelby Tube
WOR/1.0'-WOH/1.0'
N=WOH
WOR/1.0'-WOH/1.0'
N=WOH
5-5-6-4N=11
5-4-6-7N=10
4-3-4-4
N=7
22
19
14
11
12
74 66-41-25
Boring advanced to 45 feet BGS without sampling (continued)
ELASTIC SILT (MH), Occasional shell fragments and occasional marlseams, gray, very soft
SILTY SAND (SM), gray, medium dense
WELL GRADED GRAVEL WITH SILT AND SAND (GW), trace silt, grayand black, loose
Boring Terminated at 72 Feet
45.0
58.0
68.0
72.0
343+/-
330+/-
320+/-
316+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL J5195080 CARPENTER PARK -MERGEDFINAL_LAB.GPJ TERRACON_DATATEMPLATE.GDT 11/8/19WATER LEVELOBSERVATIONSDEPTH (Ft.)45
50
55
60
65
70 FIELD TESTRESULTSRECOVERY (In.)WATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 42.4463° Longitude: -76.5091°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 388 (Ft.) +/-
Page 2 of 2
Advancement Method:Open Hole / Mud Rotary with 3 7/8 inch tricone roller bitand 2 inch OD Split Barrel Sampler
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: J5195080
Drill Rig: Diedrich D-50
BORING LOG NO. AB-3
Park Grove Realty LLCCLIENT:Rochester, NY
Driller: J. Tojdowski
Boring Completed: 10-02-2019
PROJECT: Carpenter Park
Elevations were interpolated from a topographic siteplan.
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
NYS Route 13 Ithaca, NY
SITE:
Boring Started: 10-02-2019
15 Marway Cir, Ste 2BRochester, NY
11.9' BGS at Completion of Sampling
WATER LEVEL OBSERVATIONS
2
3 SAMPLE TYPESECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
Boring advanced to 50 feet BGS without sampling
WOH = Weight of Hammer and RodsWOR = Weight of Rods
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL J5195080 CARPENTER PARK -MERGEDFINAL_LAB.GPJ TERRACON_DATATEMPLATE.GDT 11/8/19WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10
15
20
25
30
35
40 FIELD TESTRESULTSRECOVERY (In.)WATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 42.4475° Longitude: -76.5081°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 387 (Ft.) +/-
Page 1 of 2
Advancement Method:Open Hole / Mud Rotary with 3 7/8 inch tricone roller bitand 2 inch OD Split Barrel Sampler
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: J5195080
Drill Rig: Diedrich D-50
BORING LOG NO. AB-4
Park Grove Realty LLCCLIENT:Rochester, NY
Driller: J. Tojdowski
Boring Completed: 10-11-2019
PROJECT: Carpenter Park
Elevations were interpolated from a topographic siteplan.
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
NYS Route 13 Ithaca, NY
SITE:
Boring Started: 10-09-2019
15 Marway Cir, Ste 2BRochester, NY
Drilling Mud utilized to advance borehole
WATER LEVEL OBSERVATIONS
2 SAMPLE TYPESECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
WOH/2.0'
N=WOH
WOH/2.0'
N=WOH
WOH-3-2-WOHN=5
3-4-6-3N=10
WOH-3-5-2
N=8
24
14
20
15
12
Boring advanced to 50 feet BGS without sampling (continued)
SILTY CLAY (CL-ML), trace sand, gray, very soft
SILT (ML), trace sand, trace peat, brown gray, very soft
Becomes medium stiff
POORLY GRADED SAND WITH SILT (SP-SM), occasional shellfragments, gray, loose to medium dense
Boring Terminated at 72 Feet
50.0
53.0
63.0
72.0
337+/-
334+/-
324+/-
315+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL J5195080 CARPENTER PARK -MERGEDFINAL_LAB.GPJ TERRACON_DATATEMPLATE.GDT 11/8/19WATER LEVELOBSERVATIONSDEPTH (Ft.)45
50
55
60
65
70 FIELD TESTRESULTSRECOVERY (In.)WATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 42.4475° Longitude: -76.5081°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 387 (Ft.) +/-
Page 2 of 2
Advancement Method:Open Hole / Mud Rotary with 3 7/8 inch tricone roller bitand 2 inch OD Split Barrel Sampler
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: J5195080
Drill Rig: Diedrich D-50
BORING LOG NO. AB-4
Park Grove Realty LLCCLIENT:Rochester, NY
Driller: J. Tojdowski
Boring Completed: 10-11-2019
PROJECT: Carpenter Park
Elevations were interpolated from a topographic siteplan.
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
NYS Route 13 Ithaca, NY
SITE:
Boring Started: 10-09-2019
15 Marway Cir, Ste 2BRochester, NY
Drilling Mud utilized to advance borehole
WATER LEVEL OBSERVATIONS
2 SAMPLE TYPESECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
WOH = Weight of Hammer and RodsWOR = Weight of Rods
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL J5195080 CARPENTER PARK -MERGEDFINAL_LAB.GPJ TERRACON_DATATEMPLATE.GDT 11/8/19WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10
15
20
25
30
35
40 FIELD TESTRESULTSRECOVERY (In.)WATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 42.4471° Longitude: -76.5091°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 390 (Ft.) +/-
Page 1 of 3
Advancement Method:Open Hole / Mud Rotary with 3 7/8 inch tricone roller bitand 2 inch OD Split Barrel Sampler
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: J5195080
Drill Rig: Diedrich D-50
BORING LOG NO. AB-5
Park Grove Realty LLCCLIENT:Rochester, NY
Driller: J. Tojdowski
Boring Completed: 09-25-2019
PROJECT: Carpenter Park
Elevations were interpolated from a topographic siteplan.
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
NYS Route 13 Ithaca, NY
SITE:
Boring Started: 09-19-2019
15 Marway Cir, Ste 2BRochester, NY
Drilling Mud utilized to advance borehole
WATER LEVEL OBSERVATIONS
2 SAMPLE TYPEBoring advanced to 50 feet BGS without sampling
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
WOH/2.0'
N=WOH
Shelby Tube
6-6-7-8N=13
11-10-11-13N=21
10-11-11-8
N=22
12-13-18-16
N=31
7-8-9-15N=17
15-15-18-18
22
17
11
3
11
11
47 36-28-8
SILT (ML), trace shell fragments, gray, very soft
SILTY SAND (SP-SM), with gravel, dark gray, medium dense to dense
WELL GRADED SAND WITH SILT (SW-SM), with gravel, dark gray,medium dense
WELL GRADED GRAVEL WITH SILT AND SAND (GW-GM), gray, dense
50.0
60.0
77.0
83.0
340+/-
330+/-
313+/-
307+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL J5195080 CARPENTER PARK -MERGEDFINAL_LAB.GPJ TERRACON_DATATEMPLATE.GDT 11/8/19WATER LEVELOBSERVATIONSDEPTH (Ft.)45
50
55
60
65
70
75
80
85 FIELD TESTRESULTSRECOVERY (In.)WATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 42.4471° Longitude: -76.5091°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 390 (Ft.) +/-
Page 2 of 3
Advancement Method:Open Hole / Mud Rotary with 3 7/8 inch tricone roller bitand 2 inch OD Split Barrel Sampler
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: J5195080
Drill Rig: Diedrich D-50
BORING LOG NO. AB-5
Park Grove Realty LLCCLIENT:Rochester, NY
Driller: J. Tojdowski
Boring Completed: 09-25-2019
PROJECT: Carpenter Park
Elevations were interpolated from a topographic siteplan.
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
NYS Route 13 Ithaca, NY
SITE:
Boring Started: 09-19-2019
15 Marway Cir, Ste 2BRochester, NY
Drilling Mud utilized to advance borehole
WATER LEVEL OBSERVATIONS
2
3 SAMPLE TYPEBoring advanced to 50 feet BGS without sampling
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
N=33
23-21-26-31
N=47
18-22-23-20N=45
49-37-32-33N=69
13-25-39-40
N=64
10-11-14-7
N=25
3-WOH-1-WOHN=1
WOR/2.0'N=WOR
WOH/1.0'-2-3N=2
16
11
8
17
23
17
5
7
12
WELL GRADED GRAVEL WITH SILT AND SAND (GW-GM), gray, dense(continued)
SILT (ML), trace sand, gray, hard
Becomes very stiff, Contains occasional find sand lenses
Becomes very soft to soft
Boring Terminated at 125 Feet
98.0
125.0
292+/-
265+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL J5195080 CARPENTER PARK -MERGEDFINAL_LAB.GPJ TERRACON_DATATEMPLATE.GDT 11/8/19WATER LEVELOBSERVATIONSDEPTH (Ft.)90
95
100
105
110
115
120
125 FIELD TESTRESULTSRECOVERY (In.)WATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 42.4471° Longitude: -76.5091°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 390 (Ft.) +/-
Page 3 of 3
Advancement Method:Open Hole / Mud Rotary with 3 7/8 inch tricone roller bitand 2 inch OD Split Barrel Sampler
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: J5195080
Drill Rig: Diedrich D-50
BORING LOG NO. AB-5
Park Grove Realty LLCCLIENT:Rochester, NY
Driller: J. Tojdowski
Boring Completed: 09-25-2019
PROJECT: Carpenter Park
Elevations were interpolated from a topographic siteplan.
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
NYS Route 13 Ithaca, NY
SITE:
Boring Started: 09-19-2019
15 Marway Cir, Ste 2BRochester, NY
Drilling Mud utilized to advance borehole
WATER LEVEL OBSERVATIONS
3
4 SAMPLE TYPESECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
17-19-15-18N=34
11-8-3-2N=11
3-1-1-3
N=2
WOH/2.0'
N=WOH
WOR-WOH-3-3N=3
WOH/2.0'N=WOH
WOH/2.0'
N=WOH
Shelby Tube
WOR/2.0'N=WOR
17
3
14
18
11
18
20
22
45 43-38-5
FILL - SILTY SAND WITH GRAVEL , trace Brick Fragments, gray brown
FILL - SILTY CLAY , trace Brick Fragments, olive and black
POORLY GRADED SAND WITH SILT (SP-SM), fine grained, gray, very
loose
ORGANIC SILT (OL), trace sand, occasional silty clay partings andoccasional peat seams, gray and black, very soft
POORLY GRADED SAND WITH SILT (SP-SM), occasional peat lenses,
fine grained, gray, very loose
SILT (ML), trace sand, trace peat, occasional clay partings, gray and black,very soft
SILTY CLAY (CL-ML), trace sand, trace peat, occasional clay partings,gray, very soft
SILT (ML), Contains occasional shell fragments and occasional marl seams
3.0
7.0
13.0
18.0
23.0
28.0
35.0
386+/-
382+/-
376+/-
371+/-
366+/-
361+/-
354+/-
WOH = Weight of Hammer and RodsWOR = Weight of Rods
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL J5195080 CARPENTER PARK -MERGEDFINAL_LAB.GPJ TERRACON_DATATEMPLATE.GDT 11/8/19WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10
15
20
25
30
35
40 FIELD TESTRESULTSRECOVERY (In.)WATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 42.4488° Longitude: -76.5078°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 389 (Ft.) +/-
Page 1 of 3
Advancement Method:Open Hole / Mud Rotary with 3 7/8 inch tricone roller bitand 2 inch OD Split Barrel Sampler
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: J5195080
Drill Rig: Diedrich D-50
BORING LOG NO. AB-6
Park Grove Realty LLCCLIENT:Rochester, NY
Driller: J. Tojdowski
Boring Completed: 10-02-2019
PROJECT: Carpenter Park
Elevations were interpolated from a topographic siteplan.
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
NYS Route 13 Ithaca, NY
SITE:
Boring Started: 09-30-2019
15 Marway Cir, Ste 2BRochester, NY
At completion of drilling
WATER LEVEL OBSERVATIONS
1
2 SAMPLE TYPESECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
WOR/2.0'N=WOR
WOH/2.0'
N=WOH
WOH/2.0'
N=WOH
WOH/2.0'N=WOH
WOH/1.5'-5N=WOH
WOH/2.0'
N=WOH
WOH/2.0'
N=WOH
39-49-42-35N=91
31-49-35-36
22
18
17
18
17
14
18
9
SILT (ML), Contains occasional shell fragments and occasional marl seams(continued)
Contains occasional silt partings and seams
SILT (ML), trace clay, trace sand, gray, very soft
SANDY SILT (ML), trace clay, gray, very loose
SILT (ML), trace clay, occasional fine sand lenses, gray, very soft
SANDY GRAVEL WITH SILT (GM), gray, very dense
53.0
58.0
63.0
78.0
336+/-
331+/-
326+/-
311+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL J5195080 CARPENTER PARK -MERGEDFINAL_LAB.GPJ TERRACON_DATATEMPLATE.GDT 11/8/19WATER LEVELOBSERVATIONSDEPTH (Ft.)45
50
55
60
65
70
75
80
85 FIELD TESTRESULTSRECOVERY (In.)WATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 42.4488° Longitude: -76.5078°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 389 (Ft.) +/-
Page 2 of 3
Advancement Method:Open Hole / Mud Rotary with 3 7/8 inch tricone roller bitand 2 inch OD Split Barrel Sampler
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: J5195080
Drill Rig: Diedrich D-50
BORING LOG NO. AB-6
Park Grove Realty LLCCLIENT:Rochester, NY
Driller: J. Tojdowski
Boring Completed: 10-02-2019
PROJECT: Carpenter Park
Elevations were interpolated from a topographic siteplan.
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
NYS Route 13 Ithaca, NY
SITE:
Boring Started: 09-30-2019
15 Marway Cir, Ste 2BRochester, NY
At completion of drilling
WATER LEVEL OBSERVATIONS
2
3 SAMPLE TYPESECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
N=84
8-32-42-37
N=74
16-50/5"
16-11-10-13N=21
18-24-41-15
N=65
WOR/2.0'
N=WOR
23-22-24-22N=46
11-17-20-15N=37
14-19-23-28N=42
2
10
2
8
15
15
8
16
10
SANDY GRAVEL WITH SILT (GM), gray, very dense (continued)
SILTY SAND (SM), trace gravel, gray, very dense
WELL GRADED GRAVEL WITH SAND (GW), gray, very dense
WELL GRADED SAND WITH SILT AND GRAVEL (SW-SM), gray,medium dense
POORLY GRADED SAND (SP), trace silt, trace gravel, gray brown, verydense
Becomes very loose, contains occasional silt seams
Becomes dense
Boring Terminated at 125 Feet
88.0
93.0
97.0
108.0
125.0
301+/-
296+/-
292+/-
281+/-
264+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL J5195080 CARPENTER PARK -MERGEDFINAL_LAB.GPJ TERRACON_DATATEMPLATE.GDT 11/8/19WATER LEVELOBSERVATIONSDEPTH (Ft.)90
95
100
105
110
115
120
125 FIELD TESTRESULTSRECOVERY (In.)WATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 42.4488° Longitude: -76.5078°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 389 (Ft.) +/-
Page 3 of 3
Advancement Method:Open Hole / Mud Rotary with 3 7/8 inch tricone roller bitand 2 inch OD Split Barrel Sampler
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: J5195080
Drill Rig: Diedrich D-50
BORING LOG NO. AB-6
Park Grove Realty LLCCLIENT:Rochester, NY
Driller: J. Tojdowski
Boring Completed: 10-02-2019
PROJECT: Carpenter Park
Elevations were interpolated from a topographic siteplan.
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
NYS Route 13 Ithaca, NY
SITE:
Boring Started: 09-30-2019
15 Marway Cir, Ste 2BRochester, NY
At completion of drilling
WATER LEVEL OBSERVATIONS
3 SAMPLE TYPESECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
4-8-12-12N=20
WOH/2.0'N=WOH
WOH/2.0'
N=WOH
1-1-1-1
N=2
WOH/2.0'N=WOH
WOH/2.0'N=WOH
WOH/2.0'
N=WOH
WOH/2.0'N=WOH
WOH/2.0'N=WOH
15
24
22
16
18
17
24
24
24
FILL - SILTY SAND WITH GRAVEL , trace peat trace glass fragments,dark brown
SILTY CLAY (CL/ML), trace peat, brown, very loose
Becomes light brown and gray
SILT (ML), trace clay, dark gray, very soft
Contains occasional shell fragents
SILTY CLAY (CL-ML), contains occasional shell fragments, gray, very soft
3.0
18.0
33.0
43.0
384+/-
369+/-
354+/-
344+/-
WOH = Weight of Hammer and Rods
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL J5195080 CARPENTER PARK -MERGEDFINAL_LAB.GPJ TERRACON_DATATEMPLATE.GDT 11/8/19WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10
15
20
25
30
35
40 FIELD TESTRESULTSRECOVERY (In.)WATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 42.4491° Longitude: -76.5075°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 387 (Ft.) +/-
Page 1 of 2
Advancement Method:Open Hole / Mud Rotary with 3 7/8 inch tricone roller bitand 2 inch OD Split Barrel Sampler
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: J5195080
Drill Rig: Diedrich D-50
BORING LOG NO. AB-7
Park Grove Realty LLCCLIENT:Rochester, NY
Driller: J. Tojdowski
Boring Completed: 10-03-2019
PROJECT: Carpenter Park
Elevations were interpolated from a topographic siteplan.
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
NYS Route 13 Ithaca, NY
SITE:
Boring Started: 10-03-2019
15 Marway Cir, Ste 2BRochester, NY
Drilling Mud utilized to advance borehole
WATER LEVEL OBSERVATIONS
1
2 SAMPLE TYPESECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
WOH/2.0'N=WOH
WOH/2.0'
N=WOH
5-5-4-5N=9
22
24
24
SANDY SILT (ML), trace clay, dark gray, very soft
SILTY CLAY (CL-ML), trace gravel, gray, very soft
Becomes stiff
Boring Terminated at 62 Feet
48.0
62.0
339+/-
325+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL J5195080 CARPENTER PARK -MERGEDFINAL_LAB.GPJ TERRACON_DATATEMPLATE.GDT 11/8/19WATER LEVELOBSERVATIONSDEPTH (Ft.)45
50
55
60 FIELD TESTRESULTSRECOVERY (In.)WATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 42.4491° Longitude: -76.5075°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 387 (Ft.) +/-
Page 2 of 2
Advancement Method:Open Hole / Mud Rotary with 3 7/8 inch tricone roller bitand 2 inch OD Split Barrel Sampler
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: J5195080
Drill Rig: Diedrich D-50
BORING LOG NO. AB-7
Park Grove Realty LLCCLIENT:Rochester, NY
Driller: J. Tojdowski
Boring Completed: 10-03-2019
PROJECT: Carpenter Park
Elevations were interpolated from a topographic siteplan.
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
NYS Route 13 Ithaca, NY
SITE:
Boring Started: 10-03-2019
15 Marway Cir, Ste 2BRochester, NY
Drilling Mud utilized to advance borehole
WATER LEVEL OBSERVATIONS
2 SAMPLE TYPESECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
3-7-8-9N=15
6-12-15-14N=27
39-8-5-5
N=13
17
8
5
FILL - ORGANIC SILT WITH GRAVEL , trace gravel, brown and gray
Contains numerous wood fragments, trace brick fragments
Boring Terminated at 6 Feet
6.0 382+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL J5195080 CARPENTER PARK -MERGEDFINAL_LAB.GPJ TERRACON_DATATEMPLATE.GDT 11/8/19WATER LEVELOBSERVATIONSDEPTH (Ft.)5 FIELD TESTRESULTSRECOVERY (In.)WATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 42.4464° Longitude: -76.5104°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 388 (Ft.) +/-
Page 1 of 1
Advancement Method:3.25 inch ID Hollow Stem Augers and 2 inch OD Split BarrelSampler
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: J5195080
Drill Rig: Diedrich D-50
BORING LOG NO. P-1
Park Grove Realty LLCCLIENT:Rochester, NY
Driller: J. Tojdowski
Boring Completed: 10-11-2019
PROJECT: Carpenter Park
Elevations were interpolated from a topographic siteplan.
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
NYS Route 13 Ithaca, NY
SITE:
Boring Started: 10-11-2019
15 Marway Cir, Ste 2BRochester, NY
None encountered at completion of sampling
WATER LEVEL OBSERVATIONS
1 SAMPLE TYPESECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
2-10-13-20N=23
12-8-8-4N=16
3-2-3-2
N=5
20
9
FILL - ORGANIC SILT WITH SAND , trace gravel, trace brick fragments,trace wood, gray and brown
Boring Terminated at 6 Feet
6.0 381+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL J5195080 CARPENTER PARK -MERGEDFINAL_LAB.GPJ TERRACON_DATATEMPLATE.GDT 11/8/19WATER LEVELOBSERVATIONSDEPTH (Ft.)5 FIELD TESTRESULTSRECOVERY (In.)WATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 42.4466° Longitude: -76.5101°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 387 (Ft.) +/-
Page 1 of 1
Advancement Method:3.25 inch ID Hollow Stem Augers and 2 inch OD Split BarrelSampler
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: J5195080
Drill Rig: Diedrich D-50
BORING LOG NO. P-2
Park Grove Realty LLCCLIENT:Rochester, NY
Driller: J. Tojdowski
Boring Completed: 10-11-2019
PROJECT: Carpenter Park
Elevations were interpolated from a topographic siteplan.
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
NYS Route 13 Ithaca, NY
SITE:
Boring Started: 10-11-2019
15 Marway Cir, Ste 2BRochester, NY
None encountered at completion of sampling
WATER LEVEL OBSERVATIONS
1 SAMPLE TYPESECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
2-4-7-5N=11
4-2-3-7N=5
4-3-1-3
N=4
18
9
7
FILL - ORGANIC SILT , trace gravel, trace brick fragments, gray and black
Boring Terminated at 6 Feet
6.0 380+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL J5195080 CARPENTER PARK -MERGEDFINAL_LAB.GPJ TERRACON_DATATEMPLATE.GDT 11/8/19WATER LEVELOBSERVATIONSDEPTH (Ft.)5 FIELD TESTRESULTSRECOVERY (In.)WATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 42.447° Longitude: -76.5098°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 386 (Ft.) +/-
Page 1 of 1
Advancement Method:3.25 inch ID Hollow Stem Augers and 2 inch OD Split BarrelSampler
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: J5195080
Drill Rig: Diedrich D-50
BORING LOG NO. P-3
Park Grove Realty LLCCLIENT:Rochester, NY
Driller: J. Tojdowski
Boring Completed: 10-11-2019
PROJECT: Carpenter Park
Elevations were interpolated from a topographic siteplan.
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
NYS Route 13 Ithaca, NY
SITE:
Boring Started: 10-11-2019
15 Marway Cir, Ste 2BRochester, NY
None encountered at completion of sampling
WATER LEVEL OBSERVATIONS
1 SAMPLE TYPESECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
5-6-6-8N=12
4-8-8-8N=16
8-12-4-4
N=16
24
14
20
FILL - SILTY SAND , trace gravel, trace brick fragments, gray and brown
Boring Terminated at 6 Feet
6.0 382+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL J5195080 CARPENTER PARK -MERGEDFINAL_LAB.GPJ TERRACON_DATATEMPLATE.GDT 11/8/19WATER LEVELOBSERVATIONSDEPTH (Ft.)5 FIELD TESTRESULTSRECOVERY (In.)WATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 42.4473° Longitude: -76.5093°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 388 (Ft.) +/-
Page 1 of 1
Advancement Method:3.25 inch ID Hollow Stem Augers and 2 inch OD Split BarrelSampler
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: J5195080
Drill Rig: Diedrich D-50
BORING LOG NO. P-4
Park Grove Realty LLCCLIENT:Rochester, NY
Driller: J. Tojdowski
Boring Completed: 10-11-2019
PROJECT: Carpenter Park
Elevations were interpolated from a topographic siteplan.
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
NYS Route 13 Ithaca, NY
SITE:
Boring Started: 10-11-2019
15 Marway Cir, Ste 2BRochester, NY
None encountered at completion of sampling
WATER LEVEL OBSERVATIONS
1 SAMPLE TYPESECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
6-12-13-50/2"
N=25
9-6-6-4N=12
10-12-6-12
N=18
15
9
10
FILL - ORGANIC SILT WITH SAND , brown and gray
Contains numerous concrete fragments
Boring Terminated at 6 Feet
6.0 383+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL J5195080 CARPENTER PARK -MERGEDFINAL_LAB.GPJ TERRACON_DATATEMPLATE.GDT 11/8/19WATER LEVELOBSERVATIONSDEPTH (Ft.)5 FIELD TESTRESULTSRECOVERY (In.)WATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 42.446° Longitude: -76.5095°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 389 (Ft.) +/-
Page 1 of 1
Advancement Method:3.25 inch ID Hollow Stem Augers and 2 inch OD Split BarrelSampler
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: J5195080
Drill Rig: Diedrich D-50
BORING LOG NO. P-5
Park Grove Realty LLCCLIENT:Rochester, NY
Driller: J. Tojdowski
Boring Completed: 10-11-2019
PROJECT: Carpenter Park
Elevations were interpolated from a topographic siteplan.
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
NYS Route 13 Ithaca, NY
SITE:
Boring Started: 10-11-2019
15 Marway Cir, Ste 2BRochester, NY
None encountered at completion of sampling
WATER LEVEL OBSERVATIONS
1 SAMPLE TYPESECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
3-7-3-8N=10
8-14-16-12N=30
5-5-5-5
N=10
14
7
4
FILL - ORGANIC SILT , with gravel, dark brown
Becomes brown-black
SILTY CLAY (CL-ML), trace gravel trace sand, light olive gray, stiff
Boring Terminated at 6 Feet
4.0
6.0
383+/-
381+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL J5195080 CARPENTER PARK -MERGEDFINAL_LAB.GPJ TERRACON_DATATEMPLATE.GDT 11/8/19WATER LEVELOBSERVATIONSDEPTH (Ft.)5 FIELD TESTRESULTSRECOVERY (In.)WATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 42.4464° Longitude: -76.5089°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 387 (Ft.) +/-
Page 1 of 1
Advancement Method:3.25 inch ID Hollow Stem Augers and 2 inch OD Split BarrelSampler
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: J5195080
Drill Rig: Diedrich D-50
BORING LOG NO. P-6
Park Grove Realty LLCCLIENT:Rochester, NY
Driller: J. Tojdowski
Boring Completed: 10-11-2019
PROJECT: Carpenter Park
Elevations were interpolated from a topographic siteplan.
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
NYS Route 13 Ithaca, NY
SITE:
Boring Started: 10-11-2019
15 Marway Cir, Ste 2BRochester, NY
None encountered at completion of sampling
WATER LEVEL OBSERVATIONS
1
2 SAMPLE TYPESECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
2-3-4-3N=7
2-5-3-2N=8
3-3-4-5
N=7
24
6
20
FILL - SILTY CLAY WITH SAND , trace sand, trace brick fragments, grayand dark red
SILTY CLAY (CL-ML), trace sand, occasional silt partings, gray, medium
stiff, less saturated, contains peat seams and no sand
Boring Terminated at 6 Feet
4.0
6.0
382+/-
380+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL J5195080 CARPENTER PARK -MERGEDFINAL_LAB.GPJ TERRACON_DATATEMPLATE.GDT 11/8/19WATER LEVELOBSERVATIONSDEPTH (Ft.)5 FIELD TESTRESULTSRECOVERY (In.)WATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 42.447° Longitude: -76.5084°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 386 (Ft.) +/-
Page 1 of 1
Advancement Method:3.25 inch ID Hollow Stem Augers and 2 inch OD Split BarrelSampler
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: J5195080
Drill Rig: Diedrich D-50
BORING LOG NO. P-7
Park Grove Realty LLCCLIENT:Rochester, NY
Driller: J. Tojdowski
Boring Completed: 10-11-2019
PROJECT: Carpenter Park
Elevations were interpolated from a topographic siteplan.
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
NYS Route 13 Ithaca, NY
SITE:
Boring Started: 10-11-2019
15 Marway Cir, Ste 2BRochester, NY
None encountered at completion of sampling
WATER LEVEL OBSERVATIONS
1
2 SAMPLE TYPESECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
1-2-4-7N=6
4-5-3-3N=8
2-2-2-3
N=4
9
12
2
FILL - SILTY SAND , dark gray to black
SILT (ML), trace sand, brown gray, soft
Boring Terminated at 6 Feet
3.0
6.0
385+/-
382+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL J5195080 CARPENTER PARK -MERGEDFINAL_LAB.GPJ TERRACON_DATATEMPLATE.GDT 11/8/19WATER LEVELOBSERVATIONSDEPTH (Ft.)5 FIELD TESTRESULTSRECOVERY (In.)WATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 42.4477° Longitude: -76.5082°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 388 (Ft.) +/-
Page 1 of 1
Advancement Method:3.25 inch ID Hollow Stem Augers and 2 inch OD Split BarrelSampler
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: J5195080
Drill Rig: Diedrich D-50
BORING LOG NO. P-8
Park Grove Realty LLCCLIENT:Rochester, NY
Driller: J. Tojdowski
Boring Completed: 10-11-2019
PROJECT: Carpenter Park
Elevations were interpolated from a topographic siteplan.
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
NYS Route 13 Ithaca, NY
SITE:
Boring Started: 10-11-2019
15 Marway Cir, Ste 2BRochester, NY
None encountered at completion of sampling
WATER LEVEL OBSERVATIONS
1
2 SAMPLE TYPESECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
0.0010.010.1110100
3/4 1/23/8 30 403 60
PERCENT COARSER BY WEIGHTGRAIN SIZE DISTRIBUTION
ASTM D422 / ASTM C136
HYDROMETERU.S. SIEVE OPENING IN INCHES
16 20
100
90
80
70
60
50
40
30
20
10
0
U.S. SIEVE NUMBERS
44 1006321014506 2001.5 81 140
PERCENT FINER BY WEIGHTPROJECT NUMBER: J5195080
SITE: NYS Route 13
Ithaca, NY
PROJECT: Carpenter Park
CLIENT: Park Grove Realty LLC
Rochester, NY
15 Marway Cir, Ste 2BRochester, NY
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GADOT_GRAIN SIZE: USCS 1 J5195080 CARPENTER PARK -MERGEDFINAL_LAB.GPJ TERRACON_DATATEMPLATE.GDT 11/8/190.0
0.0
0.0
78.8
4.3
2.5
59.8
58.3
21.2AB-1
AB-2
AB-3
fine coarse finemediumCOBBLESGRAVELSAND SILT OR CLAY
0.0
0.0
0.0
35.9
39.2
D10
D75 0.405 0.016 0.013
0.319 0.011 0.009
BORING ID
#4#10#40#200
100.099.2796.8877.9644.625.9821.23
#40#200 100.095.73 100.099.6997.5
#10#40#200
CC
CU
coarse
Silty Sand, trace gravel (SM)
ELASTIC SILT (MH)
ELASTIC SILT (MH)
80 - 82
50 - 52
45 - 47
D60
SM
MH
MH
D30 0.167 0.004 0.004
Sieve
REMARKS
SOIL DESCRIPTION
% Finer% Finer SieveSieve% Finer
USCS% CLAY% FINES% SILT% SAND% GRAVEL% COBBLESDEPTH
COEFFICIENTS
GRAIN SIZE
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
0.0010.010.1110100
3/4 1/23/8 30 403 60
PERCENT COARSER BY WEIGHTGRAIN SIZE DISTRIBUTION
ASTM D422 / ASTM C136
HYDROMETERU.S. SIEVE OPENING IN INCHES
16 20
100
90
80
70
60
50
40
30
20
10
0
U.S. SIEVE NUMBERS
44 1006321014506 2001.5 81 140
PERCENT FINER BY WEIGHTPROJECT NUMBER: J5195080
SITE: NYS Route 13
Ithaca, NY
PROJECT: Carpenter Park
CLIENT: Park Grove Realty LLC
Rochester, NY
15 Marway Cir, Ste 2BRochester, NY
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GADOT_GRAIN SIZE: USCS 1 J5195080 CARPENTER PARK -MERGEDFINAL_LAB.GPJ TERRACON_DATATEMPLATE.GDT 11/8/190.0
0.0
2.1
4.5
56.0
93.9
1.68
AB-5
AB-6
fine coarse finemediumCOBBLESGRAVELSAND SILT OR CLAY
0.0
0.0
41.9
1.6
D10
D75 0.011 0.061
0.008 0.052
0.031
BORING ID
#10#40#200
100.099.8297.92
#10#40#200
100.099.8695.46
CC
CU
0.90
coarse
SILT (ML)
SILT (ML)
55 - 57
35 - 37
D60
ML
ML
D30 0.004 0.038
Sieve
REMARKS
SOIL DESCRIPTION
% Finer% Finer SieveSieve% Finer
USCS% CLAY% FINES% SILT% SAND% GRAVEL% COBBLESDEPTH
COEFFICIENTS
GRAIN SIZE
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
0
10
20
30
40
50
60
0 20 40 60 80 100CH or OHCL or OLML or OL
MH or OH"U" Line"A" Line
ATTERBERG LIMITS RESULTS
ASTM D4318
P
LAS
TIC
ITY
I
NDE
X
LIQUID LIMIT
PROJECT NUMBER: J5195080
SITE: NYS Route 13
Ithaca, NY
PROJECT: Carpenter Park
CLIENT: Park Grove Realty LLC
Rochester, NY
15 Marway Cir, Ste 2BRochester, NY
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. ATTERBERG LIMITS J5195080 CARPENTER PARK -MERGEDFINAL_LAB.GPJ TERRACON_DATATEMPLATE.GDT 11/8/1952
66
36
43
30
41
28
38
22
25
8
5
PIPLLLBoring ID Depth
AB-2
AB-3
AB-5
AB-6
95.7
97.5
97.9
95.5
Fines
50 - 52
45 - 47
55 - 57
35 - 37
MH
MH
ML
ML
ELASTIC SILT
ELASTIC SILT
SILT
SILT
DescriptionUSCS
CL-ML
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
0
10
20
30
40
50
60
0 20 40 60 80 100CH or OHCL or OLML or OL
MH or OH"U" Line"A" Line
ATTERBERG LIMITS RESULTS
ASTM D4318
P
LAS
TIC
IT
Y
I
NDE
X
LIQUID LIMIT
PROJECT NUMBER: J5185077PROJECT: Carpenter Park
SITE:CLIENT: Park Grove Realty LLC
Rochester, NY
EXHIBIT: B-1
12460 Plaza DrParma, OH
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. ATTERBERG LIMITS J5185077_CORRECTED.GPJ TERRACON_DATATEMPLATE.GDT 7/13/18140 - 142B-2
USCSLL
91726
Fines
CL GRAY LEAN CLAY with Silt lenses
DescriptionBoring ID Depth PIPL
CL-ML
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
0
0.04
0.08
0.12
0.16
0.20
0.24
0.28
0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6
AXIAL STRAIN - %
UNCONFINED COMPRESSION TEST
ASTM D2166
COMPRESSIVE STRESS - tsfPROJECT: Carpenter Park PROJECT NUMBER: J5195080
SITE:CLIENT:
15 Marway Cir, Ste 2BRochester, NY
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. UNCONFINED WITH PHOTOS J5195080 CARPENTER PARK - ADDITIONAL GEOTECHNICAL SERVICES.GPJ TERRACON_DATATEMPLATE.GDT 11/8/190.0517
0.27
76
43
Strain Rate:in/min
Failure Strain:%
Calculated Saturation:%
Height:in.
Diameter:in.
Dry Density:pcf
Moisture Content:%
1.58
1.98
2.7
SPECIMEN TEST DATA
Height / Diameter Ratio:
Calculated Void Ratio:
Assumed Specific Gravity:
SAMPLE TYPE: Shelby Tube
0.13Undrained Shear Strength:(tsf)
Unconfined Compressive Strength (tsf)
52 30 22
SAMPLE DESCRIPTION: ELASTIC SILT(MH)
SPECIMEN FAILURE PHOTOGRAPH
Remarks:
96
Percent < #200 Sieve
5.67
2.87
1.20
96.27
PIPLLL
SAMPLE LOCATION: AB-2 @ 50 - 52 feet
NYS Route 13
Rochester, NY
Park Grove Realty, LLC
Rochester, NY
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
0
0.02
0.04
0.06
0.08
0.10
0.12
0.14
0.16
0 0.2 0.4 0.6 0.8 1.0 1.2
AXIAL STRAIN - %
UNCONFINED COMPRESSION TEST
ASTM D2166
COMPRESSIVE STRESS - tsfPROJECT: Carpenter Park PROJECT NUMBER: J5195080
SITE:CLIENT:
15 Marway Cir, Ste 2BRochester, NY
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. UNCONFINED WITH PHOTOS J5195080 CARPENTER PARK - ADDITIONAL GEOTECHNICAL SERVICES.GPJ TERRACON_DATATEMPLATE.GDT 11/8/190.0496
0.14
56
74
Strain Rate:in/min
Failure Strain:%
Calculated Saturation:%
Height:in.
Diameter:in.
Dry Density:pcf
Moisture Content:%
1.11
1.97
2.7
SPECIMEN TEST DATA
Height / Diameter Ratio:
Calculated Void Ratio:
Assumed Specific Gravity:
SAMPLE TYPE: Shelby Tube
0.07Undrained Shear Strength:(tsf)
Unconfined Compressive Strength (tsf)
66 41 25
SAMPLE DESCRIPTION: ELASTIC SILT(MH)
SPECIMEN FAILURE PHOTOGRAPH
Remarks:
97
Percent < #200 Sieve
5.64
2.87
1.98
101.00
PIPLLL
SAMPLE LOCATION: AB-3 @ 45 - 47 feet
NYS Route 13
Rochester, NY
Park Grove Realty, LLC
Rochester, NY
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
0
0.02
0.04
0.06
0.08
0.10
0.12
0.14
0.16
0.18
0.20
0 0.2 0.4 0.6 0.8 1.0
AXIAL STRAIN - %
UNCONFINED COMPRESSION TEST
ASTM D2166
COMPRESSIVE STRESS - tsfPROJECT: Carpenter Park PROJECT NUMBER: J5195080
SITE:CLIENT:
15 Marway Cir, Ste 2BRochester, NY
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. UNCONFINED WITH PHOTOS J5195080 CARPENTER PARK - ADDITIONAL GEOTECHNICAL SERVICES.GPJ TERRACON_DATATEMPLATE.GDT 11/8/190.0496
0.19
75
47
Strain Rate:in/min
Failure Strain:%
Calculated Saturation:%
Height:in.
Diameter:in.
Dry Density:pcf
Moisture Content:%
0.96
1.98
2.7
SPECIMEN TEST DATA
Height / Diameter Ratio:
Calculated Void Ratio:
Assumed Specific Gravity:
SAMPLE TYPE: Shelby Tube
0.09Undrained Shear Strength:(tsf)
Unconfined Compressive Strength (tsf)
36 28 8
SAMPLE DESCRIPTION: SILT(ML)
SPECIMEN FAILURE PHOTOGRAPH
Remarks:
98
Percent < #200 Sieve
5.61
2.83
1.24
102.62
PIPLLL
SAMPLE LOCATION: AB-5 @ 55 - 57 feet
NYS Route 13
Rochester, NY
Park Grove Realty, LLC
Rochester, NY
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
0
0.02
0.04
0.06
0.08
0.10
0.12
0.14
0.16
0.18
0.20
0.22
0 0.2 0.4 0.6 0.8 1.0 1.2 1.4
AXIAL STRAIN - %
UNCONFINED COMPRESSION TEST
ASTM D2166
COMPRESSIVE STRESS - tsfPROJECT: Carpenter Park PROJECT NUMBER: J5195080
SITE: NYS Route 13, Ithaca, NY CLIENT: Park Grove Realty LLC, Rochester, NY
15 Marway Cir, Ste 2BRochester, NY
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. UNCONFINED WITH PHOTOS J5195080 CARPENTER PARK - ADDITIONAL GEOTECHNICAL SERVICES.GPJ TERRACON_DATATEMPLATE.GDT 11/8/190.0496
0.21
76
45
Strain Rate:in/min
Failure Strain:%
Calculated Saturation:%
Height:in.
Diameter:in.
Dry Density:pcf
Moisture Content:%
1.32
1.98
2.7
SPECIMEN TEST DATA
Height / Diameter Ratio:
Calculated Void Ratio:
Assumed Specific Gravity:
SAMPLE TYPE: Shelby Tube
0.10Undrained Shear Strength:(tsf)
Unconfined Compressive Strength (tsf)
43 38 5
SAMPLE DESCRIPTION: SILT(ML)
SPECIMEN FAILURE PHOTOGRAPH
Remarks:
95
Percent < #200 Sieve
5.65
2.86
1.21
100.97
PIPLLL
SAMPLE LOCATION: AB-6 @ 35 - 37 feet
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
-2
0
2
4
6
8
10
12
14
16
18
20
22
2410 100 1,000 10,000 105AXIAL STRAIN, (%)CONSOLIDATION TEST (D2435)
PROJECT NUMBER: J5195080
SITE: NYS Route 13
Ithaca, NY
PROJECT: Carpenter Park
CLIENT: Park Grove Realty LLC
Rochester, NY
15 Marway Cir, Ste 2BRochester, NY
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CONS_LOAD-DEF_PROP_STRESS-STRAIN_CV J5195080 CARPENTER PARK -MERGEDFINAL_LAB.GPJ TERRACON_DATATEMPLATE.GDT 11/8/19Borehole: AB-2 Depth: 50 ft
A-7-5MH
NOTES:
ELASTIC SILT
16,4762252
AXIAL EFFECTIVE STRESS, (psf)
310082.1
0
2.5
5.0
10 100 1,000 10,000 105CV (ft2/day)2.90114.732
Cc(% / logstress)
Cr(% / logstress)
Natural
% 36.0 %
Initial
Dry Density(pcf)LL PI Sp. Gr.
Overburden(psf)Pc(psf)Initial VoidRatio
AASHTO
Moisture
MATERIAL DESCRIPTION USCS
Saturation
2.7 1.052
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
-5
0
5
10
15
20
25
3010 100 1,000 10,000 105AXIAL STRAIN, (%)CONSOLIDATION TEST (D2435)
PROJECT NUMBER: J5195080
SITE: NYS Route 13
Ithaca, NY
PROJECT: Carpenter Park
CLIENT: Park Grove Realty LLC
Rochester, NY
15 Marway Cir, Ste 2BRochester, NY
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CONS_LOAD-DEF_PROP_STRESS-STRAIN_CV J5195080 CARPENTER PARK -MERGEDFINAL_LAB.GPJ TERRACON_DATATEMPLATE.GDT 11/8/19Borehole: AB-3 Depth: 45 ft
A-7-5MH
NOTES:
ELASTIC SILT
2,8122566
AXIAL EFFECTIVE STRESS, (psf)
280061.1
0
1.0
2.0
3.0
4.0
5.0
10 100 1,000 10,000 105CV (ft2/day)3.29823.093
Cc(% / logstress)
Cr(% / logstress)
Natural
% 62.5 %
Initial
Dry Density(pcf)LL PI Sp. Gr.
Overburden(psf)Pc(psf)Initial VoidRatio
AASHTO
Moisture
MATERIAL DESCRIPTION USCS
Saturation
2.7 1.758
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
0
1
2
3
4
5
6
710 100 1,000 10,000 105AXIAL STRAIN, (%)CONSOLIDATION TEST (D2435)
PROJECT NUMBER: J5195080
SITE: NYS Route 13
Ithaca, NY
PROJECT: Carpenter Park
CLIENT: Park Grove Realty LLC
Rochester, NY
15 Marway Cir, Ste 2BRochester, NY
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CONS_LOAD-DEF_PROP_STRESS-STRAIN_CV J5195080 CARPENTER PARK -MERGEDFINAL_LAB.GPJ TERRACON_DATATEMPLATE.GDT 11/8/19Borehole: AB-5 Depth: 55 ft
A-4ML
NOTES:
SILT
4,368836
AXIAL EFFECTIVE STRESS, (psf)
3400101.7
0
2
4
6
10 100 1,000 10,000 105CV (ft2/day)1.2725.537
Cc(% / logstress)
Cr(% / logstress)
Natural
% 23.7 %
Initial
Dry Density(pcf)LL PI Sp. Gr.
Overburden(psf)Pc(psf)Initial VoidRatio
AASHTO
Moisture
MATERIAL DESCRIPTION USCS
Saturation
2.7 0.658
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
0
2
4
6
8
10
12
14
16
18
20
22
24
26
2810 100 1,000 10,000 105AXIAL STRAIN, (%)CONSOLIDATION TEST (D2435)
PROJECT NUMBER: J5195080
SITE: NYS Route 13
Ithaca, NY
PROJECT: Carpenter Park
CLIENT: Park Grove Realty LLC
Rochester, NY
15 Marway Cir, Ste 2BRochester, NY
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CONS_LOAD-DEF_PROP_STRESS-STRAIN_CV J5195080 CARPENTER PARK -MERGEDFINAL_LAB.GPJ TERRACON_DATATEMPLATE.GDT 11/8/19Borehole: AB-6 Depth: 35 ft Date Started: 10/24/19 Date Completed: 10/25/19
A-5ML
NOTES:
SILT
2,065543
AXIAL EFFECTIVE STRESS, (psf)
240074.7
0
4
8
12
10 100 1,000 10,000 105CV (ft2/day)20.138
Cc(% / logstress)
Cr(% / logstress)
Natural
% 43.9 %
Initial
Dry Density(pcf)LL PI Sp. Gr.
Overburden(psf)Pc(psf)Initial VoidRatio
AASHTO
Moisture
MATERIAL DESCRIPTION USCS
Saturation
2.7 1.2553.435
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
0.34
0.36
0.38
0.40
0.42
0.44
0.46
0.48
0.50
0.52
0.54
0.56
100 1,000 10,000 105VOID RATIOCONSOLIDATION TEST (D2435)
Cc(vr / logstress)
Cr(vr / logstress)
0.141 0.039
PROJECT NUMBER: J5185077PROJECT: Carpenter Park
SITE:CLIENT: Park Grove Realty LLC
Rochester, NY
EXHIBIT: B-1
12460 Plaza DrParma, OH
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CONS_LOAD-DEF_PROP_STRESS-VOIDRATIO J5185077_CORRECTED.GPJ TERRACON_DATATEMPLATE.GDT 7/13/18AXIAL EFFECTIVE STRESS, (psf)
Natural
0.550
LL Initial VoidRatioSaturation Moisture
26 9 3,111
GRAY LEAN CLAY with Silt lenses
NOTES:
CL
Borehole: B-2 Depth: 140 ft Specimen #: 1
108.8
PI Sp. Gr.
2.70
MATERIAL DESCRIPTION USCS
InitialDry Density
(pcf)
AASHTO
105.4 % 21.5 %
Pc(psf)Overburden(psf)
NYS Route 13Ithaca, NY
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
Responsive ■Resourceful ■Reliable
SUPPORTING INFORMATION
Contents:
General Notes
Unified Soil Classification System
Note: All attachments are one page unless noted above.
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
Carpenter Park Ithaca, NY
Terracon Project No. J5195080
0.25 to 0.50
> 4.00
2.00 to 4.00
1.00 to 2.00
0.50 to 1.00
less than 0.25
Unconfined Compressive StrengthQu, (tsf)
AugerCuttings ShelbyTube
StandardPenetrationTest
Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dryweight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less
than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and silts if they
are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be added
according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the basisof their in-place relative density and fine-grained soils on the basis of their consistency.
GRAIN SIZE TERMINOLOGY
RELATIVE PROPORTIONS OF FINESRELATIVE PROPORTIONS OF SAND AND GRAVEL
DESCRIPTIVE SOIL CLASSIFICATION
LOCATION AND ELEVATION NOTES
SAMPLING WATER LEVEL FIELD TESTS
N
(HP)
(T)
(DCP)
UC
(PID)
(OVA)
Standard Penetration Test
Resistance (Blows/Ft.)
Hand Penetrometer
Torvane
Dynamic Cone Penetrometer
Unconfined CompressiveStrength
Photo-Ionization Detector
Organic Vapor Analyzer
Medium
0Over 12 in. (300 mm)
>12
5-12
<5
Percent ofDry Weight
TermMajor Component of Sample
Modifier
With
Trace
Descriptive Term(s) ofother constituents
>30Modifier
<15
Percent ofDry WeightDescriptive Term(s) ofother constituents
With 15-29
High
Trace
PLASTICITY DESCRIPTION
Water levels indicated on the soil boring logs arethe levels measured in the borehole at the times
indicated. Groundwater level variations will occur
over time. In low permeability soils, accuratedetermination of groundwater levels is not possible
with short term water level observations.
DESCRIPTION OF SYMBOLS AND ABBREVIATIONS
GENERAL NOTES
> 30
11 - 30
1 - 10Low
Non-plastic
Plasticity Index
#4 to #200 sieve (4.75mm to 0.075mm
Boulders
12 in. to 3 in. (300mm to 75mm)Cobbles
3 in. to #4 sieve (75mm to 4.75 mm)Gravel
Sand
Passing #200 sieve (0.075mm)Silt or Clay
Particle Size
Water Level After
a Specified Period of Time
Water Level After a
Specified Period of Time
Water InitiallyEncountered
Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracy ofsuch devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey was conducted
to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic maps of thearea.
Standard Penetration orN-ValueBlows/Ft.
Descriptive Term(Density)
CONSISTENCY OF FINE-GRAINED SOILS
Hard
15 - 30Very Stiff> 50Very Dense
8 - 15Stiff30 - 50Dense
4 - 8Medium Stiff10 - 29Medium Dense
2 - 4Soft4 - 9Loose
0 - 1Very Soft0 - 3Very Loose
(50% or more passing the No. 200 sieve.)
Consistency determined by laboratory shear strength testing, field visual-manualprocedures or standard penetration resistance
STRENGTH TERMS
> 30
Descriptive Term(Consistency)Standard Penetration orN-ValueBlows/Ft.
RELATIVE DENSITY OF COARSE-GRAINED SOILS
(More than 50% retained on No. 200 sieve.)
Density determined by Standard Penetration Resistance
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
Received by DiMarco 02/25/2021
UNIFIED SOIL CLASSIFICATION SYSTEM
UNIFIED SOIL CLASSIFICATION SYSTEM
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A
Soil Classification
Group
Symbol Group NameB
Coarse-Grained Soils:More than 50% retainedon No. 200 sieve
Gravels:More than 50% ofcoarse fractionretained on No. 4 sieve
Clean Gravels:
Less than 5% fines C
Cu ³ 4 and 1 £ Cc £ 3 E GW Well-graded gravelF
Cu < 4 and/or [Cc<1 or Cc>3.0]E GP Poorly graded gravel F
Gravels with Fines:
More than 12% finesC
Fines classify as ML or MH GM Silty gravelF, G, H
Fines classify as CL or CH GC Clayey gravelF, G, H
Sands:50% or more of coarsefraction passes No. 4sieve
Clean Sands:
Less than 5% fines D
Cu ³ 6 and 1 £ Cc £ 3E SW Well-graded sand I
Cu < 6 and/or [Cc<1 or Cc>3.0]E SP Poorly graded sandI
Sands with Fines:
More than 12% fines D
Fines classify as ML or MH SM Silty sand G, H, I
Fines classify as CL or CH SC Clayey sandG, H, I
Fine-Grained Soils:50% or more passes theNo. 200 sieve
Silts and Clays:Liquid limit less than 50
Inorganic:PI > 7 and plots on or above “A”lineJ CL Lean clayK, L, M
PI < 4 or plots below “A” line J ML SiltK, L, M
Organic:Liquid limit - oven dried < 0.75 OL Organic clayK, L, M, N
Liquid limit - not dried Organic siltK, L, M, O
Silts and Clays:Liquid limit 50 or more
Inorganic:PI plots on or above “A” line CH Fat clayK, L, M
PI plots below “A” line MH Elastic SiltK, L, M
Organic:Liquid limit - oven dried < 0.75 OH Organic clayK, L, M, P
Liquid limit - not dried Organic siltK, L, M, Q
Highly organic soils:Primarily organic matter, dark in color, and organic odor PT Peat
A Based on the material passing the 3-inch (75-mm) sieve.
B If field sample contained cobbles or boulders, or both, add “with cobbles
or boulders, or both” to group name.
C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded
gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorlygraded gravel with silt, GP-GC poorly graded gravel with clay.
D Sands with 5 to 12% fines require dual symbols: SW-SM well-graded
sand with silt, SW-SC well-graded sand with clay, SP-SM poorly gradedsand with silt, SP-SC poorly graded sand with clay.
E Cu = D60/D10 Cc =
6010
2
30
DxD
)(D
F If soil contains ³ 15% sand, add “with sand” to group name.
G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.
HIf fines are organic, add “with organic fines” to group name.
I If soil contains ³ 15% gravel, add “with gravel” to group name.
J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.
KIf soil contains 15 to 29% plus No. 200, add “with sand” or “with
gravel,” whichever is predominant.
L If soil contains ³ 30% plus No. 200 predominantly sand, add
“sandy” to group name.
MIf soil contains ³ 30% plus No. 200, predominantly gravel, add
“gravelly” to group name.
NPI ³ 4 and plots on or above “A” line.
OPI < 4 or plots below “A” line.
P PI plots on or above “A” line.
QPI plots below “A” line.
SECTION 00 31 32A - GEOTECHNICAL EVALUTAION REPORT
Park Grove – Cayuga Medical Center
MEDICAL OFFICE BUILDING
Cayuga Park, Ithaca, NY 14850
HOLT Project No. 2018089
END OF SECTION 00 31 32A
Received by DiMarco 02/25/2021
Spec Section:
Submittal No.: 001
Review Cycle No.: 1
Sent Date: June-01-2020
Due Date: Within 5 business days from Sent Date
Spec Section Title: CMC design submittal documents
SUBMITTAL COVER SHEET
1950 Brighton Henrietta Town Line Road
Rochester, NY 14623
Office: 585-272-7760
Fax: 585-272-0720
Project:
20-001 Carpenter Park Medical Office Building
Ithaca, NY 14850
SUBCONTRACTOR
Subcontractor: DGI-Menard, Inc.
Contact: Nina Carney
CONTRACTOR STAMP
REVIEWED FOR COMPLIANCE WITH THE
CONTRACT DOCUMENTS
Contractor: DiMarco Constructors LLC
Date: June-01-2020
Submittal Contact: Sunil Cheriyan
ARCHITECT STAMP ENGINEER STAMP
SHOP DRAWING REVIEW
REVIEW IS FOR GENERAL COMPLIANCEWITH CONTRACT DOCUMENTSNO RESPONSIBILITY IS ASSUMED FORCORRECTNESS OF DIMENSIONS OR QUANTITIES
JENSEN/BRV ENGINEERING, PLLCSTRUCTURAL ENGINEERS1653 EAST MAIN STREETROCHESTER, NY 14609
NO EXCEPTIONS TAKEN
MAKE CORRECTIONS NOTED
AMEND AND RESUBMIT
REJECTED - SEE REMARKS
Date 06/08/2020 By Ryan Filkins
NOTE: UTILITIES
MUST BE
COORDINATED
WITH CMC PIER
LOCATIONS.
REVIEWED FOR STRUCTURAL
PURPOSES ONLY.
SEE PLUMBING VS
CMC OVERLAY AT
THE LAST PAGE
SPC 07/10/2020
SECTION 00 31 32B - CONTROLLED MODULUS COLUMN (CMC) RIGID
INCLUSIONS DESIGN REPORT
Received by DiMarco 02/25/2021
May 22, 2020
Sunil Cheriyan
DiMarco Constructors
1950 Brighton-Henrietta Town Line Road
Rochester, NY 14623
Sent via email to scheriyan@dimarcogroup.com
SUBJECT: Controlled Modulus Column (CMC) Design Summary
Medical Office Building (MOB)
Carpenter Park Development - Ithaca, New York
Menard Prospect No. 18357
Dear Mr. Cheriyan,
This letter describes our design procedure for the ground improvement for the planned five-story
Medical Office Building (MOB) in Ithaca, New York. We are proposing the use of Controlled Modulus
Column (CMC) rigid inclusions to limit settlement and provide the required bearing capacity for the
spread, strip, and slab foundations.
To analyze settlement of the supported foundations, we assumed the sustained loads (dead load, live
load, and snow load) were acting on the columns. To analyze bearing capacity, structural integrity, and
geotechnical capacity, we assumed the sustained loads and the transient loads (wind load and seismic
load) were acting on the columns. The resulting loads per spread footing range from 50 to 1020 kips.
The given live load on the building slab is 100 psf and the wall load is 2.5 klf. The foundations were
designed for an allowable bearing capacity of 4,000 psf.
We reviewed the available geotechnical information and developed a soil profile for the CMC design.
The soil profile across the site was generally consistent; therefore, we selected a general soil profile for
design. Attached is a summary of the soil profile and parameters we used for design, which were
selected based on commonly used reference material and the data provided in the following
documents:
· Draft Terracon Geotechnical Engineering Report Dated June 12, 2018, and
· Terracon Geotechnical Engineering Report Dated November 13, 2019.
Our design evaluates the performance of 17.8-inch-diameter CMCs installed under the isolated spread
footings and wall footings and 12.5-inch-diameter CMCs installed under the slab-on-grade.
CMCs will be installed through the fill and clay and will be terminated in the silty sand and gravel layer.
We evaluated the soft cohesive soils beneath the bearing layer and determined that deep seated
SECTION 00 31 32B - CONTROLLED MODULUS COLUMN (CMC) RIGID
INCLUSIONS DESIGN REPORT
Received by DiMarco 02/25/2021
Uncontrolled when printed
settlement of this layer is approximately 0.2 inches. We designed our CMC system to settle less than 0.8
inches to achieve a total settlement of 1.0 inches. We do not anticipate differential deep-seated
settlement. The length of the CMC will vary across the site based on the design embedment length and
termination criteria determined following our analysis of the single-element compressive load test.
We designed the CMCs supporting the isolated spread footings and wall footings using a proprietary
software package developed by Menard that accounts for the interaction between the footing, the CMC,
and the surrounding soils. Our calculations model the transfer of the loads from the point of application
directly under the footing to the bearing stratum assuming strain compatibility. It also includes various
factors derived from empirical data. The result is an estimate of the settlement and the load in both the
CMC and the soil.
We designed the CMC ground improvement system under the slab-on-grade of the building using
PLAXIS, a finite element analysis program. Our model considered the long-term drained analysis under
the applied slab load. We used axisymmetric models, which are unit cell analyses that represent the
behavior of uniform square grids of CMC elements. We performed an axisymmetric model to evaluate
the performance of 12.5-inch-diameter CMCs spaced at 10 feet on center under the slab. The final
unimproved model output and improved model outputs are in the appendices. The unimproved
settlement of the system is 3.1 inches and the ground improvement reduces the settlement to 0.8
inches.
We provide sample output from both calculations in the appendix. The results of our calculations show
total settlement following construction of the floor slab limited to less than 1 inch for both the column
foundations and floor slab and the differential settlement between the two support systems limited to
½ inch or less.
The maximum anticipated CMC load for the 12.5-inch-diameter CMC is approximately 74 kips. Based on
that design load and the allowable stresses for grout provided in IBC 2018, the minimum required
compressive strength for the grout is 2,100 psi. One 12.5-inch-diameter CMC load test should be
performed to 150% of the corresponding design load, or approximately 111 kips, to confirm the design
assumptions regarding the load carrying capacity of the bearing layer.
We evaluated bearing capacity of each foundation using the principle of load sharing between the soil
and CMCs to determine an improved bearing capacity of the CMC-soil system. We estimate the load
carrying capacity of the CMC by calculating the geotechnical capacity of the CMC within the bearing
layer. The improved bearing capacity of the system is calculated using the area replacement ratio of the
support plan and the bearing capacities of the in-situ soil and CMC. The results of this analysis indicate
the support plan used in this design will provide a bearing capacity of at least 4,000 psf below the
foundations.
SECTION 00 31 32B - CONTROLLED MODULUS COLUMN (CMC) RIGID
INCLUSIONS DESIGN REPORT
Received by DiMarco 02/25/2021
Uncontrolled when printed
Please contact Nina Carney at 412-620-6171 if you have questions or concerns about the design process
described in this letter.
Sincerely,
Menard USA
Nina F. Carney, PE Taylor J. Towle, PE
Design Engineer Senior Design Engineer
SECTION 00 31 32B - CONTROLLED MODULUS COLUMN (CMC) RIGID
INCLUSIONS DESIGN REPORT
Received by DiMarco 02/25/2021
Tables
SECTION 00 31 32B - CONTROLLED MODULUS COLUMN (CMC) RIGID
INCLUSIONS DESIGN REPORT
Received by DiMarco 02/25/2021
Table 1: Summary of Soil Properties
Top El.Bottom
EL.N -Value Unit
Weight
Young's
Modulus, Ey
Pressuremeter
Modulus, Em
(ft) (ft) (bpf) (pcf) (psf) (psf)
Silty Sand Fill 390 385 20 115 555,657 183,367
Soft Clay 1 385 365 4 110 37,143 24,514
Very Soft Silt 365 310 0 100 12,600 8,316
Silty sand and
gravel-1 310 275 30 120 980,571 323,589
Very soft clay- deep 275 235 0 100 25,013 16,509
Dense sand and
gravel-2 235 230 50 125 980,571 323,589
LTP /WP 125 701,585 701,585
Groundwater El.
Soil Layer
377 ft
SECTION 00 31 32B - CONTROLLED MODULUS COLUMN (CMC) RIGID
INCLUSIONS DESIGN REPORT
Received by DiMarco 02/25/2021
Table 2: Summary of Footing Models
Footing ID CMC
Diameter
# CMCs per
footing Settlement Total Applied
Load
Maximum
Load in CMC *
(in) (in) (kips) (kips)
F4 12.5 1 0.4 80 53
F5 12.5 1 0.3 65 42
F8 12.5 2 0.8 218 72
F10 12.5 3 0.8 316 77
F12 12.5 3 0.7 326 71
F14 12.5 6 0.8 608 76
F15 12.5 6 0.8 600 74
F16 12.5 4 0.4 236 44
Wall Load 12.5 1 per 10 LF 0.3 2.5 10
Table 3: Summary of Slab Model
Total
Deflection
Maximum
Load in CMC
(in) (kips)
Slab- Improved 0.8 22
Slab- Unimproved 3.1 #N/A
Note:
*Predicted Load in CMC after load sharing with surrounding soils
Model
All models except for the slab model were run with Menard's proprietary software. The
slab model was run in Plaxis.
SECTION 00 31 32B - CONTROLLED MODULUS COLUMN (CMC) RIGID
INCLUSIONS DESIGN REPORT
Received by DiMarco 02/25/2021
Footing Spreadsheet
Output Files
SECTION 00 31 32B - CONTROLLED MODULUS COLUMN (CMC) RIGID
INCLUSIONS DESIGN REPORT
Received by DiMarco 02/25/2021
Rectangular footing:12.00 ft x 12.00 ft embedded of 2.00 ft loaded at 326 kips
Description of Controlled Modulus Columns
Lc 83 ft CMC's length
Dc 1 ft CMC's diameter
Description of the material in the columns
Ec 155,000,000 psf Young's modulus
fck 3,000 psi 28-day unconfined compressive strength
Soil displacement:With Type of test:Load-bearing capacity
ULS:Fundamental Steel reinforcement:NO
fcd;moy;ELS 694 psi Average compressive stress in operation allowable by the material
fcd;moy;ELU 1,015 psi Ultimate average compressive stress allowable by the material
Description of bearing soil layer
qb 116,000 psf Limit soil resistance at the tip of inclusions
kq 4.8 Frank & Zhao factor for the tip (according to the table below)
Em 325,000 psf Pressuremeter modulus
kq values (according to Frank & Zhao)
Fine-grained soils 11
Coarse-grained soils 4.8
Type of footing:Rectangular
Description of the rectangular footing
L 12 ft Length of footing
B 12 ft Width of footing
Number of CMC under footing
n 3 Number of CMC under footing
Description of natural soil surrounding the CMC
qnet 3,600 psf Net soil resistance under footing without CMC reinforcement
Spheric component Deviatoric component
lc 1.10 ld 1.12
ac 0.44 ad 0.54
L/B 1.00
Description of load transfer platform
hM 0.00 ft Thickness of LTP
φ 38 °Internal friction angle
Terms λ are automatically extracted from the table below (as a function of L/B)
(Note: for a strip footing we considers L/B = ¥)
Analysis model
Description of reinforced soil
Calculation of footing on Controlled Modulus Columns
Carpenter Park- F12
Calculation according to O. Combarieu method (Fondations mixtes. LCPC 1988)
Taking into account the Frank & Zhao method for the settlement calculation of CMC
z
Lc
d
B/2
hM
Bedrock
B
L y
x
Hlim Soft soil
Supporting soil
Q(-hM)
0
SECTION 00 31 32B - CONTROLLED MODULUS COLUMN (CMC) RIGID
INCLUSIONS DESIGN REPORT
Received by DiMarco 02/25/2021
Hw 7 ft Depth of the grounwater table from footing bottom
H Em α qs kτ γ Ktanδ z
(ft) (psf) (-) (psf) (-) (pcf) (-)(ft)
0 0.00 183,300 0.33 835 0.8 115 0.45 0.00
1 3.00 183,300 0.33 835 0.8 115 0.45 3.00
2 20.00 24,500 0.67 100 2.0 110 0.30 23.00
3 55.00 8,300 0.66 75 2.0 100 0.20 78.00
4 5.00 325,000 0.33 1,671 0.8 120 1.00 83.00
5 30.00 325,000 0.33 1,671 0.8 120 1.00 113.00
6 40.00 16,500 0.66 100 2.0 100 0.20 153.00
Notations
H Thickness of each layer γ Unit weight of the layer
Em Pressuremeter layer in each layer Ktanδ Empirical factor depending on the type of inclusion and on soft soil properties
a Structural coefficient
qs Ultimate skin friction for each layer
kτ Frank & Zhao factor for the friction (according to the table below)
z Depth of layer base
4.
kτ values (according to Frank & Zhao)
Fine-grained soils 2
Coarse-grained soils 0.8
SLS load applied on footing Reinforced soil settlement
Q(-hM)326 kips W 0.73 in.
Settlement distribution
Settlement of deep layers (below CMC)0.00 in.
Punching at the inclusion tip 0.26 in.
Punching at the inclusion head 0.00 in.
Elastic shortening of the inclusion 0.47 in.
Settlement of LTP 0.00 in.
SLS load distribution % total load % total load
Negative skin friction in LTP 0.0 kips 0.0%0.0 kips 0.0%
Load applied on inclusion head 71.2 kips 21.8%213.7 kips 65.5%
Negative skin friction along the inclusion 0.0 kips 0.0%0.0 kips 0.0%
Max. load in inclusion 71.2 kips 21.8%213.7 kips 65.5%
Positive skin friction 48.4 kips 14.9%145.3 kips 44.6%
Load applied on inclusion tip 22.8 kips 7.0%68.3 kips 21.0%
Depth of neutral point 0.00 ft
Stress in soil at LTP base 793 psf
Load transferred to the soil at LTP base 37.4 kips 11.5%112.3 kips 34.5%
STR verifications: compressive stresses in CMC
The material used allows an average compressive stress of 694 psi 1015 psi
The average compressive stress is 630 psi 850 psi
GEO verifications: creep resistance and bearing capacity of the ground
The soil resistance below the footing is 184.8 kips 303.5 kips
The load applied on the soil at LTP base is 112.3 kips 151.6 kips
The soil resistance below the CMC tip is 73.5 kips 105.1 kips
The axial load within CMC is 71.2 kips 96.2 kips
OK
OK
>
Footing (as defined in french National Application Standards Shallow foundations NF P 94 261)
Inclusion (as defined in french National Application Standards Deep foundations NF P 94 262)
OK
Description of natural soil
Layer n°
ULS
NED →Domain:
Note: By convention, the bottom of CMC is at layer n°
ULSSLS
OK
per inclusion
Results
on all
OK
SLS
Rv;d 1
OK
34.5%
21.0%
44.6%
Distribution load on the scale of 1 CMC at neutral point
level
Soil surrounding the CMC
Tip resistance
Skin friction (positive)
65.5%65.5%
21.0%
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
At inclusion head At neutral point At inclusion tip% Total load on the scale of 1 CMCEfficiency of CMC
v;Rv;d;R
net
γγ
Sq
´
´=
SECTION 00 31 32B - CONTROLLED MODULUS COLUMN (CMC) RIGID
INCLUSIONS DESIGN REPORT
Received by DiMarco 02/25/2021
Graphic results
0
10
20
30
40
50
60
70
80
90
0 0.2 0.4 0.6 0.8
Depth z (ft)Settlement (in.)
Soil
CMC
0
10
20
30
40
50
60
70
80
90
0 20 40 60 80
Depth z (ft)SLS vertical load within CMC (kips)
0
10
20
30
40
50
60
70
80
90
-500 0 500 1000 1500 2000
Depth z (ft)Skin friction (psf)
mobilized
maximal
0
10
20
30
40
50
60
70
80
90
0 100 200 300 400
Depth z (ft)SLS vertical load within soil (kips)
SECTION 00 31 32B - CONTROLLED MODULUS COLUMN (CMC) RIGID
INCLUSIONS DESIGN REPORT
Received by DiMarco 02/25/2021
Rectangular footing:15.00 ft x 15.00 ft embedded of 2.50 ft loaded at 600 kips
Description of Controlled Modulus Columns
Lc 82.5 ft CMC's length
Dc 1 ft CMC's diameter
Description of the material in the columns
Ec 155,000,000 psf Young's modulus
fck 3,000 psi 28-day unconfined compressive strength
Soil displacement:With Type of test:Load-bearing capacity
ULS:Fundamental Steel reinforcement:NO
fcd;moy;ELS 694 psi Average compressive stress in operation allowable by the material
fcd;moy;ELU 1,015 psi Ultimate average compressive stress allowable by the material
Description of bearing soil layer
qb 116,000 psf Limit soil resistance at the tip of inclusions
kq 4.8 Frank & Zhao factor for the tip (according to the table below)
Em 325,000 psf Pressuremeter modulus
kq values (according to Frank & Zhao)
Fine-grained soils 11
Coarse-grained soils 4.8
Type of footing:Rectangular
Description of the rectangular footing
L 15 ft Length of footing
B 15 ft Width of footing
Number of CMC under footing
n 6 Number of CMC under footing
Description of natural soil surrounding the CMC
qnet 3,600 psf Net soil resistance under footing without CMC reinforcement
Spheric component Deviatoric component
lc 1.10 ld 1.12
ac 0.49 ad 0.50
L/B 1.00
Description of load transfer platform
hM 0.00 ft Thickness of LTP
φ 38 °Internal friction angle
Terms λ are automatically extracted from the table below (as a function of L/B)
(Note: for a strip footing we considers L/B = ¥)
Analysis model
Description of reinforced soil
Calculation of footing on Controlled Modulus Columns
Carpenter Park- F15
Calculation according to O. Combarieu method (Fondations mixtes. LCPC 1988)
Taking into account the Frank & Zhao method for the settlement calculation of CMC
z
Lc
d
B/2
hM
Bedrock
B
L y
x
Hlim Soft soil
Supporting soil
Q(-hM)
0
SECTION 00 31 32B - CONTROLLED MODULUS COLUMN (CMC) RIGID
INCLUSIONS DESIGN REPORT
Received by DiMarco 02/25/2021
Hw 6.5 ft Depth of the grounwater table from footing bottom
H Em α qs kτ γ Ktanδ z
(ft) (psf) (-) (psf) (-) (pcf) (-)(ft)
0 0.00 183,300 0.33 835 0.8 115 0.45 0.00
1 2.50 183,300 0.33 835 0.8 115 0.45 2.50
2 20.00 24,500 0.67 100 2.0 110 0.30 22.50
3 55.00 8,300 0.66 75 2.0 100 0.20 77.50
4 5.00 325,000 0.33 1,671 0.8 120 1.00 82.50
5 30.00 325,000 0.33 1,671 0.8 120 1.00 112.50
6 40.00 16,500 0.66 100 2.0 100 0.20 152.50
Notations
H Thickness of each layer γ Unit weight of the layer
Em Pressuremeter layer in each layer Ktanδ Empirical factor depending on the type of inclusion and on soft soil properties
a Structural coefficient
qs Ultimate skin friction for each layer
kτ Frank & Zhao factor for the friction (according to the table below)
z Depth of layer base
4.
kτ values (according to Frank & Zhao)
Fine-grained soils 2
Coarse-grained soils 0.8
SLS load applied on footing Reinforced soil settlement
Q(-hM)600 kips W 0.81 in.
Settlement distribution
Settlement of deep layers (below CMC)0.01 in.
Punching at the inclusion tip 0.30 in.
Punching at the inclusion head 0.00 in.
Elastic shortening of the inclusion 0.49 in.
Settlement of LTP 0.00 in.
SLS load distribution % total load % total load
Negative skin friction in LTP 0.0 kips 0.0%0.0 kips 0.0%
Load applied on inclusion head 73.7 kips 12.3%442.0 kips 73.7%
Negative skin friction along the inclusion 0.0 kips 0.0%0.0 kips 0.0%
Max. load in inclusion 73.7 kips 12.3%442.0 kips 73.7%
Positive skin friction 47.3 kips 7.9%284.0 kips 47.3%
Load applied on inclusion tip 26.3 kips 4.4%158.0 kips 26.3%
Depth of neutral point 0.00 ft
Stress in soil at LTP base 717 psf
Load transferred to the soil at LTP base 26.3 kips 4.4%158.0 kips 26.3%
STR verifications: compressive stresses in CMC
The material used allows an average compressive stress of 694 psi 1015 psi
The average compressive stress is 651 psi 879 psi
GEO verifications: creep resistance and bearing capacity of the ground
The soil resistance below the footing is 287.3 kips 472.0 kips
The load applied on the soil at LTP base is 158.0 kips 213.3 kips
The soil resistance below the CMC tip is 72.9 kips 104.1 kips
The axial load within CMC is 73.7 kips 99.5 kips
OK
OK
>
Footing (as defined in french National Application Standards Shallow foundations NF P 94 261)
Inclusion (as defined in french National Application Standards Deep foundations NF P 94 262)
OK
Description of natural soil
Layer n°
ULS
NED →Domain:
Note: By convention, the bottom of CMC is at layer n°
ULSSLS
OK
per inclusion
Results
on all
OK
SLS
Rv;d 1
Change
26.3%
26.3%
47.3%
Distribution load on the scale of 1 CMC at neutral point
level
Soil surrounding the CMC
Tip resistance
Skin friction (positive)
73.7%73.7%
26.3%
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
At inclusion head At neutral point At inclusion tip% Total load on the scale of 1 CMCEfficiency of CMC
v;Rv;d;R
net
γγ
Sq
´
´=
SECTION 00 31 32B - CONTROLLED MODULUS COLUMN (CMC) RIGID
INCLUSIONS DESIGN REPORT
Received by DiMarco 02/25/2021
Graphic results
0
10
20
30
40
50
60
70
80
90
0 0.2 0.4 0.6 0.8 1
Depth z (ft)Settlement (in.)
Soil
CMC
0
10
20
30
40
50
60
70
80
90
0 20 40 60 80
Depth z (ft)SLS vertical load within CMC (kips)
0
10
20
30
40
50
60
70
80
90
-500 0 500 1000 1500 2000
Depth z (ft)Skin friction (psf)
mobilized
maximal
0
10
20
30
40
50
60
70
80
90
0 200 400 600 800
Depth z (ft)SLS vertical load within soil (kips)
SECTION 00 31 32B - CONTROLLED MODULUS COLUMN (CMC) RIGID
INCLUSIONS DESIGN REPORT
Received by DiMarco 02/25/2021
Rectangular footing:16.00 ft x 16.00 ft embedded of 6.00 ft loaded at 236 kips
Description of Controlled Modulus Columns
Lc 79 ft CMC's length
Dc 1 ft CMC's diameter
Description of the material in the columns
Ec 155,000,000 psf Young's modulus
fck 3,000 psi 28-day unconfined compressive strength
Soil displacement:With Type of test:Load-bearing capacity
ULS:Fundamental Steel reinforcement:NO
fcd;moy;ELS 867 psi Average compressive stress in operation allowable by the material
fcd;moy;ELU 1,015 psi Ultimate average compressive stress allowable by the material
Description of bearing soil layer
qb 116,000 psf Limit soil resistance at the tip of inclusions
kq 4.8 Frank & Zhao factor for the tip (according to the table below)
Em 325,000 psf Pressuremeter modulus
kq values (according to Frank & Zhao)
Fine-grained soils 11
Coarse-grained soils 4.8
Type of footing:Rectangular
Description of the rectangular footing
L 16 ft Length of footing
B 16 ft Width of footing
Number of CMC under footing
n 4 Number of CMC under footing
Description of natural soil surrounding the CMC
qnet 3,600 psf Net soil resistance under footing without CMC reinforcement
Spheric component Deviatoric component
lc 1.10 ld 1.12
ac 0.67 ad 0.52
L/B 1.00
Description of load transfer platform
hM 0.00 ft Thickness of LTP
φ 38 °Internal friction angle
Calculation of footing on Controlled Modulus Columns
Carpenter Park- F16
Calculation according to O. Combarieu method (Fondations mixtes. LCPC 1988)
Taking into account the Frank & Zhao method for the settlement calculation of CMC
Terms λ are automatically extracted from the table below (as a function of L/B)
(Note: for a strip footing we considers L/B = ¥)
Analysis model
Description of reinforced soil
z
Lc
d
B/2
hM
Bedrock
B
L y
x
Hlim Soft soil
Supporting soil
Q(-hM)
0
SECTION 00 31 32B - CONTROLLED MODULUS COLUMN (CMC) RIGID
INCLUSIONS DESIGN REPORT
Received by DiMarco 02/25/2021
Hw 3 ft Depth of the grounwater table from footing bottom
H Em α qs kτ γ Ktanδ z
(ft) (psf) (-) (psf) (-) (pcf) (-)(ft)
0 0.00 24,500 0.67 100 2.0 110 0.30 0.00
1 0.00 24,500 0.67 100 2.0 110 0.30 0.00
2 19.00 24,500 0.67 100 2.0 110 0.30 19.00
3 55.00 8,300 0.66 75 2.0 100 0.20 74.00
4 5.00 325,000 0.33 1,671 0.8 120 1.00 79.00
5 30.00 325,000 0.33 1,671 0.8 120 1.00 109.00
6 40.00 16,500 0.66 100 2.0 100 0.20 149.00
Notations
H Thickness of each layer γ Unit weight of the layer
Em Pressuremeter layer in each layer Ktanδ Empirical factor depending on the type of inclusion and on soft soil properties
a Structural coefficient
qs Ultimate skin friction for each layer
kτ Frank & Zhao factor for the friction (according to the table below)
z Depth of layer base
4.
kτ values (according to Frank & Zhao)
Fine-grained soils 2
Coarse-grained soils 0.8
SLS load applied on footing Reinforced soil settlement
Q(-hM)236 kips W 0.35 in.
Settlement distribution
Settlement of deep layers (below CMC)0.01 in.
Punching at the inclusion tip 0.08 in.
Punching at the inclusion head 0.00 in.
Elastic shortening of the inclusion 0.26 in.
Settlement of LTP 0.00 in.
SLS load distribution % total load % total load
Negative skin friction in LTP 0.0 kips 0.0%0.0 kips 0.0%
Load applied on inclusion head 43.8 kips 18.6%175.3 kips 74.3%
Negative skin friction along the inclusion 0.0 kips 0.0%0.0 kips 0.0%
Max. load in inclusion 43.8 kips 18.6%175.3 kips 74.3%
Positive skin friction 35.9 kips 15.2%143.4 kips 60.8%
Load applied on inclusion tip 8.0 kips 3.4%31.9 kips 13.5%
Depth of neutral point 0.00 ft
Stress in soil at LTP base 240 psf
Load transferred to the soil at LTP base 15.2 kips 6.4%60.7 kips 25.7%
STR verifications: compressive stresses in CMC
The material used allows an average compressive stress of 867 psi 1015 psi
The average compressive stress is 388 psi 523 psi
GEO verifications: creep resistance and bearing capacity of the ground
The soil resistance below the footing is 329.8 kips 541.8 kips
The load applied on the soil at LTP base is 60.7 kips 81.9 kips
The soil resistance below the CMC tip is 69.4 kips 99.1 kips
The axial load within CMC is 43.8 kips 59.2 kips
per inclusion
Results
on all
OK
SLS
Rv;d 2
OK
Note: By convention, the bottom of CMC is at layer n°
ULSSLS
OK
Description of natural soil
Layer n°
ULS
NED →Domain:
OK
OK
≤
Footing (as defined in french National Application Standards Shallow foundations NF P 94 261)
Inclusion (as defined in french National Application Standards Deep foundations NF P 94 262)
OK
25.7%
13.5%60.8%
Distribution load on the scale of 1 CMC at neutral point
level
Soil surrounding the CMC
Tip resistance
Skin friction (positive)
74.3%74.3%
13.5%
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
At inclusion head At neutral point At inclusion tip% Total load on the scale of 1 CMCEfficiency of CMC
v;Rv;d;R
net
γγ
Sq
´
´=
SECTION 00 31 32B - CONTROLLED MODULUS COLUMN (CMC) RIGID
INCLUSIONS DESIGN REPORT
Received by DiMarco 02/25/2021
Graphic results
0
10
20
30
40
50
60
70
80
0 0.1 0.2 0.3 0.4
Depth z (ft)Settlement (in.)
Soil
CMC
0
10
20
30
40
50
60
70
80
0 10 20 30 40 50
Depth z (ft)SLS vertical load within CMC (kips)
0
10
20
30
40
50
60
70
80
-500 0 500 1000 1500 2000
Depth z (ft)Skin friction (psf)
mobilized
maximal
0
10
20
30
40
50
60
70
80
0 50 100 150 200 250
Depth z (ft)SLS vertical load within soil (kips)
SECTION 00 31 32B - CONTROLLED MODULUS COLUMN (CMC) RIGID
INCLUSIONS DESIGN REPORT
Received by DiMarco 02/25/2021
Plaxis Output Files
SECTION 00 31 32B - CONTROLLED MODULUS COLUMN (CMC) RIGID
INCLUSIONS DESIGN REPORT
Received by DiMarco 02/25/2021
Output Version 20.2.0.83Project descriptionProject filenameStepDateCompanyCarpenter Park- Medical Building- Ithaca, NY5/20/202020200408-18357-Carpen ... 8 Menard, Inc.Total displacements uy (scaled up 20.0 times)Maximum value = 0.000 ft (Element 2045 at Node 49)Minimum value = -0.2574 ft (Element 9 at Node 17173)[*10-3 ft]-260.00-240.00-220.00-200.00-180.00-160.00-140.00-120.00-100.00-80.00-60.00-40.00-20.00 0.00 20.00-125.00-100.00-75.00-50.00-25.000.0025.0050.0075.00100.00125.00150.00225.00250.00275.00300.00325.00350.00375.00400.00Overall deformation of unimprovedsubsurfaceSECTION 00 31 32B -CONTROLLED MODULUS COLUMN(CMC) RIGID INCLUSIONS DESIGNREPORTReceived by DiMarco 02/25/2021
Output Version 20.2.0.83Project descriptionProject filenameStepDateCompanyCarpenter Park- Medical Building- Ithaca, NY5/20/202020200408-18357-Carpen ... 8 Menard, Inc.Total displacements uy (scaled up 50.0 times)Maximum value = -0.2574 ftMinimum value = -0.2574 ft[ft] 0 0.1 0.2 0.3 0.4 0.5 0.6-12.00-8.00-4.000.004.008.0012.0016.0020.0024.0028.0032.0036.00368.00372.00376.00380.00384.00388.00392.00396.00400.00Deflection under slab- unimprovedsystem=0.2575ft x 12in/ft= 3.1 inchesSECTION 00 31 32B -CONTROLLED MODULUS COLUMN(CMC) RIGID INCLUSIONS DESIGNREPORTReceived by DiMarco 02/25/2021
Output Version 20.2.0.83Project descriptionProject filenameStepDateCompanyCarpenter Park- Medical Building- Ithaca, NY5/20/202020200408-18357-Carpen ... 30 Menard, Inc.Total displacements uy (scaled up 50.0 times)Maximum value = 0.000 ft (Element 2045 at Node 49)Minimum value = -0.06609 ft (Element 27 at Node 16947)[*10-3 ft]-68.00-64.00-60.00-56.00-52.00-48.00-44.00-40.00-36.00-32.00-28.00-24.00-20.00-16.00-12.00 -8.00 -4.00 0.00 4.00-120.00-90.00-60.00-30.000.0030.0060.0090.00120.00150.00180.00210.00240.00270.00300.00330.00360.00390.00Overall deformation of improvedsubsurfaceSECTION 00 31 32B -CONTROLLED MODULUS COLUMN(CMC) RIGID INCLUSIONS DESIGNREPORTReceived by DiMarco 02/25/2021
Output Version 20.2.0.83Project descriptionProject filenameStepDateCompanyCarpenter Park- Medical Building- Ithaca, NY5/20/202020200408-18357-Carpen ... 30 Menard, Inc.Total displacements uy (scaled up 50.0 times)Maximum value = -0.06585 ftMinimum value = -0.06609 ft[ft] 0 0.025 0.05 0.075 0.1 0.125 0.15 0.175 0.2 0.225-4.00-2.000.002.004.006.008.0010.0012.0014.00382.00384.00386.00388.00390.00392.00Deflection under slab, on top of LTP- improved system =0.066ft x 12in/ft= 0.8inchCMCSECTION 00 31 32B -CONTROLLED MODULUS COLUMN(CMC) RIGID INCLUSIONS DESIGNREPORTReceived by DiMarco 02/25/2021
Output Version 20.2.0.83Project descriptionProject filenameStepDateCompanyCarpenter Park- Medical Building- Ithaca, NY5/20/202020200408-18357-Carpen ... 30 Menard, Inc.Cartesian effective stress σ'yy (scaled up 1.00*10-3 times)Maximum value = -4713 lbf/ft²Minimum value = -25.60*103 lbf/ft²[*103 lbf/ft²] 0 20 40 60 80 100 120 140 160 180-75.00-50.00-25.000.0025.0050.0075.00100.00125.00150.00175.00200.00225.00250.00275.00300.00325.00350.00375.00400.00Maximum Load in CMC Area of CMC = 0.85 ft2 Stress in CMC=25.6 ksf CMC Load = 21.8 kips (0.85 ft2 x 25.6 ksf)SECTION 00 31 32B -CONTROLLED MODULUS COLUMN(CMC) RIGID INCLUSIONS DESIGNREPORTReceived by DiMarco 02/25/2021
.\PURCHASE AREAS FOR BREAK IN ACCESS #1FIRE APPARATUS ROADPROPOSED 5'WIDE SIDEWALKCAR
P
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EPROPOSEDPROPERTY LINEBIO RETE
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G.I.#5BIO RETENTI
ON
G.I.#6FIRE
L
A
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BOXTRUCK141533FIRE L
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LIGHT POLE AND FIXTURE(TYP.) SEE DETAIL.PROPOSED WALLPACK LIGHT(TYP.) SEE DETAIL.4'R0.5 FC
1 FC
0.5 FC1 FC0.5 F
C
1 FC
0.5 FC
1 FC 0.5 FC1 FC1 FC0.5 FC1 FC
0.5 FC 1 FC0.5 FC 1 FC
0.5
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8'
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8.5'18'20'18'20'5'8'22'45'R5'R10'R20'FIRE L
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26'27'26'20'28'13'26'36'26'ITHACAFIRETRUCKITHACA FIRETRUCKOUTSIDETIRE EDGEPROPOSED
F.D.C.24'PROPOSEDHYDRANT(TYP.)PROPOSEDWATERMAINUP 26'PROPOSE
D PR
OPERTY LINEPROPOSED
CONCRETESIDEWALK (TYP.)
CURB BREAK (TYP.)PROPOSED
CONCRETE
SIDEWALK (TYP.)PROPOSED STA
MPED
CONCRETE (TYP.)PROPOSED
HANDICAP
PARKING
SIGNAGE (TYP.)PROPOSED ACCESSRAMP WITH DETECTABLEWARNING (TYP.)PROPOSED DU
MPSTER
ENCLOSURE (TYP.)LIGHT HAT
CH ARE PARKI
NG AREAS
WITH LIGHT DUTY PAVE
MENT AREAS(SEE DETAILS)PROPOSE
D
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MPSTER
ENCLOSURE (TYP.)SEVEN PROPOSE
D
SPECIAL PARKINGSPACES WITHSIGNAGECURB BREAKSNO STANDING
SIGNA
A
B
B
C
C
D
D
1
1
2
2
3
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3.8
3.8
4
4
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5.5
5.5
5.6
5.6
A.5
A.5
B.3
B.3
2.7
2.7
D.5
D.3
CMC-1
GENERAL NOTES
---- V:\PROSPECTS\#18357 - CMC - Carpenter Park Buildings\4 - SUBMITTALS\Design\Drawings\200522-18357-CMC-CARPENTER PARK BUILDINS-MOB.dwg - 5/27/2020
APPISSUE/REVISIONNO. DATE
If this scale bar
does not measure
1" then drawing is
not original scale.
Attention:Menard
GROUND IMPROVEMENT
SPECIALISTS
150 EAST MAIN STREET,
SUITE 500
CARNEGIE, PA 15106
(412) 620-6000
0 1"
Project: #18357
DWG. NO.Designed:
Checked:
Drawn:
N. CARNEY
S. SWIFT
G. COX
T. TOWLE
TJT0 5/22/20
Title:SENIOR DESIGN ENGINEER
CMC GROUND IMPROVEMENT
PARK GROVE - CAYUGA
MEDICAL CENTER
ITHACA, NEWY YORKSubmitted By:
P.E. Number: 100365-1FOR REVIEW
SHEET NO.
DRAWING INDEX
DRAWING
NO.
SHEET
NO.DRAWING TITLE
CMC-1 1 GENERAL NOTES
CMC-2 2
CONSTRUCTION/FIELD
INSPECTION NOTES
CMC-3 3 CMC LAYOUT
CMC-4 4 SECTIONS & DETAILS
GENERAL NOTES:
1. THIS DRAWING CONTAINS INFORMATION PROPRIETARY TO MENARD AND IS BEING FURNISHED FOR
THE USE OF DIMARCO CONSTRUCTORS AND THE OWNER ONLY IN CONNECTION WITH THIS
PROJECT, AND THE INFORMATION CONTAINED HEREIN IS NOT TO BE TRANSMITTED TO ANY OTHER
ORGANIZATION OR REUSED, ALTERED, OR REPURPOSED IN ANY MANNER BY ANY PARTY UNLESS
SPECIFICALLY AUTHORIZED IN WRITING BY MENARD. MENARD IS THE OWNER OF THE CONTROLLED
MODULUS COLUMN (CMC) PATENTS IN THE UNITED STATES AND FURNISHING THIS DRAWING DOES
NOT CONSTITUTE AN EXPRESSED OR IMPLIED LICENSE UNDER THE CMC PATENTS.
2. THE DESIGN SHOWN ON THESE DRAWINGS IS BASED ON INFORMATION PROVIDED BY THE OWNER
(SEE REFERENCE DOCUMENTS SECTION BELOW). ON THE BASIS OF THIS INFORMATION, MENARD
HAS PREPARED A DESIGN FOR THE FOLLOWING ITEMS:
A. THE CMCS
B. WORKING PLATFORM (WP)
C. LOAD TRANSFER PLATFORM (LTP)
ANY OTHER ITEM BEYOND THESE COMPONENTS IS THE RESPONSIBILITY OF THE OWNER. THESE
DRAWINGS SHOW THE DESIGN AND ITEMS RELATED TO CONSTRUCTION OF ITEMS A THROUGH C
LISTED ABOVE. OTHER ITEMS SHOWN WERE DESIGNED BY OTHERS, MAY BE INCOMPLETE, AND ARE
SHOWN HERE ONLY FOR REFERENCE. REFER TO DRAWINGS BY OTHERS FOR ITEMS ABOVE THE
TOP OF THE LTP.
3. THE GROUND IMPROVEMENT LIMITS HAVE BEEN DETERMINED BY THE OWNER. MENARD IS NOT
RESPONSIBLE FOR THE PERFORMANCE OF THE UNSUPPORTED AREAS, NOR THE INTERACTION
BETWEEN THE SUPPORTED AND UNSUPPORTED AREAS.
4. THESE DRAWINGS ARE PROVIDED EXCLUSIVELY FOR USE ON THE PROJECT INDICATED IN THE TITLE
BLOCK. ANY OTHER USE, REPRODUCTION, OR REDISTRIBUTION OF THIS DRAWING WITHOUT THE
WRITTEN CONSENT OF MENARD IS PROHIBITED.
5. IF ELECTRONIC VERSIONS OF THESE DRAWINGS ARE USED TO SCALE OR LOCATE INDIVIDUAL
CMCS, THE USER OF THE ELECTRONIC DRAWINGS ASSUMES SOLE RESPONSIBILITY FOR ENSURING
THE DRAWINGS AND ALL INDIVIDUAL CMCS ARE LOCATED, ORIENTED, AND SCALED APPROPRIATELY
WITHIN THE PROJECT COORDINATE SYSTEM.
6. THE CMC PLAN DRAWINGS SHOW THE LAYOUT OF CMCS RELATIVE TO THE BUILDING FOUNDATION
DETAILS LOCATED IN THE CONTRACT DRAWINGS. THE OWNER IS RESPONSIBLE FOR VERIFYING
CONGRUITY BETWEEN THE CMC LAYOUT PLANS AND THE LOCATION OF THE CMCS AND OTHER
STRUCTURES SHOWN ON THE CMC PLAN DRAWINGS. LAYOUT OF ALL CMCS MUST BE PERFORMED
BASED ON SURVEY CONTROL POINTS ESTABLISHED BY OTHERS, WHICH ARE NOT SHOWN ON
THESE DRAWINGS. IN THE EVENT OF CONFLICT BETWEEN CMC PLAN DRAWINGS AND THE
CONTRACT DRAWINGS, NOTIFY MENARD IMMEDIATELY.
DESIGN NOTES:
1. THE GROUND IMPROVEMENT SYSTEM WILL MEET THE FOLLOWING PERFORMANCE CRITERIA:
A. TOTAL SETTLEMENT OF FOOTINGS AND SLAB OF 1 INCH OR LESS
B. DIFFERENTIAL SETTLEMENT BETWEEN ADJACENT FOOTINGS OF
1
2 INCH OR LESS
C. BEARING CAPACITY OF 4 KSF BENEATH SUPPORTED STRUCTURES
2. THE GROUND IMPROVEMENT SYSTEM WAS DESIGNED WITH THE FOLLOWING ANTICIPATED
CONSTRUCTION SEQUENCE:
A. EXISTING GRADE VARIES, APPROXIMATE EL. +387' TO +390'
B. OTHERS TO REGRADE SITE AND PREPARE WP TO APPROXIMATE EL. +389'
C. MENARD TO INSTALL CMCS TO THE DESIGN EMBEDMENT CRITERIA, CUTTING OFF TOP
OF GROUT TO APPROXIMATELY 6 INCHES BELOW PROPOSED BOTTOM OF FOOTING
ELEVATION
D. CURING PERIOD ACCORDING TO CONSTRUCTION/FIELD INSPECTION CMC NOTE 2.
E. OTHERS TO EXCAVATE DOWN TO TOP OF CMC ELEVATION AND EXPOSE CMCS AND
UNDER ALL SPREAD AND STRIP FOOTINGS. ACCORDING TO MEANS AND METHODS
DESCRIBED IN MENARD'S PROCEDURAL SUBMITTAL. RE-COMPACT WP ABOVE SLAB
CMCS, PRIOR TO THE INSTALLATION OF THE LTP
F. OTHERS TO PREPARE SUBGRADE AND PLACE AND COMPACT 6 INCHES OF LTP MATERIAL
BENEATH ENTIRE STRIP FOOTING FOOTPRINT, 1 FOOT OF LTP MATERIAL BENEATH
ENTIRE SLAB FOOTPRINT AREA, AND 6 INCHES OF FLOWABLE FILL BENEATH THE ENTIRE
SPREAD FOOTING
G. OTHERS TO PLACE FOOTINGS AND SLAB AND PROCEED WITH BUILDING CONSTRUCTION.
FFE ELEVATION +390'
IF THE CONSTRUCTION SEQUENCE VARIES FROM WHAT IS LISTED ABOVE, CONTACT MENARD PRIOR
TO BEGINNING CONSTRUCTION, SO THAT THEY CAN EVALUATE IMPACTS ON THE DESIGN.
3. USING LOADS BASED ON THE FOOTING REACTIONS PROVIDED BY JENSEN BRV ENGINEERING,ON A
3/27/20 S100 FOUNDATION PLAN AND DESIGN CALCULATIONS PERFORMED BY MENARD, THE
MAXIMUM CMC DESIGN AXIAL LOAD IS 74 KIPS. THEREFORE, THE TARGET CMC TEST AXIAL LOAD
WILL BE 1.5 DL OR 111 KIPS.
4. THE CMCS ARE DESIGNED TO BE INSTALLED AT APPROXIMATELY 85 FT AND TERMINATED IN THE
DENSE SAND AND GRAVEL LAYER. MENARD WILL PERFORM A LOAD TEST TO CONFIRM THE
ADEQUACY OF THIS EMBEDMENT AND THE ASSOCIATED TERMINATION CRITERIA DETERMINED IN
THE FIELD.
5. FOR ADDITIONAL DETAILS ON EXPECTED PERFORMANCE, SEE THE "CALCULATIONS RESULTS
MEMO" BY MENARD DATED MAY 27, 2020 AND SUBMITTED UNDER SEPARATE COVER.
REFERENCE DOCUMENTS:
1. THE DESIGN FOR GROUND IMPROVEMENT CONTAINED HEREIN WAS PERFORMED USING THE
FOLLOWING REFERENCE DOCUMENTS:
A. "DRAFT TERRACON GEOTECHNICAL ENGINEERING REPORT" DATED JUNE 12, 2018
B. "TERRACON GEOTECHNICAL ENGINEERING REPORT" DATED NOVEMBER 13, 2019
C. "DESIGN DEVELOPMENT DRAWINGS FOR PRICING - MEDICAL OFFICE BUILDING" BY HOLT
ARCHITECTS DATED MARCH 30, 2020
D. "CP FOOTING LOADS 2020.04 JBRV".10 TRANSMITTED TO MENARD BY APRIL 30 AND
UPDATED ON MAY 20, 2020
E. CIVIL PLAN "20172420.0001 SITE" DATED APRIL 24, 2017
F. CAD DRAWINGS "2020-02-13 CARPENTER PARK MOB FOUND PROG.DWG", TRANSMITTED
TO MENARD ON 04/02/20
2. REPORT CHANGES IN SUBSURFACE CONDITIONS TO MENARD IMMEDIATELY SO THAT MENARD CAN
EVALUATE POTENTIAL IMPACTS TO THE DESIGN ASSUMPTIONS OR THE DESIGN SHOWN ON THESE
DRAWINGS.
CONTROLLED MODULUS COLUMN GROUND IMPROVEMENT SYSTEM
CARPENTER PARK - ITHACA, COUNTY, NEW YORK
PARK GROVE - CAYUGA MEDICAL CENTER - OFFICE BUILDING
VICINITY - KEY PLAN
NOT TO SCALE
1 of 4
CMC-3
SECTION 00 31 32B -
CONTROLLED MODULUS COLUMN
(CMC) RIGID INCLUSIONS DESIGN
REPORT
Received by DiMarco 02/25/2021
CMC-2
CONSTRUCTION/FIELD
INSPECTION NOTES &
REQUIREMENTS
---- V:\PROSPECTS\#18357 - CMC - Carpenter Park Buildings\4 - SUBMITTALS\Design\Drawings\200522-18357-CMC-CARPENTER PARK BUILDINS-MOB.dwg - 5/27/2020
APPISSUE/REVISIONNO. DATE
If this scale bar
does not measure
1" then drawing is
not original scale.
Attention:Menard
GROUND IMPROVEMENT
SPECIALISTS
150 EAST MAIN STREET,
SUITE 500
CARNEGIE, PA 15106
(412) 620-6000
0 1"
Project: #18357
DWG. NO.Designed:
Checked:
Drawn:
N. CARNEY
S. SWIFT
G. COX
T. TOWLE
TJT0 5/22/20
Title:SENIOR DESIGN ENGINEER
CMC GROUND IMPROVEMENT
PARK GROVE - CAYUGA
MEDICAL CENTER
ITHACA, NEWY YORKSubmitted By:
P.E. Number: 100365-1FOR REVIEW
SHEET NO.
CONSTRUCTION/FIELD INSPECTION NOTES:
1. REFER TO THE PROCEDURAL SUBMITTAL BY MENARD SUBMITTED UNDER SEPARATE COVER.
DETAILS AND CLARIFICATIONS REQUIRED FOR THE CONSTRUCTION/INSTALLATION OF THE
CMCS/LTP/WP ARE CONTAINED IN THE PROCEDURAL SUBMITTAL.
2. REFER TO TABLE 1 FOR A COMPLETE DESCRIPTION OF THIRD-PARTY FIELD INSPECTION
REQUIREMENTS.
CMC NOTES:
1. INSTALL CMCS TO THE SPECIFIED INSTALLATION REQUIREMENTS DEVELOPED FROM THE
INSTALLATION OF TEST CMCS AND THE RESULTS OF THE STATIC LOAD TESTS. PERFORM LOAD
TESTS IN GENERAL ACCORDANCE WITH ASTM D1143, PROCEDURE A (QUICK TEST), IN THE
GENERAL VICINITY OF COLUMN LINE 3D.
2. CAST-IN-PLACE GROUT FOR CMCS SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH
(FC) OF 2,100 POUNDS PER SQUARE INCH (PSI). SAMPLES FOR COMPRESSION STRENGTH
TESTING SHALL BE TAKEN PRIOR TO PUMPING AS DETAILED IN TABLE 1. EARTHWORK WITHIN
THE IMMEDIATE VICINITY OF THE CMCS MAY PROCEED A MINIMUM OF 7 DAYS AFTER CMC
INSTALLATION, OR AFTER VERIFICATION THAT GROUT HAS REACHED 80% OF DESIGN
STRENGTH.
WP/LTP NOTES:
1. DIMARCO TO PROVIDE THIRD-PARTY OBSERVATION OF THE TESTING, PLACEMENT AND
COMPACTION OF THE WP & LTP PER TABLE 1. THIRD-PARTY INSPECTION REPORTS SHALL BE
ACCOMPANIED BY A LETTER SEALED BY A STATE OF NEW YORK REGISTERED PROFESSIONAL
ENGINEER THAT STATES THAT THE WP & LTP HAVE BEEN INSTALLED IN ACCORDANCE WITH THE
DETAILS CONTAINED IN THESE DRAWINGS (TABLE 1) AND THE CMC DESIGN REPORT.
2. WP/LTP MATERIAL SHOULD NOT BE PLACED OR COMPACTED ON FROZEN GROUND. IF FROZEN
GROUND IS ENCOUNTERED DURING OR PRIOR TO WP/LTP PLACEMENT, CONTACT MENARD
IMMEDIATELY TO DETERMINE THE MOST APPROPRIATE ALTERNATIVE APPROACH.
3. THE MATERIAL USED FOR THE LTP SHALL MEET THE REQUIREMENTS FOR DENSE-GRADED
AGGREGATE (DGA), AS SHOWN BELOW AND REFERENCED IN TABLE 1. DGA SHALL CONFORM TO
THE REQUIREMENTS OF THE STATE OF NEW YORK DEPARTMENT OF TRANSPORTATION
STANDARD SPECIFICATIONS FOR SUBBASE TYPE 4 IN SECTION 733-04, SHOWN BELOW.
SIEVE SIZE: 2” : PERCENT PASSING = 100%
SIEVE SIZE: 14” : PERCENT PASSING = 30-65%
SIEVE SIZE: NO. 40 : PERCENT PASSING = 5-40%
SIEVE SIZE: NO. 200 : PERCENT PASSING = 0-10%
4. LTP MATERIAL BELOW SPREAD FOOTINGS SHALL BE FLOW FREE GROUT WITH A MINIMUM
COMPRESSIVE STRENGTH OF 1,000 PSI, QC/QA FOR FLOW-FILL MATERIAL SHALL FOLLOW THE
SAME PROCEDURE AS CMC GROUT IN TABLE 1.
2 of 4
TOPIC ITEM DESC.RESPONSIBLE
PARTY VALUE FREQUENCY DELIVERABLES
NOTE ON
TRANSMITTAL &
FREQUENCY TO
MENARD
PE STAMP
REQ'D ON
REPORT?
WP/LTP
PROCTOR DIMARCO
MAXIMUM DRY DENSITY AND OPTIMUM
MOISTURE CONTENT PER
ASTM D-1557-12
1 TEST PER 100-CY OR IF MATERIAL VISIBLY CHANGES ALL PROCTOR RESULTS AND NEW PROCTORS (MAX. DRY DENSITY AND
MOISTURE CURVE) WHEN MATERIAL IS CHANGED.AS PERFORMED
GRADATION DIMARCO PER WP/LTP NOTE 3 (CMC-2)1 PER 1,000 TONS
SIEVE ANALYSIS REPORT WITH COMPARISON TO SPECIFIED GRADATION OR
CERTIFICATION LETTER FROM SOURCE / SUPPLIER IN LIEU OF CONTINUAL
TESTING.
WEEKLY YES
OBSERVATION DIMARCO
VERIFY THICKNESS, LIMITS OF PLACEMENT,
LIFTS, ELEVATIONS, SLOPES,
DEGRADATION, VISUALLY CONSISTENT.
CONTINUOUS DURING PLACEMENT AND UNTIL COVERED
PROVIDE OBSERVATION REPORT DETAILING EACH SHIFT OF PRODUCT
PLACEMENT. IF MATERIAL VISUALLY CHANGES DO NOT PERMIT PLACEMENT
UNTIL ANOTHER SAMPLE HAS BEEN OBTAINED AND ANOTHER
PROCTOR/GRADATION HAS BEEN COMPLETED.
WEEKLY YES
COMPACTION DIMARCO
95% OF MAX. DRY DENSITY PER
MODIFIED PROCTOR
MAXIMUM 9-INCH-THICK LOOSE LIFTS
SPREAD FOOTINGS: ONCE PER FOOTINGS
STRIP FOOTINGS: ONE PER 100 LF
SLAB: ONE PER 2,500 SF PER 9 INCH LOOSE LIFT,
SPACED EVENLY THROUGHOUT THE TREATMENT AREA
PROOF TEST WORKING PAD USING FULLY LOADED TRIAXLE TRUCK TO CHECK
PUMPING OR RUTTING. FOR LTP TESTING, INCLUDE TEST #, REFERENCE
LOCATION OF TEST, LIFT NUMBER, TESTING DEPTH, ELEVATION, COMPACTION
RESULTS, PASS/FAIL DESIGNATION, AND IF FAILED, WHICH TEST LOCATION
DOES RETEST CORRESPOND WITH.
WEEKLY
CMC GROUT
COMPRESSIVE STRENGTH DIMARCO PER CMC NOTE 2 (CMC-2)
A MIN. OF SIX (6) CYLINDERS WILL CONSTITUTE ONE (1)
SET. ONE (1) SET OF CYLINDERS SHOULD BE TAKEN PER
EVERY 100 CUBIC YARDS OF GROUT INSTALLED OR
FRACTION THEREOF OF GROUT DELIVERED ON A GIVEN
SHIFT.
CYLINDERS SHALL BE 3” BY 6” OR 4” BY 8” USING PREPARATION PROCESS IN
ASTM C31. CYLINDERS TO BE BROKEN: TWO (2) AT 7 DAYS, TWO (2) AT 28 DAYS,
AND TWO (2) ON A 56 DAY HOLD TO BE TESTED AS REQUIRED. ADDITIONAL
RESULTS (E.G. THREE DAY BREAKS) WILL REQUIRE THE CASTING OF TWO (2)
ADDITIONAL CYLINDERS PER SET.
WEEKLY
SLUMP DIMARCO NO REQUIREMENT MINIMUM OF ONCE PER 100 CUBIC YARDS OF GROUT
DELIVERED OR ONCE PER SHIFT, WHICHEVER IS GREATER.
ADDITIONAL SLUMP TESTING SHOULD BE TAKEN IN INSTANCES WHERE
CONSISTENCY OF GROUT APPEARS TO VARY FROM PREVIOUS BATCHES.
MATERIALS GROUT SUPPLIER AS REQUIRED PER GROUT MIX DESIGN 1 BATCH TICKET PER TRUCK
EVERY LOAD OF GROUT DELIVERED TO SITE SHALL HAVE A BATCH TICKET
DETAILING MIX PROPORTION BY WEIGHT (THEORETICAL AND ACTUAL),
ADMIXTURE DOSAGE, TIME OF BATCHING, DESIGN SLUMP, AND ALLOWABLE
TRIM WATER. IF WATER IS ADDED TO TRUCK BEFORE STARTING TO UNLOAD, IT
SHALL BE NOTED ON TICKET.
DAILY
TESTING & INSPECTION REQUIREMENTS (TABLE 1)
SECTION 00 31 32B -
CONTROLLED MODULUS COLUMN
(CMC) RIGID INCLUSIONS DESIGN
REPORT
Received by DiMarco 02/25/2021
A A
B B
C C
D D
1
1
2
2
3
3
3.8
3.8
4
4
5
5
6
6
3.5
3.9
E
6'-1 1/2"5'-1 3/4"33'-1 1/4"30'-6"29'-3"31'-6"30'-6"31'-6"31'-10"27'-10 3/8"
18'-8
7/
8
"33.00°
25'-2
1
/
2"16'-6 5/8"5'-4 3/4"96'-0"
F12
96'-0"
F15
96'-0"
F15
96'-0"
F15
B.5 B.519'-0"11'-6"96'-0"
F6
96'-0"
F12
96'-0"
F15
96'-0"
F15
96'-0"
F10
96'-0"
F10
96'-0"
F8
99'-0"
F14
99'-0"
F14
96'-0"
F14
96'-0"
F10
96'-0"
F10
96'-0"
F5
96'-0"
F5
96'-0"
F10
96'-0"
F15
96'-0"
F10
96'-0"
F12
96'-0"
F8
96'-0"
F15
99'-0"
F14
95'-0"
F14
95'-0"
F14
96'-0"
SF1
96'-0"
SF1
96'-0"
SF1
96'-0"
SF1
96'-0"
SF1
96'-0"
SF1
96'-0"
SF1
95'-0"
96'-0"
SF1 5.5
5.513'-8 3/4"18'-8 3/4"15 7/8 10 3/45.6
5.6 33.00°1'-
3
"30'
-5
5
/8
"31'
-5
1
/2
"
0'
-
3
"
2'
-
1
"
4'-1 7
/
8"
1'-3"1'-3"1'-3"6'-8 1/2"
P4 P4
P4
P3
P4
P3
P1
P1
P1
P3
P3P3P3
P3
P2
P4
P3
P3
P3
P4P4
P4P4
A.5 A.5
B.3 B.3
2.7
2.7
D.5
D.3
6'-9 1/2"10'-6 3/4"6'-11 3/4"
99'-7"
F6
8'-8"+/-
99'-7"
F6
3'-3"+/-12.00°78.00°21'-1"+/-96'-0"
SF1
5'-1"
10'-0" TYP.
4'-9"5'-3
"
8
'
-6
"
10
'
-
0
"
TYP
.
10
'
-2
"
TYP
.
10'-0"
T
Y
P.
10'-0" TYP.10'-0" TYP.8'-11"8'-11"6'-6"5'-2"
2'-11"
8'-5"10'-0" TYP.10'-0" TYP.
7'-11"5'-8"9'-4"6'-2
"
10'-0" TYP.7'-4"APPROXIMATE
LOAD TEST
LOCATION
2'-5"1'-6"5'-0"7'-7"7'-7"
CMC-3
3 of 4CMC LAYOUT
---- V:\PROSPECTS\#18357 - CMC - Carpenter Park Buildings\4 - SUBMITTALS\Design\Drawings\200522-18357-CMC-CARPENTER PARK BUILDINS-MOB.dwg - 5/27/2020
APPISSUE/REVISIONNO. DATE
If this scale bar
does not measure
1" then drawing is
not original scale.
Attention:Menard
GROUND IMPROVEMENT
SPECIALISTS
150 EAST MAIN STREET,
SUITE 500
CARNEGIE, PA 15106
(412) 620-6000
0 1"
Project: #18357
DWG. NO.Designed:
Checked:
Drawn:
N. CARNEY
S. SWIFT
G. COX
T. TOWLE
TJT0 5/22/20
Title:SENIOR DESIGN ENGINEER
CMC GROUND IMPROVEMENT
PARK GROVE - CAYUGA
MEDICAL CENTER
ITHACA, NEWY YORKSubmitted By:
P.E. Number: 100365-1FOR REVIEW
SHEET NO.
CMC LAYOUT PLAN
0
SCALE:
10 20
1" = 10'
LEGEND
ITEM SYMBOL
12.5 INCH DIA. SPREAD FOOTING
CMC (TYP.)
12.5 INCH DIA. WALL FOOTING
CMC (SPACING VARIES SEE
PLAN)
12.5 INCH DIA. SLAB CMC
(SPACING VARIES SEE PLAN)
NOTE:
FOUNDATIONS THAT ARE BUBBLEDARE BASED ON
INFORMATION PROVIDED IN LOADING SUMMARY.
FINAL DESIGN DRAWINGS WILL BE SUBMITTED
ONCE THE UPDATED CAD FILE IS RECEIVED.
SECTION 00 31 32B -
CONTROLLED MODULUS COLUMN
(CMC) RIGID INCLUSIONS DESIGN
REPORT
Received by DiMarco 02/25/2021
COLUMN OR WALL - DESIGNED
AND INSTALLED BY OTHERS
TOP OF CMC,
EL. VARIES
MIN. 6" COMPACTED DENSE GRADED
AGGREGATE MATERIAL BENEATH
STRIP FOOTINGS - INSTALLED BY
OTHERS
12.5 INCH DIA. CMC SUPPORT AT
ALL WALL FOOTINGS
FOOTING - DESIGNED AND
INSTALLED BY OTHERS
TYPICAL WALL SECTION
NOT TO SCALE
12.5" Ø CMC
2,100 PSI GROUT (SEE CMCS
NOTE 2 ON DWG. CMC-2)
TYPICAL CMC SECTION
NOT TO SCALE
CMCS BENEATH WALL FOOTINGS
ARE CENTERED ON THE WALL FOOTING
UNLESS OTHERWISE SPECIFIED(VARIES)SEE PLANTYPICAL WALL FOOTING DETAIL
NOT TO SCALE
12.5 INCH Ø CMC (TYP.)
12.5 INCH DIA. CMC
TOP OF CMC,
EL. VARIES
1'-0" WORKING
PLATFORM
1'-0" LOAD
TRANSFER
PLATFORM
5 INCH THICKNESS
CONCRETE SLAB -
DESIGNED AND
INSTALLED
BY OTHERS
TYPICAL SLAB SECTION
NOT TO SCALE 6"15'-0" TYP.
14'-0" TYP.
8'-0" TYP.
10'-0" TYP.
F8 F10
F15 AND F15.1
F14
TYPICAL FOOTINGS
NOT TO SCALE
14'-0" TYP.
F14
12'-0" TYP.
F12 2'-0"2'-0"3'-6"1'-9"3'-0"3'-0"4'-0"4'-5"4'-5"5'-4"5'-4"1'-9"4'-6"4'-6"4'-6"4'-6"4'-6"
4'-5"4'-6"3'-6"3'-6"2'-0"5'-7"4'-6"3'-3"3'-3"1'-9"15'-0" TYP.
F15
16'-0" TYP.
4'-6"4'-6"4'-6"4'-6"F16
5'-4"5'-4"4'-6"5'-7"4'-6"3'-3"3'-3"1'-9"4'-0" TYP.
5'-0" TYP.
2'-0"2'-0"2'-6"2'-6"2'-0"
F5F4 2'-0"COLUMN OR WALL - DESIGNED
AND INSTALLED BY OTHERS
TOP OF CMC,
EL. VARIES
MIN. 6" FLOWABLE FILL MATERIAL
BENEATH FOOTINGS - INSTALLED BY
OTHERS
12.5 INCH DIA. CMC SUPPORT AT
ALL SPREAD FOOTINGS
FOOTING - DESIGNED AND
INSTALLED BY OTHERS
TYPICAL FOOTING SECTION
NOT TO SCALE
CMC-4
4 of 4SECTIONS & DETAILS
---- V:\PROSPECTS\#18357 - CMC - Carpenter Park Buildings\4 - SUBMITTALS\Design\Drawings\200522-18357-CMC-CARPENTER PARK BUILDINS-MOB.dwg - 5/27/2020
APPISSUE/REVISIONNO. DATE
If this scale bar
does not measure
1" then drawing is
not original scale.
Attention:Menard
GROUND IMPROVEMENT
SPECIALISTS
150 EAST MAIN STREET,
SUITE 500
CARNEGIE, PA 15106
(412) 620-6000
0 1"
Project: #18357
DWG. NO.Designed:
Checked:
Drawn:
N. CARNEY
S. SWIFT
G. COX
T. TOWLE
TJT0 5/22/20
Title:SENIOR DESIGN ENGINEER
CMC GROUND IMPROVEMENT
PARK GROVE - CAYUGA
MEDICAL CENTER
ITHACA, NEWY YORKSubmitted By:
P.E. Number: 100365-1FOR REVIEW
SHEET NO.
SECTION 00 31 32B -
CONTROLLED MODULUS COLUMN
(CMC) RIGID INCLUSIONS DESIGN
REPORT
Received by DiMarco 02/25/2021