HomeMy WebLinkAbout20210755 269 Broadway Site Plan Geotechnical Letter lerracon
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Geotechnical Engineering Report
Proposed Mixed Use Building
Saratoga Springs, New York
September 5, 2019
Terracon Project No. JB195195
Prepared for:
Roohan Realty
Saratoga Springs, New York
Prepared by:
Terracon Consultants-NY, Inc.
dba Dente Group
Watervliet, New York
Environmental Facilities Geotechnical Materials
September 5, 2019 llerracon
Roohan Realty GeoRe,p►ort
519 Broadway
Saratoga Springs, New York 12866
Attn: Mr. Tom Roohan
ph: (518) 587-4500
Re: Geotechnical Engineering Report
Proposed Mixed Use Building
Saratoga Springs, New York
Terracon Project No. JB195195
Dear Mr. Roohan:
We have completed the Geotechnical Engineering services for the referenced project. This study
was performed in general accordance with Dente Group Proposal No. PJB195195 dated July 19,
2019 which was approved by your office on July 31, 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, retaining walls and pavements 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 at your convenience.
Sincerely,
Terracon Consultants-NY, Inc.
(Fy0744.), _ _ ,
. • . inzit
915,1
John S. Hutchison, P.E. 9/6/1S Fred A. Dente, P.E.
Senior Engineer Principal
Dente Group -A Terracon Company 594 Broadway Watervliet, New York 12189
P (518) 266 0310 F (518) 266 9238 terracon.com
Environmental • Facilities • Geotechnical • Materials
REPORT TOPICS
INTRODUCTION 1
SITE CONDITIONS 1
PROJECT DESCRIPTION 2
GEOTECHNICAL CHARACTERIZATION 2
GEOTECHNICAL OVERVIEW 4
SEISMIC CONSIDERATIONS 4
EARTHWORK 5
SHALLOW FOUNDATIONS 8
DEEP FOUNDATIONS 8
FLOOR SLABS 10
RETAINING WALLS 11
GENERAL COMMENTS 11
FIGURES 13
Note:This report was originally delivered in a web-based format.Orange Bold text in the report indicates a referenced
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ATTACHMENTS
EXPLORATION AND TESTING PROCEDURES
PHOTOGRAPHY LOG
SITE LOCATION AND EXPLORATION PLANS
EXPLORATION RESULTS
SUPPORTING INFORMATION
Note: Refer to each individual Attachment for a listing of contents.
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Geotechnical Engineering Report
Proposed Mixed Use Building
267-269 Broadway
Saratoga Springs, New York
Terracon Project No. JB195195
September 5, 2019
INTRODUCTION
This report presents the results of our subsurface exploration and geotechnical engineering
services performed for the proposed mixed use building to be located at 267-269 Broadway in
the city of Saratoga Springs, 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 NYSBC
Lateral earth pressures Frost considerations
The geotechnical engineering scope of services for this project included the advancement of eight
test borings, which were advanced to depths ranging from 25.3 to 33.4 feet below existing site
grades.
Maps indicating the site and test boring locations are included as the attached Site Location and
Exploration Plans, respectively.
SITE CONDITIONS
The project site is located on the west side of Broadway between West Circular Street and
Congress Street. Hamilton Street flanks the site on its west side.While the site is currently vacant,
it was until recently occupied by a one to two story brick building, and an older aerial photograph
(circa 1964) indicates another structure predated the one recently removed.
Existing grades across the property are highest along its Broadway frontage at elevations of about
299 to 302 feet, and slope downward to the west, with ground surface elevations at about 293 to
294 feet along Hamilton Street. Overall topography in the site locale is gently rolling.
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Proposed Mixed Use Building Saratoga Springs, New York
September 5, 2019 Terracon Project No. JB195195 GeoReport
PROJECT DESCRIPTION
As we understand it, the project entails construction of a new five-story mixed use building with
basement level parking and plan dimensions of about 65 x 240 feet. Preliminary plans envision
the first floor at an elevation of approximately 307 feet (about five feet above Broadway), with the
basement level parking at about elevation 295 (or just above Hamilton Street).
The building will be a "podium" style with concrete/steel framing on the lower levels and wood
framing on the upper four floors. Anticipated foundation loads were not available at the time of
this report; for the purposes of this evaluation, we have assumed maximum column loads of 500
kips and wall loads of five kips per linear foot.
GEOTECHNICAL CHARACTERIZATION
We have developed a general characterization of the subsurface conditions based upon our
review of the subsurface exploration, 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 subsurface logs. The individual logs can be found in the
Exploration Results and the GeoModel in the sections of this report.
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.
Model Layer Layer Name General Description
1 Fill Sand with varying amounts of silt and gravel, brown,
pieces of brick, occasional cobbles, cinders, slag
2 Native Sand Native sand with lesser amounts gravel and silt,
senerall ver loose to loose
3 Lake Clays Silt and clay, banded to varved, generally very soft to
soft
Silty sand with gravel, occasional cobbles and
4 Glacial Till boulders, gray to black, generally medium dense to
ve dense
5 Bedrock Limestone
Remains of an asphalt paved parking lot are present at the ground surface on the west side of
the site, and test borings in this area revealed existing pavement thickness of about 0.2 to 0.3
feet, along with a similar thickness of underlying gravel base. No distinct surface materials were
noted elsewhere.
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Beneath whatever surface materials were present, urban fill materials were found in each of the
boreholes advanced for this study, extending to depths between about 3 and 9 feet below the
existing ground surface. The fills typically consisted of sands with varying amounts of silt and
gravel, along with pieces of brick and occasional cobbles, cinders and slag. Test pits by others in
2017 revealed fills of similar composition to depths of approximately 5 to 9 feet.
The fills were underlain by a layer of native sands at most locations (all but test borings B-1 and
B-5 at the west end of the site), this ranging in thickness between approximately 2 and 8 feet
overall. The sands were of a very loose to loose relative density as indicated by measured SPT
N-values.
Lacustrine silt and clay deposits were encountered beneath the sands (or directly beneath the
existing fills at boreholes B-1 and B-5). These cohesive deposits were judged to be of a very soft
to soft consistency and extended to depths of about 25 to 31 feet below the existing ground
surface. Laboratory testing indicates the silts and clays classify among the CL (Lean Clay) group
using the Unified Soil Classification System (USCS). Measured liquid limits were between 37 and
40 percent, and corresponding plastic limits were each 23 percent. The natural moisture content
of the clay samples submitted for testing was between 37 and 39 percent, this at or near the liquid
limit in each case. A thin layer of glacial till was found beneath the silt and clay deposits at most
locations, this being no more than a few feet thick, medium dense to dense, and mantling the
underlying bedrock.
Bedrock was encountered at depths of approximately 25.2 to 33.4 feet below the existing ground
surface as evidenced by refusal of the drill tooling, this corresponding with bedrock surface
elevations between about 264 to 269 feet. Confirmatory rock core sampling at test boring B-2
indicates the bedrock consists of limestone which is lightly weathered and medium strong with
very close to close fracture spacing. Rock core recovery was 98 percent and measured RQD was
80 percent indicating a "good" rock mass quality. A photograph of the recovered rock core is
included with the subsurface logs.
Groundwater observations and measurements were made as the boreholes were completed. It
should be noted that these measurements may not reflect actual groundwater depths, as
adequate time may not have elapsed for groundwater to enter the augers and achieve a static
level prior to the measurements being taken.
Based upon the groundwater measurements and recovery of wet soil samples, it appears that
groundwater was present at depths of about 5 to 10 feet at the time of investigation, indicating a
groundwater surface elevation in the range of about 289 to 292 feet.
Fluctuations in groundwater level may occur because of seasonal variations in the amount of
rainfall, runoff, and other factors that may differ from those present at the time the explorations
were performed. Additionally, grade adjustments on and around the site, as well as surrounding
drainage improvements, may affect the water table.
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Geotechnical Engineering Report lierracon
Proposed Mixed Use Building Saratoga Springs, New York
September 5, 2019 Terracon Project No. JB195195 GeoReport
GEOTECHNICAL OVERVIEW
Planning for design and construction of the new building at the project site will be impacted primarily
by the presence of the existing urban fills and underlying soft native soils. The existing fill, which
varies in composition and is generally loose, is not considered suitable for direct support of building
foundations, although consideration may be given to leaving some of the fill in place beneath the
parking level floor slab with some limitations as outlined subsequently.
The loose sands and soft silt/clay native soils beneath the fill offer modest bearing capacity in the
context of the proposed construction. Considering this, conventional shallow spread foundations are
a potentially viable option for support of the building, but this will be dependent on actual building
loads and the limits of tolerable settlement. These parameters are discussed in the Shallop
Foundations section. Should bearing capacity or settlement considerations preclude the use of
spread foundations, the building may be alternatively supported on steel H-piles driven to end
bearing on bedrock as outlined in the Deep Foundation section.
Soils which are excavated for foundation construction are for the most part expected to consist of
existing fills. These materials are likely to be unsuitable for reuse as backfill because of their
excessive silt, unsuitable debris and rubble and should be wasted off site.
In general, groundwater is expected to be at or slightly below foundation excavation depths and
some dewatering should be anticipated in planning for design and construction of the building.
Groundwater and/or perched water encountered during construction is expected to be limited in
volume and standard sump and pump methods should be sufficient for its removal. Groundwater
may however impact on the design of any pits or deep utility lines depending on their planned depth
and/or configuration. Any such deeper features may require deeper well dewatering systems or
sheet piling to depress and maintain the groundwater beneath them.
The following sections of this report provide more detailed recommendations to assist in planning
for the geotechnical related aspects of the project. We should be provided with the opportunity to
review plans and specifications prior to their release for bidding to confirm that our
recommendations were properly understood and implemented, and to allow us to refine our
recommendations, if warranted, based upon the final design. The General Comments section
provides an understanding of the report limitations.
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).
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Seismic Site Classification
Based on the soil properties encountered at the site as described on the exploration logs and the
results of shear wave velocity testing completed in similar subsurface profiles in the general
project area, it is our professional opinion that the seismic Site Class is D. Subsurface
explorations at this site were extended to a maximum depth of 33.4 feet. The site properties below
the boring depth to 100 feet were estimated based on our experience and knowledge of geologic
conditions of the general area.
Liquefaction
Liquefaction of the soils is not expected to not occur in response to earthquake motions. This
opinion is based upon the composition of the site soils and the results of shear wave velocity
testing completed in similar subsurface profiles in the general project area.
EARTHWORK
In general, earthwork is anticipated to include clearing, grubbing, cut and fill to establish the
planned site grades, removal and replacement of existing fills beneath the building pad as
necessary, compaction and stabilization of pavement subgrades, and fill/backfill around new
building foundations. 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.
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.
Site Preparation
Site preparation should begin with clearing and stripping of asphalt, topsoil and surficial organic
matter from the building pad. A pre-construction survey of adjoining properties should be
completed to define pre-existing cracks or deflections within the adjacent structures if H pile
foundations are selected. In addition, vibration monitoring at the site limits and at nearby
structures should be performed to verify whether the pile driving contractor's means and methods
are acceptable or require modification.
While consideration may be given to leaving some of the existing fills in place beneath the parking
level floor slab, we recommend the slab be seated on a structural fill layer a minimum of two feet
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thick to ensure the suitability, integrity and uniformity of materials directly beneath the slab.
Undercut subgrades should be proof-rolled as described below, with any soft areas stabilized
accordingly. Even with the partial replacement of existing fills and proof-rolling, the Owner must
accept some degree of risk that the slab may settle over time and require periodic maintenance.
If this risk cannot be accepted, the fills must be removed and replaced in their entirety beneath
the slab, or the slab should be supported on piles.
Prior to placing fills to raise site grades and/or after cuts are made to the plan subgrade elevations,
the subgrades should be proof-rolled using a steel drum roller with a static weight of at least five
tons. The roller should operate in the static mode, unless requested otherwise by the
Geotechnical Engineer observing the work, and travel at a speed not exceeding three feet per
second (two miles per hour). At least four passes with the roller should be made over the entire
subgrade surface. The method of proof-rolling may be modified by the Geotechnical Engineer
based upon the conditions exposed at the time of construction.
Soft areas identified by the proof-rolling should be investigated to determine the cause and
stabilized accordingly. These investigations may include the excavation of test pits. If existing fills
are found and determined by to be unsuitable by the Geotechnical Engineer, they should be
removed and replaced as deemed necessary.
Fill Material Types
Structural Fill should be used as fill and backfill in and around the proposed building pad. The fill
should consist of imported sand and gravel which meets the limits of gradation given below. All
imported materials should be free of recycled concrete, asphalt, bricks, glass, and pyritic shale
rock.
IMPORTED STRUCTURAL FILL
Sieve Size Percent Finer
3" 100
30 to 75
No. 40 5 to 40
No. 200 0 to 10
As previously noted, we recommend against the reuse of excavated existing fills. These
materials are considered unsuitable for reuse and should be wasted off-site.
Fill Compaction Requirements
New fills and backfills beneath and around the building pad should be placed in uniform loose
layers no more than about one-foot thick where heavy vibratory compaction equipment is used.
Smaller lifts should be used where hand operated equipment is required for compaction. Each lift
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should be compacted to no less than 95 percent of its maximum dry density as determined by the
Modified Proctor Compaction Test—ASTM D1557.
Temporary Excavation Slopes and Shoring
All excavations must be performed in accordance with federal Occupational Safety and Health
Administration (OSHA) standards, along with state and local codes, as applicable. Native site
soils should be considered Type C pursuant to 29 CFR Part 1926 Subpart P. The contractor
should be aware that slope height, slope inclination, and excavation depth should in no instance
exceed OSHA regulations. Flatter slopes than those dictated by the regulations or temporary
shoring may be required depending upon the soil conditions encountered and other external
factors. OSHA regulations are strictly enforced and if not followed, the owner, contractor, and/or
earthwork and utility subcontractor could be liable and subject to substantial penalties.
In general, excavations should not encroach within a zone of influence defined by a line extending
out and down from any existing structures at an inclination of 1 V:1.5H. Excavations that encroach
within this zone should be sheeted, shored, and braced to support the soil and adjacent structure
loads, or the structure should be underpinned to establish bearing at a deeper level.
If shoring is required, it should be designed by a NYS registered Professional Engineer. For
shoring design purposes, the total unit weight of the native soil and fill may be assumed equal to
115 pounds per cubic foot (pcf) above groundwater and 120 pcf below groundwater. A friction
angle equal to 30 degrees may be assumed. If sheet piles are installed, they should remain in
place because their removal could induce settlement of new and/or existing structures.
Construction Observation and Testing
The earthwork efforts and any pile driving should be monitored under the direction of the
Geotechnical Engineer. Monitoring should include documentation of adequate removal of topsoil
and unsuitable fills, proof-rolling, and stabilization of areas delineated by the proof-roll 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. One density and water content test should be performed for
every 50 linear feet of compacted utility trench backfill.
Foundation bearing grades and subgrades for floor slabs and pavements should be evaluated
under the direction of the Geotechnical Engineer. If unanticipated conditions are encountered, the
Geotechnical Engineer should prescribe mitigation options.
It should be understood the actual subsurface conditions that exist will only be known when the
site is excavated. The continuation of the Geotechnical Engineer into the construction phase of
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September 5, 2019 Terracon Project No. JB195195 GeoReport
the project will allow for validation of the subsurface conditions assumed to exist for this study
and the design recommended in this report, including assessing variations, providing
recommendations and reviewing associated design changes.
SHALLOW FOUNDATIONS
The potential viability of shallow spread foundations should be evaluated once actual anticipated
building loads become available.
For preliminary planning purposes, we have estimated total settlements in the range of 1.5 to 2
inches for a spread foundation system. This assumes a column foundation 12 feet square with a
maximum contact pressure of 3,000 pounds per square foot (psf) bearing on a structural fill pad
3 feet thick (with the structural fill pad constructed over native undisturbed soils). We estimate
that roughly a third to half of the total settlement would occur semi-elastically, as construction
proceeds and as dead/live loads are placed. The remainder of the settlement would be expected
to occur gradually post-construction, as consolidation settlement over a period of a year or so.
We also expect settlements would be somewhat less at the east end of the building where there
would be some excavation load relief through cuts to establish the parking level floor grade.
Continuous strip footings should be at least two feet in width, and isolated footings should be at
least three feet in width. All exterior foundations should be seated at least four feet below final
adjacent grades for frost protection. Interior foundations (beneath heated spaces) should bear at
a nominal depth of two feet or more below finished floor to develop adequate bearing capacity.
Foundation Construction Considerations
The foundation bearing grades should consist of Structural Fill pads placed over native
undisturbed soils after all existing fill is removed (along with any remains of old structures or
otherwise unsuitable materials that may be found) as outlined in the Fsrfhwnrlk section. The
bearing surfaces should be thoroughly compacted as described herein. All final bearing grades
should be firm, stable, and free of loose soil, mud, water and frost.
The Geotechnical Engineer should approve the condition of the undercut subgrades prior to
construction of the bearing pads and should approve the final foundation bearing grades
immediately prior to placement of the reinforcing steel and concrete.
DEEP FOUNDATIONS
Deep Foundation Design Parameters
Steel H-piles are considered a feasible alternative for use at this site. The piles should be driven
to refusal on bedrock and designed for an allowable axial design load equal to the pile cross-
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sectional area times 35 percent of the yield stress of the steel. For example, an HP10x42 section
pile, with a cross-sectional area of 12.3 square inches and Grade 50 steel would have an
allowable axial capacity of 215 kips (12.3 in2 x 0.35 x 50 ksi). The allowable axial capacity may
be increased to 50 percent of the steel yield stress if dynamic load testing is performed in accord
with ASTM D4945 standards. This would increase the allowable capacity of an HP10x42 section
to 307 kips. A heavier pile section may also be used to achieve an increased axial load capacity.
An individual pile can be assumed to develop a lateral load capacity of at least ten (10) kips at
translations of one-quarter (1/4) inch or less with a semi-fixed head condition. For pile groups the
individual pile lateral load capacity should be reduced accordingly based upon the spacing and
configuration of the piles.
Lateral load capacity of pile caps may be calculated using a reduced passive earth pressure as
lateral pile capacity is predicated on allowable lateral translation of one-quarter (1/4) inch. The
coefficient of passive lateral earth pressure and total unit weight of compacted Structural Fill
against pile caps and grade beams may be assumed to equal 2.5 and 120 pounds per cubic foot,
respectively. Pile caps and grade beams should be seated at least four feet beneath adjacent
exterior grades to afford frost penetration protection.
The piles should be spaced no closer than three feet, with a minimum of three piles in any group
supporting columns not restrained laterally by grade beams or haunched slabs. Piles which are
laterally restrained may be installed in single or double pile groups. No pile group reduction factor
for vertical loads is considered necessary.
The H-Piles should be fitted with a cast steel Pruyn Point Shoe HP75500 as manufactured by
Associated Pile and Fitting Co., Inc. to protect the piles as they are driven through the fill materials
and into the very compact glacial till soils and/or bedrock.
The piles should be driven using a hammer capable of achieving design loads confirmed by
dynamic load testing. After the pile tip reaches the expected bedrock depth and penetration
becomes 1/4-inch or less for five consecutive blows, refusal will be considered to be reached if
the penetration for five additional blows is less than 1/4-inch.
A wave equation analysis should be performed to verify that the hammer, cushion, and pile section
employed achieves the design capacity without over-stressing the pile. Dynamic load testing
should be conducted on at least two piles at locations spaced around the site and approved by
the Geotechnical Engineer. Results of the wave equation analysis and load testing can be used
to refine the pile driving criteria.
Settlement of the pile top should consist of elastic shortening of the pile under the design load
and penetration of the pile into the bearing surface. Total axial movement of the pile top is not
expected to exceed one-half inch.
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Deep Foundation Construction Considerations
Obstructions may be encountered while attempting to drive the piles through the fill materials at
this site. In bidding the work, the Contractor should include provisions/costs for pre-drilling or
removal of any obstructions and associated delays in the pile driving operations.
All pile installation should be performed during the full-time observation of the Geotechnical
Engineer. The Geotechnical Engineer should also approve the condition of pile cap and/or
foundation subgrades immediately prior to placement of reinforcing steel and concrete.
FLOOR SLABS
Floor Slab Design Parameters
The parking level and/or building floor slabs should be constructed upon a minimum six-inch thick
base of crushed stone which conforms to requirements for ASTM C33 Blend 57 aggregate, which
itself is placed over imported structural fill after partial or complete removal of existing fill soils to
form the minimum two feet thickness of structural fill. If moisture sensitive coatings or floor
coverings will be placed on the floors, a vapor retarder, Stego Wrap 15 mil Class A or equivalent,
should be installed per ACI 302 and/or ACI 360 guidelines.
A vertical modulus of subgrade reaction equal to 200 pounds per cubic inch (pci) at the top of the
stone base layer may be assumed for the slab design purposes.
Floor Slab Construction Considerations
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.
Frost Considerations
It should be understood that sidewalks and pavements constructed upon the site's soils will heave
as frost seasonally penetrates the subgrades. The magnitude of the seasonal heave will vary with
many factors and result in differential movements. As the frost leaves the ground, sidewalks and
pavements will settle back, but not entirely in all areas. Where walks meet doorways or where
curbs and storm drains meet pavements, such differential heave and settlement may result in
undesirable displacements and create trip hazards. To limit the magnitude of heave and the
creation of these uneven joints to generally tolerable magnitudes for most winters, a 16-inch thick
crushed stone base course, composed of Blend 57 aggregate, may be placed beneath the
sensitive sidewalk, drive, etc. areas. The stone layer must have an underdrain placed within it.
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RETAINING WALLS
Retaining Wall Design Parameters
Structure walls that retain earth should be designed to resist lateral earth pressures together with
any applicable surcharge loads. Active earth pressures may be assumed for walls that are free to
deflect as the backfill is placed and surcharge loads applied. At-rest earth pressures should be
assumed for walls that are braced prior to backfilling or applying surcharge loads.
The following design parameters are provided to assist in determining the lateral wall loads,
whichever apply:
Soil's Angle of Internal Friction - 30 degrees
Coefficient of At-Rest Earth Pressure - 0.50
Coefficient of Active Earth Pressure - 0.33
Coefficient of Passive Earth Pressure - 3.00
Total Unit Weight of Soil - 120 pcf
Coefficient of Sliding Friction - 0.30 (concrete on native soils)
The recommended design parameters assume relatively level grades on either side of the wall,
that the wall is backfilled with a suitable granular fill, and that the backfill remains permanently
well-drained. Water must not be allowed to collect against the wall unless the wall is designed to
accommodate the added hydrostatic pressure. Drainage system recommendations are provided
below.
Subsurface Drainage for Below-Grade Walls
Retaining structures should be provided with a foundation level drain which may consist of a
nominal 4-inch diameter perforated PVC pipe embedded at the base of a minimum 12-inch wide
column of clean crushed stone (e.g., no. 1 and no. 2 size aggregate or ASTM Blend 57 stone).
The stone should be wrapped in a filter fabric (Mirafi 140N or equivalent)to inhibit siltation. Backfill
soils behind the crushed stone drainage layer should consist of Structural Fill. The drain line
should be sloped to provide positive gravity drainage to daylight, stormwater system, or to a sump
pit and pump.
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
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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.
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 and
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.
Responsive ■ Resourceful ■ Reliable
FIGURES
Contents:
GeoModel
Responsive ■ Resourceful ■ Reliable
Proposed Mixed Use Building Saratoga Springs,New York 1 ierracon
Terracon Project No.JB195195 GeoReport
305
B-8
300 B-4 i♦i
B-7 1 i♦i
B-3 � B-6 ♦ ♦♦♦
295 B-1 �— ♦♦♦ ♦i5 —►i� 4*4 a♦s
♦♦ ►♦�♦i 1 ♦♦ ►♦� ►♦_4 Oi
290 5.1' ►♦♦� 6.3 ♦♦♦ 9.5 It5.5 � . • $.♦. 7 /♦�6 7-A7s %%% 2 . • �12 1 II2 10 •
//� ..•10 ��� 16
ci) 285
II'
•z
280 • 3
w 275 00 33.4
270 i25 III3O111155 //S / 4
25.2 /// LIMP 26.5
0/0 28 ///28.5 !/. 30
4 �.,®P�o Pio
t:Al
0 :30 ,33.3 29265 ys 3/.3 32.4
33
260
This is not a cross section.This is intended to display the Geotechnical Model only.See individual logs for more detailed conditions.
IModel Layer Layer Name General Description
1 Fill Sand with varying amounts of silt and gravel,brown,pieces
of brick,occasional cobbles,cinders,slag
2 Native Sand Native sand with lesser amounts gravel and silt,generally
Ivery loose to loose
3 Lake Clays Silt and clay,banded to varved,generally very soft to soft
T 4 Glacial Till Silty sand with gravel,occasional cobbles and boulders,gray
to black,generally medium dense to very dense
1- 5 Bedrock Limestone
LEGEND
■Asphalt Silty Clay V Bedrock
Aggregate Base Course °r;Glacial Till Silty Sand
rPoorly-graded Sand with
L Fill 17Poorly-gradedSand
Gravel
.First Water Observation NOTES:
Layering shown on this figure has been developed by the geotechnical
engineer for purposes of modeling the subsurface conditions as
required for the subsequent geotechnical engineering for this project.
Numbers adjacent to soil column indicate depth below ground surface.
Groundwater levels are temporal.The levels shown are representative of the date
and time of our exploration.Significant changes are possible over time.
Water levels shown are as measured during and/or after drilling.In some cases,
boring advancement methods mask the presence/absence of groundwater.See
individual logs for details.
ATTACHMENTS
Responsive ■ Resourceful ■ Reliable
Geotechnical Engineering Report lierracon
Proposed Mixed Use Building Saratoga Springs, New York
September 5, 2019 Terracon Project No. JB195195 GeoReport
EXPLORATION AND TESTING PROCEDURES
Field Exploration
Number of Borings Boring Depth (feet) Location
8 25.2 to 33.4 Building pad
Boring and Test Pit Layout and Elevations: The boring locations were established by Terracon
through GPS coordinates and/or tape measurements from existing site features. Approximate
elevations were obtained by Terracon through interpolation between topographic contour
intervals shown on the plans provided to us. If more precise locations and/or elevations are
desired, the as-drilled boring locations should be surveyed.
Subsurface Exploration Procedures: The test borings were made using a standard rotary drill
rig equipped with hollow stem augers. As the augers were advanced, the soils were sampled at
intervals of five feet or less in accordance with the Standard Method for Penetration Test and Split-
Barrel Sampling of Soils,ASTM D1586. Upon meeting refusal at borehole B-2,the refusal material
(in this case, bedrock) was cored to allow its characterization. The coring was completed in
general accordance with ASTM D2113 — Standard Practice for Rock Core Drilling and Sampling
of Rock for Site Investigation using an NQ-size double tube core barrel. One core run, five feet in
length, was made.
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. The sampling depths, penetration distances, and
other sampling information was recorded on the field boring logs.
The soil and rock core samples were placed in appropriate containers and taken to our soils
laboratory for classification by a Geologist or Geotechnical Engineer. The soils were described
based on the material's color, texture, plasticity and moisture condition. Rock classification was
conducted using locally accepted practices for engineering purposes; petrographic analysis may
reveal other rock types. Soil classifications are in general accordance with the Unified Soil
Classification System (USCS) as summarized herein. Rock classification was determined using
the Description of Rock Properties terms (also summarized herein). Final boring logs were
prepared, and they represent the Geotechnical Engineer's interpretation of the field logs and
laboratory classifications, along with any laboratory testing performed.
Laboratory Testing
Selected recovered samples from the test borings were submitted for laboratory testing as part of
the subsurface investigation, to confirm the visual classifications and to provide quantitative index
Responsive ■ Resourceful ■ Reliable EXPLORATION AND TESTING PROCEDURES 1 of 2
Geotechnical Engineering Report lierracon
Proposed Mixed Use Building Saratoga Springs, New York
September 5, 2019 Terracon Project No. JB195195 GeoReport
properties for use in the geotechnical evaluation. This testing was performed in general
accordance with the following standard methods:
ASTM D2216 - Standard Test Methods for Laboratory Determination of Water (Moisture)
Content of Soil and Rock by Mass (3 samples tested)
ASTM D422 - Standard Test Method for Particle-Size Analysis of Soils (1 sample tested)
ASTM D4318 - Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index
of Soils (2 samples tested)
Responsive ■ Resourceful ■ Reliable EXPLORATION AND TESTING PROCEDURES 2 of 2
SITE LOCATION AND EXPLORATION PLANS
Contents:
Site Location Plan
Exploration Plan
Note: All attachments are one page unless noted above.
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SITE I (1f ATION lierracon
269 Broadway Saratoga Springs, NY GeoReport
September 5, 2019 Terracon Project No. JB195195
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DIAGRAM IS FOR GENERAL LOCATION ONLY,AND IS NOT TOPOGRAPHIC MAP IMAGE COURTESY OF THE U.S.GENOYLOGICAL SURVEY J
INTENDED FOR CONSTRUCTION PURPOSES QUADRANGLES INCLUDE:SARATOGA SPRINGS (1/1/1967).
FXPI ORATION PI /!Plierracon
269 Broadway Saratoga Springs, NY GeoReport
September 5, 2019 Terracon Project No. JB195195
wo . a
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DIAGRAM IS FOR GENERAL LOCATION ONLY,AND IS NOT AERIAL PHOTOGRAPHY PROVIDED BY
INTENDED FOR CONSTRUCTION PURPOSES MICROSOFT BING MAPS
EXPLORATION RESULTS
Contents:
Boring Logs (8 pages)
Rock Core Photo
Laboratory Test Results (2 pages)
Note: All attachments are one page unless noted above
Responsive • Resourceful • Reliable
BORING LOG NO. B-1 Page 1 of 1
PROJECT: Proposed Mixed Use Building CLIENT: Roohan Realty
Saratoga Springs, New York
SITE: 267-269 Broadway
Saratoga Springs, New York
w 00 LOCATION See xploration Plan >0 w
}} WF
Q O Latitude:43.0776°Longitude:-73.7875° W Q Lu I w z
LU
o d W> > 0� Q�
a
0 Approximate Surface Elev.:294(Ft.)+/- o g m Q 0 Z
DEPTH ELEVATION(Ft.)
I 'SPHALT //, ;2245_.+j
'AVEMENT BASE +
2-2-2-3
FILL-SILTY SAND, pieces of brick,occasional cobbles,fine to medium grained, — l/\1 19 N=4
brown, moist to wet,very loose to very dense
\ 0 A 50/2"
21 1-1-1-1
N=2
••����• —
•7.5 286.5+/-
/ VARVED SILT AND CLAY(CL-ML),gray to brown,moist to wet,very soft to soft 24 1-2=4
N=4
Q —
CL
10—
w \
/ WH/12"-1-2
Q j — X 24 N=1
o / \
o j
�
15—
— WH/12"-2-2
3 24 X N=2
co
CO
N / 0—
N j — 24 WH-1-2-3
N=3
J / -
/25.0 269+/- 25—
o SILTY SAND WITH GRAVEL(SM),occasional cobbles and boulders,fine to �26e � �`\ 1 A 50/2"
edium grained,gray to black, moist,very dense /
Auger Recusal at 25.3 Feet
2
0
w
0
CL
w
Z
0
0
O
U-
LL
0
w
• Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
w
w
0)• Advancement Method: See Exploration and Testing Procedures for a Notes:
• 3 1/4"ID HSA description of field and laboratory procedures
used and additional data(If any). WH=Weight of Hammer
See Supporting Information for explanation of
o Abandonment Method: symbols and abbreviations.
Boring backfilled with soil cuttings upon completion.
0— Sealed with bituminous cold patch at surface. Elevations were interpolated from a topographic
WATER LEVEL OBSERVATIONS site plan
O Boring Started:08-13-2019 Boring Completed:08-13-2019
5.1 feet while drilling lierracon
0 Drill Rig:CME 45 Driller:S.Loiselle
594 Broadway
F Watervliet,NY Project No.:JB195195
BORING LOG NO. B-2 Page 1 of 1
PROJECT: Proposed Mixed Use Building CLIENT: Roohan Realty
Saratoga Springs, New York
SITE: 267-269 Broadway
Saratoga Springs, New York
w 00 LOCATION See xploration Plan >0 as V H o
}} WF-
Q O Latitude:43.0775°Longitude:-73.7872° _1 Q F Lu CC in w z
w o d WCC J > 0� Qi_
a
0 Approximate Surface Elev.:295(Ft.)+/- o g or?,LU Q 0 i a O
DEPTH ELEVATION(Ft.)
O co a
:,,`v I •SPHALT /\2QS+u
I 'AVEMENT BASE +
1 2-3-3-4
FILL-SILTY SAND WITH GRAVEL, pieces of brick,fine to medium grained, — 19 N=6
-3
• . 3.0 brown to orange,moist, loose 292+/-
POORLY GRADED SAND(SP),fine to medium grained,orange to brown,moist 4-3-4-3
to wet, loose — 21 N=7 10
z 5-
0) —L 21 2-2-2-2
7.0 288+/- N=4
cDHVARVED SILT AND CLAY(CL-ML),trace fine sand, brown,wet,very soft to soft
O — 2-2-1-2
ui 24 N=3
w
CL
10—
w x
24
WH-2-2-2
FGrades to gray banded silt and clay — N=4
o
ooce
Lu
ce
j —
15— )(0 - 24 WH/18"-2
0 3=
O
m
N 20—
— 24 WH-1-2-3
cy) X N=3
I
O
25—
o — 24 1-1-2-2
H
N=3
2
• /28.0 267+/-
Lu LIMESTONE,with quartz veins and chert nodules,gray,slightly weathered, 0 A 50/0" i
o
F medium strong,very close to close fracture spacing,good RQD
ce
O `� 30— 59 REC=98%
ce• ‘i — RQD=80%
J
Q
o• ` 33.0 262+/-
o Boring Terminated at 33 Feet
0
0
CC
LL
0
W
i Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
ce
a
w
() Advancement Method: See Exploration and Testing Procedures for a Notes:
• 3 1/4"ID HSA to 28 feet,NQ2-sized core barrel to 33 feet. description of field and laboratory procedures
o
used and additional data(If any).
a WH=Weight of Hammer
Q
See Supporting Information for explanation of
H Abandonment Method: symbols and abbreviations.
z Boring backfilled with soil cuttings upon completion.
0— Sealed with bituminous cold patch at surface. Elevations were interpolated from a topographic
0 site plan
WATER LEVEL OBSERVATIONS
O Boring Started:08-09-2019 Boring Completed:08-09-2019
= 6.3 feet while drilling(prior to coring) lrerracon
0 Drill Rig:CME 45 Driller:S.Loiselle
u) 594 Broadway
F Watervliet,NY Project No.:JB195195
. I + i, +
w -
.014q a6g aka^IRWAi - A
e 'II Yaw* MID--33 c,' -rc v'7 .-
rr
•a
f
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, -- —.
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-tea
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Rock Core at B-2
BORING LOG NO. B-3 Page 1 of 1
PROJECT: Proposed Mixed Use Building CLIENT: Roohan Realty
Saratoga Springs, New York
SITE: 267-269 Broadway
Saratoga Springs, New York
LU 00 LOCATION See xploration Plan >o 0- - I- o
}} CF
Q O Latitude:43.0775°Longitude:-73.7869° _1 Q F Lu I2C I--1 w z
w o d W� J > 0� Qi_
a
0 Approximate Surface Elev.:295.5(Ft.)+/- o .g m LU Q 0 i O
DEPTH ELEVATION(Ft.)
O co
•��• FILL-SILTY SAND WITH GRAVEL(SM), pieces of brick,fine to medium grained, _ 3-7-6-5
brown, moist,very loose to medium dense 19 N=13
4 3-3-6-8
1 ������� N=9
Grades to black at about 4 feet
5— 14 2-3-3-2
N
Cinders and pieces of debris at about 6 feet
N . .7.0 288.5+/- _ 22 WH-1-2-1
F SILTY SAND(SM),trace gravel and rootlets,fine to medium grained, brown to ' N=3
0 z black,wet,very loose —
12 WH-1-1-1
Q —
N=2
a 10.0 285.5+/- 10—
wj VARVED SILT AND CLAY(CL-ML),trace fine sand, brown, moist to wet,very soft 2-3-5-5
F j to medium stiff — 22 N=8
o j
z
wO /
ce
a —
w
H 15—
x
Grades to gray at about 15 feet
a 1-1-2-3
c, 24 N=3
a
o
o
ce
co
CO
3 20—
X
N Grades to wet at about 20 feet — 24 WH/18"-2
m
O /
z 25—
o — 24 WH-1-2-2
H
N=3
w
LU
O j
0
/30.0 265.5+/-
4 ' �% SILTY SAND WITH GRAVEL(SM),occasional cobbles,fine to mediumgrained, 30—
ce x/31.3 ( ) _ X 17 4-18-50/4"
• gray,wet,very dense 264+/-
z Auger and Sampler Refusal at 31.3 Feet
E
0
0
0
U-
LL
0
w
i Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
ce
a
w
0) Advancement Method: See Exploration and Testing Procedures for a Notes:
• 3 1/4"ID HSA description of field and laboratory procedures
o
used and additional data(If any).
a WH=Weight of Hammer
Q
See Supporting Information for explanation of
H Abandonment Method: symbols and abbreviations.
z Boring backfilled with soil cuttings upon completion.
Elevations were interpolated from a topographic
0 site plan
WATER LEVEL OBSERVATIONS
0 Boring Started:08-13-2019 Boring Completed:08-13-2019
Z No free water observed a rra co n
E
m0 Drill Rig:CME 45 Driller:S.Loiselle
u) 594 Broadway
F Watervliet,NY Project No.:JB195195
BORING LOG NO. B-4 Page 1 of 1
PROJECT: Proposed Mixed Use Building CLIENT: Roohan Realty
Saratoga Springs, New York
SITE: 267-269 Broadway
Saratoga Springs, New York
w00 LOCATION See xploration Plan >0 as - 1— o
}} WF
Q O Latitude:43.0775°Longitude:-73.7866° _1 Q F Lu u_ in w z
w o d WCC J > 0� Qi_
a
0 CC Approximate Surface Elev.:299(Ft.)+/- o g or?,LU Q 0 i s O
DEPTH ELEVATION(Ft.)
O co a
•�� FILL-SILTY SAND(SM), pieces of brick,trace rootlets,fine to medium grained, 1-3-4-3
brown, moist,veryloose to loose — 18
N=7
6 1-1-1-1
N=2
5— 2 WH-1/18"
1-1-1-1
Lo
— 10 N=2
o
F •�i�i�i i9.0 290+/- _ 16 3-3-2-2
°•• POORLY GRADED SAND WITH GRAVEL(SP),fine to medium grained,brown, = N=5
W z j L wet, loose 10-
3-2-3-1
i . 22
C 12.0 287+/- N=5
oi j// VARVED SILT AND CLAY(CL-ML),gray to brown,wet,very soft to soft — 24 3-2-1-1
Q N=3
w j
ce
~ 15—
Grades to gray
o — 24
N=1
WH/1Z-1-1 39
>, X
oce
j —
m
CO
CA 20—
Ns — 24 WH/12-1-2
m X N=1
J
L10 25-- 24 WH/12-2-3
N=2
u)
O
w
0 ,
30.0 269+/- —
w 4�. SILTY SAND WITH GRAVEL(SM),occasional cobbles and boulders,fine to 30 X 2-7-7-18
S/; medium grained,gray,wet, medium dense — 18 N=14
a /"
CD /41A
0 33.3 265.5+/- —
2 Auger and Sampler Refusal at 33.3 Feet
0
U-
LL
0
w
i Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
ce
a
w
0 Advancement Method: See Exploration and Testing Procedures for a Notes:
3 1/4"ID HSA description of field and laboratory procedures
oJ
used and additional data(If any). WH=Weight of Hammer
Q
See Supporting Information for explanation of
H
Abandonment Method: symbols and abbreviations.
0 Boring backfilled with soil cuttings upon completion.
Elevations were interpolated from a topographic
0 site plan
WATER LEVEL OBSERVATIONS
0 Boring Started:08-12-2019 Boring Completed:08-12-2019
= 9.5 feet while drilling lierracon
m0 Drill Rig:CME 45 Driller:S.Loiselle
O 594 Broadway
F Watervliet,NY Project No.:JB195195
BORING LOG NO. B-5 Page 1 of 1
PROJECT: Proposed Mixed Use Building CLIENT: Roohan Realty
Saratoga Springs, New York
SITE: 267-269 Broadway
Saratoga Springs, New York
w 0 LOCATION See xploration Plan >0 LU
}} Cr)Cr)
Q O Latitude:43.0775°Longitude:-73.7875° W Q F Lu I2C H w z
LU
o d W> > 0� Q�
a
0 Approximate Surface Elev.:294.5(Ft.)+/- o g m Q 0 O
0
DEPTH ELEVATION(Ft.)
O
I •SPHALT
I •GGREGATE BASE COURSE 94+g
••iii 2-5-5-4
FILL-POORLY GRADED SAND(SP), pieces of brick,fine to medium grained, — 19 N=10
brown, moist,very loose to medium dense
4-2-3-4
19 N=5
••••cy) 6.0 288.5+/- _ 22 2-1-1-1
N VARVED SILT AND CLAY(CL-ML),gray to brown,wet,very soft to medium stiff N=2
° 24 2-1-2-2
N=3
ui
10-
O \
/
F j X 24 WH/1T-2 37
zl / \
O j
15—
• s j — 24 WH/12"-1-2
Q j — X N=1
CO
20-
1-2-4-7
j — X24 N=6
J / -
j25.5 269+/_ 25-
0 X 17 3-7-50/4"
• 26 5 SILTY SAND WITH GRAVEL(SM),occasional cobbles and boulders,fine to 268+/_ —
\medium grained,gray,wet,very dense
Sampler Refusal at 26.5 Feet
0
w
0
a
w
z
Z
0
0
O
u_
LL
0
w
• Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
w
w
0)• Advancement Method: See Exploration and Testing Procedures for a Notes:
• 3 1/4"ID HSA description of field and laboratory procedures
used and additional data(If any). WH=Weight of Hammer
See Supporting Information for explanation of
o Abandonment Method: symbols and abbreviations.
Boring backfilled with soil cuttings upon completion.
0— Sealed with bituminous cold patch at surface. Elevations were interpolated from a topographic
° site plan
WATER LEVEL OBSERVATIONS
O Boring Started:08-08-2019 Boring Completed:08-08-2019
5.5 feet while drilling lierracon
0 Drill Rig:CME 45 Driller:S.Loiselle
594 Broadway
F Watervliet,NY Project No.:JB195195
BORING LOG NO. B-6 Page 1 of 1
PROJECT: Proposed Mixed Use Building CLIENT: Roohan Realty
Saratoga Springs, New York
SITE: 267-269 Broadway
Saratoga Springs, New York
W o LOCATION See Lxploration Plan >0 w
}} WF
Q O Latitude:43.0774°Longitude:-73.7872° W Q Lu F w z
L11 o d a L11CC > 0� Q�
0 Approximate Surface Elev.:295.5(Ft.)+/- o g m Q 0 Z
DEPTH ELEVATION(Ft.)
O ce
I ASPHALT +�
•AVEMENT BASE 95+
3-5-9-9
FILL-POORLY GRADED SAND(SP),occasional cobbles,fine to medium — 19 N=14
grained,orange to brown,moist, medium dense
291.5+/- 22 6-6-9-9
POORLY GRADED SAND WITH GRAVEL(SP),trace silt,fine to medium N=15
'°L rained,tan,wet, loose to loose 5—
9 very
z .0. 21 3-2-1-2
—�
0 288.5+/- — N=3
j// VARVEDoSILT AND CLAY(CL-ML),trace fine sand, brown, moist to wet,very soft — 2-2-2-3
Q j 24 N=4
W 10—
/ WH-2-2-3
Q j — X 24 N=4
0 /
zi
o j
�
15—
j — 24 WH-1-2-2
Q• / — X N=3
o
O 3
m j
N 20—
24 WH/12"-1-2
j — X N=1
m j
��JJ2JJJ j -
O j _
25-
2 — 24 1-1-1-5
Q j — N=2
� j
O 429
267+/-CD 4 .° PROBABLE GLACIAL TILL-SILTY SAND WITH GRAVEL(SM),fine to medium 266.5+/-,
a `grained,gray,very dense I 0 50/0"
No sample recovery at this depth I
Auger and Sampler Refusal at 29 Feet
Z
0
0
O
U-
LL
0
w
• Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
w
w
0)• Advancement Method: See Exploration and Testing Procedures for a Notes:
• 3 1/4"ID HSA description of field and laboratory procedures
used and additional data(If any). WH=Weight of Hammer
See Supporting Information for explanation of
o Abandonment Method: symbols and abbreviations.
Boring backfilled with soil cuttings upon completion.
0— Sealed with bituminous cold patch at surface. Elevations were interpolated from a topographic
0 site plan
WATER LEVEL OBSERVATIONS
O Boring Started:08-14-2019 Boring Completed:08-14-2019
6.1 feet while drilling lierracon
0 Drill Rig:CME 45 Driller:S.Loiselle
594 Broadway
F Watervliet,NY Project No.:JB195195
BORING LOG NO. B-7 Page 1 of 1
PROJECT: Proposed Mixed Use Building CLIENT: Roohan Realty
Saratoga Springs, New York
SITE: 267-269 Broadway
Saratoga Springs, New York
W 0 LOCATION See Lxploration Plan >0 w
}} WF
Q O Latitude:43.0774°Longitude:-73.7869° W Q F Lu I--1 w z
L11 o d W� J > 0� Q�
a
Approximate Surface Elev.:297(Ft.)+/- o g m Q 0 O
0
DEPTH ELEVATION(Ft.)
O
•��• FILL-SILTY SAND WITH GRAVEL(SM), pieces of brick,trace slag,fine to 2-4-5-6
mediumgrained,brown,moist to wet, loose to medium dense — 21
N=9
21 4-4-4-4
N=8
5— 19 3-4-7-4
N=11
17.
cy) �i�i�i� — 21 11-11-10-9
o .8.0
Grades to wet at about 7 feet N=21
♦�� 289+/- _
SILTY SAND(SM),fine grained, brown,wet, medium dense 3-4-4-3
Q z — 21 N=8
• • 10.0 287+/-
10 VARVED SILT AND CLAY, brown, moist,very soft to medium stiff
19 WH-1-2-4
Q j — N=3
o /
a
15—
j — 24 2-3-4-4
Q / — X N=7
o j
j —
Fr
20Grades to gray banded silt and clay WH/12-1-2
24 N=1
25—
— x 24 WH-1-2-3
/ \ N=3
0)
0 —
w
0 ,30.0 267+/- —
w SILTY SAND WITH GRAVEL(SM),occasional cobbles and boulders,fine to 30
Q 4 SI.q 4-5-4-7
`�w'.• medium grained,gray, moist, loose to very dense — X 19 N=9
z • 32.4 264.5+/- _ LL 0 A 50/0
Auger and Sampler Refusal at 32.4 Feet
0
0
0
U-
LL
0
w
Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
w
w
0) Advancement Method: See Exploration and Testing Procedures for a Notes:
3 1/4"ID HSA description of field and laboratory procedures
used and additional data(If any). WH=Weight of Hammer
See Supporting Information for explanation of
o Abandonment Method: symbols and abbreviations.
Boring backfilled with soil cuttings upon completion.
Elevations were interpolated from a topographic
0 site plan
WATER LEVEL OBSERVATIONS
0 Boring Started:08-08-2019 Boring Completed:08-08-2019
No free water observed a rra co n
O Drill Rig:CME 45 Driller:S.Loiselle
594 Broadway
F Watervliet,NY Project No.:JB195195
BORING LOG NO. B-8 Page 1 of 1
PROJECT: Proposed Mixed Use Building CLIENT: Roohan Realty
Saratoga Springs, New York
SITE: 267-269 Broadway
Saratoga Springs, New York
W 00 LOCATION See Exploration Plan >0 as LLI - F o
}} WF
Q O Latitude:43.0773°Longitude:-73.7867° _1 Q F Lu CC I--1 w z
wo dW� J > 0�a Qi_
111
Q Oi 0 Approximate Surface Elev.:302(Ft.)+/- a gm 0 O
0
DEPTH ELEVATION(Ft.)
•��• FILL-POORLY GRADED SAND(SP), pieces of brick,trace rootlets,fine to 2-4-4-4
mediumgrained,brown,moist, loose — 14
N=8
19 2-2-5-10
N=7
5— 1 5-3-2-2
N=5
Lo 1-2-4-6
�i�i�i� — 5
♦��♦
o • i8.0 294+/- N=6
w POORLY GRADED SAND(SP),fine to medium grained,orange to brown,moist 1-2-3-2
Q to wet,very loose to loose — 21
N=5
w Grades to wet at about 10 feet 1 _ 3-2-2-2
~ 19
Q N=4
0 2 -
o — 22 2-1-2-4
N=3
ce
15—
a • 16.0 286+/- _ 24 WH/12"-1-2
VARVED SILT AND CLAY(CL-ML),gray,wet,very soft to soft X N=1
0
0
ce
m
0)
CO _
NN 20
7, - X
24 2-2-1-2
N=3
I
J
J
3
0
25—
° WH-1-2-2
J — 24
H N=3
a
2
OLu
O 0 —
o
a /.4 30—
t 31.0 271+/- _ 24 2-15-17-14
Q ' 4q SILTY SAND WITH GRAVEL(SM),occasional cobbles and boulders,fine to N=32
Z 4 o medium grained,gray,wet,dense to very dense —
O 0,33.4 268.5+/- —
2 Auger and Sampler Refusal at 33.4 Feet \ 0 A 50/0" i
0
U-
LL
0
w
i Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
ce
a
a
w
() Advancement Method: See Exploration and Testing Procedures for a Notes:
• 3 1/4"ID HSA description of field and laboratory procedures
o
used and additional data(If any).
a WH=Weight of Hammer
a
See Supporting Information for explanation of
H
Abandonment Method: symbols and abbreviations.
z Boring backfilled with soil cuttings upon completion.
0— Sealed with bituminous cold patch at surface. Elevations were interpolated from a topographic
0 site plan
WATER LEVEL OBSERVATIONS
O Boring Started:08-09-2019 Boring Completed:08-09-2019
Z No free water observed lierracon
E
m0 Drill Rig:CME 45 Driller:S.Loiselle
0) 594 Broadway
F Watervliet,NY Project No.:JB195195
GRAIN SIZE DISTRIBUTION
ASTM D422
U.S.SIEVE OPENING IN INCHES I U.S.SIEVE NUMBERS I HYDROMETER
6 4 3 2 1.5 1 3/4 1/23/8 3 4 6 810 1416 20 30 40 50 60 100140200
100 I I I I I I I I I I I I I
95
•
90 — • — 10
85 '
80 20
I 75
70 - - 30
65
60 40 v
a H m
▪ 55 m
w z
o } 50 50 0
LU H CO 0
a z 45 — —IX �
M
w w A
F z 40 • 60• -<
O 0
o w 35 • L7
O a x
et 30 70 H
w
w
H
a 25
CD
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20 80
0
Et• 15
m
rn
0
N 10 90
LO •
N
°' 5 .
CO
• 0
o 100 10 1 0.1 0.01 0.0 0
N
o GRAIN SIZE IN MILLIMETERS
LU
N
Z COBBLES GRAVEL SAND SILT OR CLAY
ce coarse fine coarse medium fine
0
0
CO
0 BORING ID DEPTH %COBBLES %GRAVEL %SANT. %SILT %FINES %CLAY USCS
• • B-2 3-5 0.0 12.9 79.7 7.4 SP-SM
H
0
0
a
w
ce
z GRAIN SIZE • SOIL DESCRIPTION
o \/ • Sieve %Finer Sieve %Finer Sieve %Finer • POORLY GRADED SAND with SILT
/\ 1" 100.0
o D95 19.387 3/4" 94.6 (SP-SM)
u_ D60 0.973 1/2" 91.29
O 3/8" 90.69
i D50 0.687 1/4" 87.94
a Dso 0.329 #4 87.05
w
#10 80.63 REMARKS
O D,o 0.126 #40 36.26
o COEFFICIENTS ##220000 7.37 7.3710.8 •
> CC 0.88
H• Cu 7.70
zw
ce
w PROJECT: Proposed Mixed Use Building PROJECT NUMBER: JB195195
0
lierracon
• SITE: 267-269 Broadway 594 Broadway CLIENT: Roohan Realty
o Saratoga Springs, New York Watervliet,NY Saratoga Springs, New York
Q
J
ATTERBERG LIMITS RESULTS
ASTM D4318
60
50
P
L
A O'
s 40
T O.‘
CP
• 30
—
Y
O
N 20 0‘
E Gym MH or OH
X A
10
1////CL-ML' ML or OL
0
20 40 60 80 100
LIQUID LIMIT
ww
1.1
Boring ID Depth LL PL PI Fines USCS Descriptio
0t,
o • B-2 3 - 5 NP NP NP 7.4 SP-SM POORLY GRADED SAND with SILT
U
Ce
W• m B-4 15 - 17 40 23 17 CL Lean Clay
LU
A B-5 10 - 12 37 23 14 CL Lean Clay
Q
A
0
co
m
m
2
LU
LU
CO
LU
LU
O
a
LU
O
2
0
u_
LL
0
LU
a
LU
LL_
0
0
O
LU
o
LU
• PROJECT: Proposed Mixed Use Building PROJECT NUMBER: JB195195
0
lierracon
0
• SITE: 267-269 Broadway 594 Broadway CLIENT: Roohan Realty
°m Saratoga Springs, New York Watervliet,NY
Saratoga Springs, New York
SUPPORTING INFORMATION
Contents:
General Notes
Unified Soil Classification System
Description of Rock Properties
Note: All attachments are one page unless noted above
Responsive ■ Resourceful ■ Reliable
GENERAL NOTES lierracon
DESCRIPTION OF SYMBOLS AND ABBREVIATIONS
Proposed Mixed Use Building Saratoga Springs,New York GeoReport
Terracon Project No.JB195195
SAMPLING WATER LEVEL FIELD TESTS
N Standard Penetration Test
0 Water Initially Resistance(Blows/Ft.)
Encountered
17 Water Level After a (HP) Hand Penetrometer
n Rock Core X�]Split Spoon Specified Period of Time
/ \ V Water Level After (T) Torvane
a Specified Period of Time
Water levels indicated on the soil boring logs are (DCP) Dynamic Cone Penetrometer
the levels measured in the borehole at the times
indicated. Groundwater level variations will occur UC Unconfined Compressive
over time. In low permeability soils, accurate Strength
determination of groundwater levels is not
possible with short term water level (PID) Photo-Ionization Detector
observations.
(OVA) Organic Vapor Analyzer
DESCRIPTIVE SOIL CLASSIFICATION
Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their
dry weight 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 basis of their in-place relative density and fine-grained soils on the basis of their consistency.
LOCATION AND ELEVATION NOTES
Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The
accuracy of such devices is variable. Surface elevation data annotated with +1-indicates that no actual topographical
survey was conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from
topographic maps of the area.
STRENGTH TERMS
RELATIVE DENSITY OF COARSE-GRAINED SOILS CONSISTENCY OF FINE-GRAINED SOILS
(More than 50%retained on No.200 sieve.) (50%or more passing the No.200 sieve.)
Density determined by Standard Penetration Resistance Consistency determined by laboratory shear strength testing,field visual-manual
procedures or standard penetration resistance
Descriptive Term Standard Penetration or Descriptive Term Unconfined Compressive Strength Standard Penetration or
(Density) N-Value (Consistency) Qu,(tsf) N-Value
Blows/Ft. Blows/Ft.
Very Loose 0-3 Very Soft less than 0.25 0-1
Loose 4-9 Soft 0.25 to 0.50 2-4
Medium Dense 10-29 Medium Stiff 0.50 to 1.00 4-8
Dense 30-50 Stiff 1.00 to 2.00 8-15
Very Dense >50 Very Stiff 2.00 to 4.00 15-30
Hard >4.00 >30
RELATIVE PROPORTIONS OF SAND AND GRAVEL RELATIVE PROPORTIONS OF FINES
Descriptive Term(s)of Percent of Descriptive Term(s)of Percent of
other constituents Dry Weight other constituents Dry Weight aMI
Trace <15 Trace <5
With 15-29 With 5-12
Modifier >30 Modifier >12
GRAIN SIZE TERMINOLOGY PLASTICITY DESCRIPTION lir
Major Component of Sample Particle Size in Plasticity Index
Boulders Over 12 in.(300 mm) Non-plastic 0
Cobbles 12 in.to 3 in.(300mm to 75mm) Low 1-10
Gravel 3 in.to#4 sieve(75mm to 4.75 mm) Medium 11-30
Sand #4 to#200 sieve(4.75mm to 0.075mm High >30
Silt or Clay Passing#200 sieve(0.075mm)
UNIFIED SOIL CLASSIFICATION SYSTEM lierraco -
GeoReport
Soil Classification
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests 4 Group Group Name B
Symbol
Clean Gravels: Cu>_4 and 1 <Cc<3 E GW Well-graded gravel F
Gravels: Less than 5%fines c Cu<4 and/or[Cc<1 or Cc>3.0]E GP Poorly graded gravel F
More than 50%of
coarse fraction Fines classify as ML or MH GM Silty gravel F,G,H
retained on No.4 sieve Gravels with Fines:
Coarse-Grained Soils: More than 12%fines C Fines classify as CL or CH GC Clayey gravel F,G,H
More than 50%retained
on No.200 sieve Clean Sands: Cu>_6 and 1 <Cc<3 E SW Well-graded sand t
Sands: Less than 5%fines o Cu<6 and/or[Cc<1 or Cc>3.0]E SP Poorly graded sand 1
50%or more of coarse
fraction passes No.4 Fines classify as ML or MH SM Silty sand G,H,t
sieve Sands with Fines:
More than 12%fines E Fines classify as CL or CH SC Clayey sand G,H,t
PI>7 and plots on or above"A" CL Lean clay K,I,M
Inorganic: --
Silts and Clays: PI<4 or plots below"A"lined ML Silt K,L,M
Liquid limit less than 50 Liquid limit-oven dried Organic clay K,L,M,N
Fine-Grained Soils: Organic: <0.75 OL
Liquid limit-not dried Organic silt K,L,M,0
50%or more passes the — PI plots on or above"A"line CH Fat clay K,t-,M
No.200 sieve Inorganic:
Silts and Clays: PI plots below"A"line MH Elastic Silt K,I-,M
Liquid limit 50 or more Liquid limit-oven dried Organic clay K,L,M,P
Organic: <0.75 OH
Liquid limit-not dried Organic silt K,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. H If fines are organic,add"with organic fines"to group name.
E If field sample contained cobbles or boulders,or both,add"with cobbles t If soil contains>_15%gravel,add"with gravel"to group name.
or boulders,or both"to group name. d If Atterberg limits plot in shaded area,soil is a CL-ML,silty clay.
Gravels with 5 to 12%fines require dual symbols: GW-GM well-graded K If soil contains 15 to 29%plus No.200,add"with sand"or"with
gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly gravel,"whichever is predominant.
graded gravel with silt, GP-GC poorly graded gravel with clay.
L
Sands with 5 to 12%fines require dual symbols: SW-SM well-graded If soil contains>_30%plus No.200 predominantly sand,add
5"
sand with silt,SW-SC well-graded sand with clay, SP-SM poorly graded
"sandy"to group name.
sand with silt,SP-SC poorly graded sand with clay. MIf soil contains>_30%plus No.200, predominantly gravel,add
2 "gravelly"to group name.
(D30) N PI>_4 and plots on or above"A"line.
Cu=D6o/D10 Cc= o PI<4 or plots below"A"line.
D10 x D60 P PI plots on or above"A"line.
F If soil contains>_15%sand,add"with sand"to group name. °PI plots below"A"line.
G If fines classify as CL-ML, use dual symbol GC-GM,or SC-SM.
60 1
For classification of fine-grained
soils and fine-grained fraction
50 _of coarse-grained soils `tee/. �e
V J
Equation of"A"-line "P
.....
a Horizontal at P1=4 to LL=25.5_ //
X 40 — then P1=0.73(LL-20) (j+
Lu ..- pC
Cl Equation of"U" line Gl
Z Vertical at LL=16 to PI=7, /
>- 30 /then P1=0.9(LL-8)
r , oc&A
H h
CO 20 G
_1 MH or OH
o
r
10 -
7 ----
4 -- ML or OL
0
1
0 10 16 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT(LL)
Responsive • Resourceful • Reliable
lre
DESCRIPTION OF ROCK PROPERTIES Rept
Ceaep ?
art
WEATHERING
Term Description
Unweathered No visible sign of rock material weathering, perhaps slight discoloration on major discontinuity surfaces.
Slightly Discoloration indicates weathering of rock material and discontinuity surfaces. All the rock material may be
weathered discolored by weathering and may be somewhat weaker externally than in its fresh condition.
Moderately Less than half of the rock material is decomposed and/or disintegrated to a soil. Fresh or discolored rock is
weathered present either as a continuous framework or as corestones.
Highly More than half of the rock material is decomposed and/or disintegrated to a soil. Fresh or discolored rock is
weathered present either as a discontinuous framework or as corestones.
Completely All rock material is decomposed and/or disintegrated to soil. The original mass structure is still largely intact.
weathered
Residual soil All rock material is converted to soil. The mass structure and material fabric are destroyed. There is a large
change in volume, but the soil has not been significantly transported.
STRENGTH OR HARDNESS
Description Field Identification_ Uniaxial Compressive
Strength, psi(MPa)
Extremely weak Indented by thumbnail 40-150(0.3-1)
Very weak Crumbles under firm blows with point of geological hammer,can be 150-700 (1-5)
peeled by a pocket knife
Weak rock Can be peeled by a pocket knife with difficulty,shallow indentations 700-4,000(5-30)
made by firm blow with point of geological hammer
Medium strong Cannot be scraped or peeled with a pocket knife,specimen can be 4,000-7,000(30-50)
fractured with single firm blow of geological hammer
Strong rock Specimen requires more than one blow of geological hammer to 7,000-15,000 (50 100)
fracture it
Very strong Specimen requires many blows of geological hammer to fracture it 15,000-36,000(100-250)
Extremely strong Specimen can only be chipped with geological hammer >36,000(>250)
DISCONTINUITY DESCRIPTION —
Fracture Spacing(Joints, Faults,Other Fractures) Bedding Spacing(May Include Foliation or Banding)
Description Spacing IIMEk Description Spacing
Extremely close <3 in (<19 mm) Laminated <'/z in (<12 mm)
Very close 3 in—2-1/2 in (19-60 mm) Very thin '/2 in—2 in (12—50 mm)
Close 2-1/2 in—8 in(60—200 mm) Thin 2 in— 1 ft. (50—300 mm)
Moderate 8 in—2 ft. (200—600 mm) Medium 1 ft.—3 ft.(300—900 mm)
Wide 2 ft.—6 ft. (600 mm—2.0 m) Thick 3 ft.—10 ft. (900 mm—3 m)
Very Wide 6 ft.—20 ft. (2.0—6 m) Massive > 10 ft. (3 m)
Discontinuity Orientation (Angle): Measure the angle of discontinuity relative to a plane perpendicular to the longitudinal axis of the
core. (For most cases, the core axis is vertical; therefore,the plane perpendicular to the core axis is horizontal.)For example, a
horizontal bedding plane would have a 0-degree angle.
ROCK QUALITY DESIGNATION(RQD)
Description RQD Value(%)
Very Poor 0-25
Poor 25—50
Fair 50-75
Good 75—90
Excellent 90- 100
1. The combined length of all sound and intact core segments equal to or greater than 4 inches in length, expressed as a
percentage of the total core run length.
Reference: U.S.Department of Transportation, Federal Highway Administration,Publication No FHWA-NHI-10-034,December 2009
Technical Manual for Design and Construction of Road Tunnels—Civil Elements