REPORT C OVER PAGE
Geotechnical Engineering Report Proposed CR22 Bridge Replacement
Cameron, Steuben County, New York
July 24, 2017 (REV. March 19, 2018)
Terracon Project No. J5175049
Prepared for:
Nature’s Way Environmental Consultants and Contractors, Inc.
Alden, New York
Prepared by:
Terracon Consultants-NY, Inc.
Rochester, New York
REPORT C OVER LETTER TO SIGN
July 24, 2017 (REV. March 19, 2018)
Nature’s Way Environmental Consultants and Contractors, Inc.
3553 Crittenden Road
Alden, New York 14004
Attn: Mr. Dale Gramza
P: (716) 937 6527
Re: Geotechnical Engineering Report
Proposed CR22 Bridge Replacement
Bridge 3333290 over Canisteo River
Cameron, Steuben County, New York
Terracon Project No. J5175049
Dear Mr. Gramza:
We have completed the Geotechnical Engineering services for the above referenced project. This
study was performed in general accordance with our master service agreement task order number
PJ5175049 dated June 7, 2017. This report presents the findings of the subsurface exploration
and provides geotechnical recommendations concerning earthwork and the design and
construction of foundations for the proposed bridge replacement.
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.
Christian B. Rice Stephen C. Lanne, P.E.
Senior Staff Geotechnical Engineer Senior Geotechnical Engineer
REPORT TOPICS
REPORT TOPICS
INTRODUCTION ............................................................................................................. 1 SITE CONDITIONS ......................................................................................................... 1
PROJECT DESCRIPTION .............................................................................................. 2 GEOTECHNICAL CHARACTERIZATION ...................................................................... 3 GEOTECHNICAL OVERVIEW ....................................................................................... 4 EARTHWORK ................................................................................................................ 4 DEEP FOUNDATIONS ................................................................................................... 8
SEISMIC CONSIDERATIONS ...................................................................................... 11 LATERAL EARTH PRESSURES ................................................................................. 12
GENERAL COMMENTS ............................................................................................... 14
Note: This report was originally delivered in a web-based format. Orange Bold text in the report indicates a referenced
heading. The PDF version also includes hyperlinks which direct the reader to that section. For more interactive features,
please view your project online at client.terracon.com.
ATTACHMENTS
EXPLORATION AND TESTING PROCEDURES
SITE LOCATION AND EXPLORATION PLAN
EXPLORATION RESULTS (Boring Logs and Laboratory Data)
SUPPORTING INFORMATION (Unified Soil Classification System)
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INTRODUCTION
Geotechnical Engineering Report
Proposed CR22 Bridge Replacement
Bridge 3333290 over Canisteo River
Cameron, Steuben County, New York Terracon Project No. J5175049
July 24, 2017 (REV. March 19, 2018)
INTRODUCTION
This report presents the results of our subsurface exploration and geotechnical engineering
services performed for the proposed County Road 22 bridge replacement located at Bridge
3333290 over Canisteo River in Cameron, Steuben County, 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 ■ seismic site classification per IBC
■ site preparation and earthwork ■ lateral earth pressures
The geotechnical engineering scope of work for this project included the advancement of three
test borings to depths ranging from approximately 45 to 79.4 feet below existing site grades.
Maps showing the site and boring 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 exhibits in the Exploration Results section of this report.
SITE CONDITIONS
The following description of site conditions is derived from our review of field exploration program
and our review of publicly available geologic and topographic maps.
Item Description
Parcel information
The site is located at County Road 22, Bridge 3333290 over the Canisteo
River in Cameron, Steuben County, New York.
See Site Location
Existing
improvements
An approximately 215-foot long two-lane bridge crossing over the Canisteo
River, with a bituminous concrete paved deck and concrete wingwalls at
each end.
Geotechnical Engineering Report
Proposed CR22 Bridge Replacement ■ Cameron, Steuben County, New York
July 24, 2017 (REV. March 19, 2018) ■ Terracon Project No. J5175049
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Item Description
Current ground cover Bituminous concrete pavement.
Existing topography The bridge deck is relatively level.
Geology
Based on the Surficial Geologic Map of New York: Finger Lakes Sheet
(1986), the subsurface soil conditions in the vicinity of the site consist of
outwash deposits and glacial till. Based on the Geologic Map of New York
Finger Lakes Sheet (1970), the bedrock in the vicinity of the site consists of
sandstone and/or shale of the “Wiscoy” Formation (Upper Devonian).
PROJECT DESCRIPTION
Our initial understanding of the project was provided in our proposal and was discussed in the
project planning stage. A period of collaboration has transpired since the project was initiated,
and our final understanding of the project conditions is as follows:
Site Location and Anticipated Conditions
Item Description
Parcel information The project is located at County Road 22, Bridge 3333290 over Canisteo
River in Cameron, Steuben County, New York.
Existing
improvements
An approximately 215-foot long two-lane bridge crossing over the Canisteo
River, with a bituminous concrete paved deck and concrete wingwalls at
each end.
Current ground cover Bituminous concrete pavement.
Existing topography The bridge deck is on an approximately 2.3 percent grade.
Planned Construction
Item Description
Information provided Attachment A – Scope of Work provided by NWECC, describing
geotechnical field and laboratory program requirements for the project.
Project description The project consists of the replacement of the existing Country Road 22
bridge crossing over the Canisteo River.
Proposed structure The project includes a new 200-foot two-span bridge with concrete, pile
supported abutments, pier, and wingwalls.
Bridge construction Steel members with reinforced concrete foundations and a bridge deck
covered with bituminous concrete pavement.
Bridge deck elevation Similar to existing.
Geotechnical Engineering Report
Proposed CR22 Bridge Replacement ■ Cameron, Steuben County, New York
July 24, 2017 (REV. March 19, 2018) ■ Terracon Project No. J5175049
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Item Description
Grading/slopes Some minor increase in roadway profile anticipated. Work includes
approach embankment and grading to match the new bridge.
Retaining structures Abutments and wingwalls will be required to retain the permanent slopes.
Pavements The bridge deck is expected to be covered with bituminous concrete
pavement.
GEOTECHNICAL CHARACTERIZATION
Subsurface Profile
We have developed a general characterization of the subsurface soil and groundwater conditions
based upon our review of the data and our understanding of the geologic setting.
The geotechnical characterization forms the basis of our geotechnical calculations and evaluation
of site preparation, foundation options and pavement options. As noted in General Comments,
the characterization is based upon widely spaced exploration points across the site, and variations
are likely.
Based on the results of the borings and laboratory testing, subsurface conditions at the boring
locations can be generalized as follows:
Stratum Approximate Depth to
Bottom of Stratum (feet) Material Description Consistency/Density
Surface 1.0 to 1.3 Asphalt pavement and gravel
subbase N/A
1 55 to 67 Silt, Sandy silt, clayey silt, silty sand,
gray
Medium dense to very
dense
2
Undetermined: Borings
terminated within this
stratum at depths of
approximately 69 to 79 feet
Silty sand, with gravel, occasional
cobbles, gray Very dense
Based on the results of the explorations, soils encountered and described above appear
consistent with the native soils identified in the geologic map. Conditions encountered at each
boring location are indicated on the individual boring logs shown in the Exploration Results
section and are attached to this report. Stratification boundaries on the boring logs represent the
approximate location of changes in native soil types; in situ, the transition between materials may
be gradual.
Geotechnical Engineering Report
Proposed CR22 Bridge Replacement ■ Cameron, Steuben County, New York
July 24, 2017 (REV. March 19, 2018) ■ Terracon Project No. J5175049
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Groundwater Conditions
The boreholes were observed while drilling for the presence and level of groundwater. The water
levels observed in the boreholes can be found on the boring logs in Exploration Results, and are
summarized below.
Boring number Approximate depth to groundwater
while drilling (feet) 1
B-1 28
B-2 28
B-3 28
1. Depth below ground surface
Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff,
the level of the Canisteo River, 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
Based on the subsurface conditions encountered in the borings and the configuration of the
proposed construction, we recommend the proposed bridge abutments, pier, and wingwalls be
supported by driven piles. Design recommendations for driven pile foundations are presented in the
Deep Foundations section
Depending on design and construction sequencing, temporary excavation support may be
required for demolition of the existing bridge and construction of the new bridge abutments. A
temporary cofferdam will be required to install the center pier piles, footing, and stem. Additional
site preparation recommendations including subgrade improvement and fill placement are
provided in the Site Preparation section.
The General Comments section provides an understanding of the report limitations.
EARTHWORK
Earthwork will include clearing, excavations, and fill placement. The following sections provide
recommendations for use in the preparation of specifications for the work. These
Geotechnical Engineering Report
Proposed CR22 Bridge Replacement ■ Cameron, Steuben County, New York
July 24, 2017 (REV. March 19, 2018) ■ Terracon Project No. J5175049
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recommendations include critical quality criteria as necessary to render the site in the state
considered in our geotechnical engineering evaluation for foundations, abutments, and
pavements.
Temporary Excavation Support and Cofferdams
Prior to demolishing the existing structure, temporary excavation support may need to be installed
to support existing grades and protect existing structures and utilities during construction of the
new bridge abutments and wingwalls. Based on the results of the explorations, we would consider
the site particularly suited to driven soldier pile or sheetpile excavation support systems.
The design should include surcharge load from construction equipment and vehicle traffic, if the
bridge is built in stages. The excavation support systems may require tieback anchors or internal
bracing. Design should also consider excavation base stability, possible overexcavation to
remove soils disturbed during the pile driving operation.
A temporary cofferdam system will be required in the river to allow for construction of the pier and
foundations. Cofferdam enclosures may also be required to control debris from the demolition of
the existing piers and foundations. We expect the cofferdams would consist of a braced steel
sheet-pile system that encloses the excavation for the pier, and will keep out water and soil so as
to permit dewatering and construction of the pier and foundations in the dry.
The design of the cofferdams should accommodate unbalance soil pressures from the bottom of
new pier level on the inside of the cofferdams and the mudline on the outside, unbalanced
hydrostatic pressures considering the dewatered level on the inside of the cofferdams and the
mean high water level on the outside, wave action, water flow pressure, and impact loading from
vessels, barges, or ice. Due to the unbalanced water pressure from outside to inside of the
cofferdams, water seepage may occur. This seepage can result in piping of fine grained materials,
uplift pressures, and destabilization of the foundation subgrade. Sheetpiles may need to be
extended deeper to prevent seepage. Alternately, a concrete mud mat seal may be placed below
the bottom of pier level using tremie methods prior to dewatering. The tremie seal mud mat must
be configured to accommodate the pier foundation piles.
The excavation support systems and cofferdams should be designed by a specialty contractor or
engineer specializing in the design of these systems. Explorations have not been advanced at
the location of the proposed pier. We recommend explorations be advanced prior to final design
of pier foundations and the cofferdams.
The temporary excavation support, cofferdams, and dewatering systems are considered major
components to the earthwork operations for this project. The approach to these systems should
be coordinated between the owner, geotechnical engineer, structural engineer, and contractor.
Geotechnical Engineering Report
Proposed CR22 Bridge Replacement ■ Cameron, Steuben County, New York
July 24, 2017 (REV. March 19, 2018) ■ Terracon Project No. J5175049
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Site Preparation
Prior to placing fill, soils disturbed during the installation of the pile foundations and any otherwise
unsuitable materials should be removed. The exposed subgrade should be compacted with a
least six passes of a heavy plate compactor. Unstable subgrades and any deleterious material
should be removed and replaced with compacted fill or crushed stone, as necessary. Fill may
then be placed to attain the required grade.
Fill Material Types
Fill required to achieve design grade should be classified as structural fill and general fill.
Structural fill is that material used below, or within 10 feet of structures, such as the abutments
and wingwalls, or constructed slopes. General fill is that material used to achieve grade outside
of these areas, such as below the pavement section. Earthen materials used for structural and
general fill should meet the following material property requirements:
Soil Type 1 USCS Classification Acceptable Location for Placement
Abutment Backfill GW
All locations and elevations. Imported material should
meet the requirements of NYSDOT Select Structure
Fill (733-14)
General or
Embankment Fill
GW, GP, GM,
SW, SP, SM
For general site grading or as embankment fill where
finished grade is no steeper than 3H:1V. Excavated
soils may be selectively re-used as Embankment fill,
provided they are generally granular in composition,
are free of deleterious materials, and contain less
than 15 percent passing the No. 200 sieve.
Crushed Stone GP For use as on wet subgrades and as drainage fill.
Should be uniform ¾-inch angular crushed stone.
1. Structural and general 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.
Geotechnical Engineering Report
Proposed CR22 Bridge Replacement ■ Cameron, Steuben County, New York
July 24, 2017 (REV. March 19, 2018) ■ Terracon Project No. J5175049
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Fill Compaction Requirements
Structural and general fill should meet the following compaction requirements.
Item Structural Fill
Maximum individual lift thickness
12 inches or less in loose thickness when heavy, self-propelled
compaction equipment is used
6 to 8 inches in loose thickness when hand-guided equipment
(i.e. jumping jack or plate compactor) is used
Minimum compaction
requirements 1
95 percent of maximum theoretical density below foundations,
behind abutments and wingwalls, and within 3 feet of finished
pavement subgrade.
92 percent of maximum theoretical density all other areas.
Water content
range 1 -3% to +3% of optimum
1. Maximum density and optimum water content as determined by the modified Proctor test (ASTM D 1557).
Grading and Drainage
In conjunction with the proposed new abutment, we expect permanent slopes will be constructed
to transition to finish grade. Design of permanent soil slopes should be based on a grade no
steeper than 3H:1V, which would be suitable for slopes in the native soils or for fill slopes of
embankment fill. Steeper slopes should be evaluated by the geotechnical engineer and would
likely require premium materials and/or reinforcement.
We recommend that permanent slope surfaces not subjected to possible scour be vegetated to
reduce erosion. Vegetated slopes should be protected with erosion mats until the vegetation is
established. Permanent slope subject to scout potential should be covered with riprap stone
underlain by bedding material and a geotextile separation fabric (Mirafi 140N, or equivalent).
Temporary sedimentation and erosion control methods should be implemented during
construction and left in place until the slope surfaces have become stabilized. Site grading should
direct surface water away from the wing walls and abutments.
Earthwork Construction Considerations
Shallow excavations, for the proposed structure, are anticipated to be accomplished with
conventional construction equipment. 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. Any water that collects over, or adjacent to, construction areas
should be promptly removed. If the subgrade freezes, desiccates, saturates, or is disturbed, the
Geotechnical Engineering Report
Proposed CR22 Bridge Replacement ■ Cameron, Steuben County, New York
July 24, 2017 (REV. March 19, 2018) ■ Terracon Project No. J5175049
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affected material should be removed, or these materials should be scarified, moisture conditioned,
and recompacted, prior to floor slab construction. All these processes should be observed by
Terracon.
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.
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 any 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. This
monitoring should include documentation of pile installation, removal of unsuitable material, proof-
rolling, and mitigation 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. In areas of foundation
excavations, the bearing subgrade should be evaluated under the direction of the Geotechnical
Engineer. In the event 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.
DEEP FOUNDATIONS
Driven Pile Design Parameters
The proposed bridge abutments and wingwalls may be supported on steel pipe or H-pile
foundations designed to develop the required load carrying capacity from friction and end-bearing
in stratums 1 and 2 at depths below the design scour level. Design and construction of the piles
should be in accordance with the State of New York Department of Transportation (NYSDOT)
Geotechnical Design Manual and the American Association of State Highway and Transportation
Geotechnical Engineering Report
Proposed CR22 Bridge Replacement ■ Cameron, Steuben County, New York
July 24, 2017 (REV. March 19, 2018) ■ Terracon Project No. J5175049
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Officials (AASHTO) LRFD Bridge Design Specifications, Fifth Edition, 2010. Design
recommendations for driven steel pile foundations are presented in the following paragraphs.
Driven piles should be spaced at least 3 pile widths apart (center-to-center) if side friction is used
for compressive loads.
Description Value
Recommended downdrag load 3 0 kips
Angle of Internal Friction
Stratum 1
Stratum 2
30 degrees
34 degrees
Pile to soil friction (d)
Stratum 1
Stratum 2
22 degrees
25 degrees
P-Y modulus 1
Stratum 1
Stratum 2
90 pci (above water level)
60 pci (below water level)
125 pci (below water level)
Cohesion
All soils Negligible
Estimated In-situ Soil Unit Weight
Stratum 1
Stratum 2
110 pcf (above water level)
48 pcf (below water level)
68 pcf (below water level)
1. For use with LPile computer program.
Prior to construction, we recommend pile driving criteria be established by conducting a specific
Wave Equation Analysis based on the expected soil conditions and pile driving equipment. During
construction, Pile Dynamic Analysis (PDA) should be performed in accordance with ASTM D4945
to confirm or modify, as necessary, the pile driving criteria and to check the required pile capacities
are achieved. Provided PDA testing is conducted and required capacity is confirmed, static pile
load testing is not required.
Geotechnical Engineering Report
Proposed CR22 Bridge Replacement ■ Cameron, Steuben County, New York
July 24, 2017 (REV. March 19, 2018) ■ Terracon Project No. J5175049
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When piles are used in groups, the lateral capacities of the piles in the second, third, and
subsequent rows of the group should be reduced as compared to the capacity of a single,
independent pile. Guidance for applying p-multiplier
factors to the p values in the p-y curves for each row of
pile foundations within a pile group are as follows:
■ Front row: Pm = 0.8;
■ Second row: Pm = 0.4
■ Third and subsequent row: Pm = 0.3.
The load capacities provided herein are based on the
stresses induced in the supporting soil strata. The structural capacity of the piles should be checked
to assure that they can safely accommodate the combined stresses induced by axial and lateral
forces. Lateral deflections of piles should be evaluated using an appropriate analysis method, and
will depend upon the pile’s diameter, length, configuration, stiffness and “fixed head” or “free
head” condition. We can provide additional analyses and estimates of lateral deflections for
specific loading conditions upon request. The load-carrying capacity of piles may be increased by
increasing the section (for H-piles), diameter (for pipe piles) and/or length. The following table
presents our estimate of the required pile lengths for an axial capacity of 150 kips and 195 kips,
based on our static analysis.
Pile Type
Required Pile Embedment
for 150 kip Dead Load
Capacity
Required Pile Embedment for 195 kip
Dead Load Capacity
Driven HP12x53
45 feet (South Abutment)
40 feet (Pier) 1
50 feet (North Abutment)
55 feet (South Abutment)
45 feet (Pier) 1
55 feet (North Abutment)
Driven 14-inch Diameter
Pipe Pile
45 feet (South Abutment)
40 feet (Pier) 1
50 feet (North Abutment)
50 feet (South Abutment)
45 feet (Pier) 1
55 feet (North Abutment)
10-inch Diameter
Micropile
55 feet (South Abutment)
50 feet (Pier) 1
60 feet (North Abutment)
65 feet (South Abutment)
60 feet (Pier) 1
70 feet (North Abutment)
1. No explorations were conducted at the pier location. Estimated pile lengths are based on extrapolating
data collected from B-1 and B-2 and assumes subsurface conditions are similar at the pier location.
Additional explorations should be conducted at the pier location to confirm subsurface conditions.
Driven Pile Construction Considerations
The pile driving method should be submitted for review by the geotechnical engineer, prior to
mobilization of equipment. Piles are required to be installed vertically and along a straight line
Geotechnical Engineering Report
Proposed CR22 Bridge Replacement ■ Cameron, Steuben County, New York
July 24, 2017 (REV. March 19, 2018) ■ Terracon Project No. J5175049
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within specified tolerances. The subgrade soil will likely become disturbed as a result of the pile
installation procedures. Large limestone boulders were cored in B-1 and B-2 and cobbles were
encountered throughout the explorations. The contractor should take these aspects into account
in their proposed driving method(s). Consideration should be given to using protective points
and/or flange stiffening if H-piles are used. The contractor should be prepared to cut or splice
piles, as necessary. Splicing of piles should be in accordance with specifications provided by the
project structural engineer.
Limitations to ground vibration levels should be established prior to pile installation. Ground
vibrations should be monitored during installation of piles. Pile driving conditions, hammer
efficiency, and stress on the pile during driving could be better evaluated during installation using
a Pile Driving Analyzer (PDA). A Terracon representative should observe pile driving operations.
Each pile should be observed and checked for buckling, crimping and alignment in addition to
recording penetration resistance, depth of embedment, and general pile driving operations.
The pile driving process should be performed under the direction of the Geotechnical Engineer.
The Geotechnical Engineer should document the pile installation process including soil/rock and
groundwater conditions encountered, consistency with expected conditions, and details of the
installed pile.
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.
Description Value
2015 International Building Code Site Classification (IBC) 1 C 2
Site Latitude 42.1933
Site Longitude -77.3925
SDS Spectral Acceleration for a Short Period 3 0.102g
SD1 Spectral Acceleration for a 1-Second Period 3 0.061g
Geotechnical Engineering Report
Proposed CR22 Bridge Replacement ■ Cameron, Steuben County, New York
July 24, 2017 (REV. March 19, 2018) ■ Terracon Project No. J5175049
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Description Value
1. Seismic site classification in general accordance with the 2015 International Building Code, which refers to
ASCE 7.
2. The 2015 International Building Code (IBC) uses a site profile extending to a depth of 100 feet for seismic
site classification. Borings at this site were extended to a maximum depth of about 79 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. Additional deeper borings or geophysical testing may be performed to confirm
the conditions below the current boring depth. 3. These values were obtained using online seismic design maps and tools provided by the USGS
(http://earthquake.usgs.gov/hazards/designmaps/).
LATERAL EARTH PRESSURES
Lateral Earth Pressure Design Parameters
Below grade structures with unbalanced backfill levels on opposite sides should be designed for
earth pressures at least equal to those indicated in the following table. Earth pressures will be
influenced by structural design of the walls, conditions of wall restraint, methods of construction
and/or compaction and the strength of the materials being restrained. Two wall restraint conditions
are shown. Active earth pressure is commonly used for design of free-standing cantilever
retaining walls and assumes wall
movement. The "at-rest" condition
assumes no wall movement and is
commonly used for walls restrained at
the top. The recommended design
lateral earth pressures do not include a
factor of safety and do not provide for
possible hydrostatic pressure on the
walls (unless stated).
Lateral Earth Pressure Design Parameters
Earth Pressure
Condition
Coefficient for
Backfill Type
Surcharge
Pressure
p1 (psf)
Earth Pressure
p2 (psf)
Active (Ka) 0.28 (0.28)S (35)H
At-Rest (Ko) 0.43 (0.43)S (54)H
Conditions applicable to the above parameters include:
For active earth pressure, wall must rotate about base, with top lateral movements
of about 0.002 H to 0.004 H, where H is wall height.
Geotechnical Engineering Report
Proposed CR22 Bridge Replacement ■ Cameron, Steuben County, New York
July 24, 2017 (REV. March 19, 2018) ■ Terracon Project No. J5175049
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For passive earth pressure to develop, wall must move horizontally to mobilize
resistance.
Level backfill is assumed. Contact Terracon for additional guidance if the wall
backfill is sloped more than 1V:5H.
Uniform area surcharge behind the wall, where S is surcharge pressure in psf.
Other surcharge loads should be considered where they are located within a
horizontal distance behind the wall equal to 1.5 times the height of the wall.
Surcharge stresses due to point loads, line loads, and those of limited extent, such
as compaction equipment, should be evaluated in accordance with Article 3.11.6
of the AASHTO LRFD specifications.
To account for the effect of compaction equipment on the wall during construction,
the lateral surcharge pressure should not be less than 100 psf, distributed
uniformly over the height of the wall.
Retained soil total unit weight up to 125 pcf.
Wall is constructed with a minimum 2-foot wide drainage layer of Crushed Stone
placed directly behind the walls, with a drain.
Backfill compacted to at least 95 percent maximum dry density (ASTM D1557)
Within 4 feet of back of wall, hand operated equipment should be used.
Loading from heavy compaction equipment not included; heavy equipment should
not operate within a distance closer than the exposed height of retaining walls.
Hydrostatic pressures acting on wall should be taken into account as appropriate.
Retaining structures should be backfilled evenly to the extent practical. Temporary
bracing should be specified if walls, that are designed to be supported by other
structural elements, are permitted to be backfilled before the permanent support
is in place.
No dynamic loading.
Passive pressure should be ignored because of the amount of movement required
to mobilize resistance.
Subsurface Drainage for Below Grade Walls
A perforated rigid plastic drain line installed behind the base of walls, which extend below adjacent
grade is recommended to prevent hydrostatic loading on the walls. The invert of a drain line
around the retaining wall should be placed near foundation bearing level. The drain line should
be sloped to provide positive gravity drainage to daylight. The drain line should be surrounded by
Crushed Stone encapsulated in a filter fabric.
Temporary Excavation Support and Cofferdam
The above parameters are not applicable to the design of temporary excavation support or
cofferdam systems for the project. For soils consistent with those encountered in our explorations,
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Proposed CR22 Bridge Replacement ■ Cameron, Steuben County, New York
July 24, 2017 (REV. March 19, 2018) ■ Terracon Project No. J5175049
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the design of excavation support and cofferdams may be based on the following parameters.
Explorations have not been advanced at the location of the proposed pier. We recommend
explorations be advanced prior to final design of pier foundations and the cofferdams.
Description Value
Angle of Internal Friction
Stratum 1
Stratum 2
30 degrees
34 degrees
Cohesion
All soils Negligible
Estimated In-situ Soil Unit Weight
Stratum 1
Stratum 2
110 pcf (above water level)
48 pcf (below water level)
130 pcf (above water level)
68 pcf (below water level)
GENERAL COMMENTS
Our work is conducted with the understanding of the project as described in the proposal, and will
incorporate collaboration with the design team as we complete our services to verify assumptions.
Revision of our understanding to reflect actual conditions important to our work will be based on
these verifications and will be reflected in the final report. The design team should collaborate with
Terracon to confirm these assumptions and to prepare the final design plans and specifications.
This facilitates the incorporation of our opinions related to implementation of our geotechnical
recommendations. Any information conveyed prior to the final report is for informational purposes
only and should not be considered or used for decision-making purposes.
Our analysis and opinions are based upon our understanding of the geotechnical conditions in
the area, the data obtained from our site exploration and from our understanding of the project.
Variations will occur between exploration point locations, across the site, 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 the final report, to provide observation and testing services during
grading, excavation, foundation construction and other earth-related construction phases of the
project. 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.
Geotechnical Engineering Report
Proposed CR22 Bridge Replacement ■ Cameron, Steuben County, New York
July 24, 2017 (REV. March 19, 2018) ■ Terracon Project No. J5175049
Responsive ■ Resourceful ■ Reliable 15
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 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 only.
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.
ATTACH MENTS
ATTACHMENTS
Geotechnical Engineering Report
Proposed CR22 Bridge Replacement ■ Cameron, Steuben County, New York
July 24, 2017 (REV. March 19, 2018) ■ Terracon Project No. J5175049
esponsive ■ Resourceful ■ Reliable
EXPLORATION AND TESTING PROCEDURES
Field Exploration
Number of Borings Boring Depth (feet) Planned Location
3 43 to 79.4 Bridge abutments
Boring Layout: The boring layout was performed by others.
Subsurface Exploration Procedures: Nature’s Way Environmental Consultants and
Contractors, Inc. performed the soil subsurface explorations. The borings were drilled with a rotary
drilling rig using continuous flight, hollow-stemmed augers to advance the boreholes. Samples
were obtained using split-barrel sampling procedures. In the split-barrel sampling procedure, a
standard 2-inch O.D. split-barrel sampling spoon is driven into the ground with a 140-pound
hammer falling a distance of 30 inches.
Laboratory Testing
The project engineer reviewed the field data and assigned various laboratory tests to better
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 are 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
The laboratory testing program often includes examination of soil samples by an engineer. Based
on the material’s texture and plasticity, we describe and classify the soil samples in accordance
with the Unified Soil Classification System. The results of the laboratory testing are included in
the Appendix of this report.
SITE LOCA TION AND EXPLORATI ON PLANS
SITE LOCATION AND EXPLORATION PLANS
SITE LOCATIONCounty Road 22 over Canisteo River BIN 3333290 ■ Cameron, NYJuly 7, 2017 ■ Terracon Project No. J5175049
TOPOGRAPHIC MAP IMAGE COURTESY OF THE U.S. GEOLOGICAL SURVEYQUADRANGLES INCLUDE: CAMERON, NY (1/1/1976) and RATHBONE, NY (1/1/1953).
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND ISNOT INTENDED FOR CONSTRUCTION PURPOSES
SITE
EXPLORATION RESUL TS
EXPLORATION RESULTS
3553 Crittenden Road Alden, NY 14004
(716) 937- 6527www.natureswayenvironmental.com
0
5
10
15
20
1
2
3
4
5
6
7
9
10
15
20
12
45
10
14
50/1"
19
36
50/4"
9
8
-
21
50/1"
-
7
6
-
23
-
19
22
>50
40
86
>50
Asphalt Pavement.
Gravel Sub-base fill
Moist, brown, very gravelly (SANDY-SILT)fill with 40 to 50% gravel, little very fine sizesand, compact.
Moist, olive gray, very gravelly (SILTY-SAND) with 40 to 60% gravel with cobbles,very fine to fine size sand, little silt, denseto very dense, in place.
Limestone boulder, gray, very hard withfossil fragments.
Moist, gray to brown, very gravelly (SILT)with 40 to 60% gravel with cobbles, tracevery fine size sand, very dense, massivesoil structure to weakly bedded.
0.7
1.3
11.0
15.3
17.0
1.5'
0.7'
0.2'
1.3'
1.0'
0.7'
Asphalt pavement to 0.7 foot over gravel sub-base fill to 1.3 foot over silty fill with gravel to
11.0 feet over water sorted and deposited sand and gravel to
15.3 feet over limestone boulder to 17.0 feet over silty glacial drift
with gravel to 28.0 feet over water sorted and deposited sand and gravel to 38.0 feet
over silty lake sediment to 55.0 feet over silty glacial till with
gravel to end of boring.
Hole Number: B 1DATE: 6/26/17 ELEVATION:
PROJECT: Subsurface Investigation for the Proposed CR 22 Bridge Replacement
Bridge 3333290 over Canisto River, Cameron, Steuben County, New York
PREPARED FOR: Fisher AssociatesBORING LOCATION: See Map
LOGGED BY: Dale M. Gramza/ Senior Geologist PAGE 1 of
SN0/6
6/12
12/18
18/24
N LITH DESCRIPTION AND CLASSIFICATION REC COMMENTS
4
Run #1
3553 Crittenden Road Alden, NY 14004
(716) 937- 6527www.natureswayenvironmental.com
25
30
35
40
8
9
10
11
24
19
4
9
20
14
35
17
28
16
14
14
33
19
11
21
48
30
49
31
Moist, gray to brown, very gravelly (SILT)with 40 to 60% gravel with cobbles, tracevery fine size sand, very dense, massivesoil structure to weakly bedded.
Wet, brown, very gravelly (SILTY-SAND)with 40 to 60% gravel, very fine to coarsesize sand, little silt, compact to dense, inplace, stratified.
Moist, olive gray (SILT) with trace clay,hard, thinly bedded.
28.0
38.0
1.3'
1.5'
1.0'
1.5'
Hole Number: B 1DATE: 6/26/17 ELEVATION:
PROJECT: Subsurface Investigation for the Proposed CR 22 Bridge Replacement
Bridge 3333290 over Canisto River, Cameron, Steuben County, New York
PREPARED FOR: Fisher AssociatesBORING LOCATION: See Map
LOGGED BY: Dale M. Gramza/ Senior Geologist PAGE 2 of
SN0/6
6/12
12/18
18/24
N LITH DESCRIPTION AND CLASSIFICATION REC COMMENTS
4
3553 Crittenden Road Alden, NY 14004
(716) 937- 6527www.natureswayenvironmental.com
45
50
55
60
12
13
14
15
13
9
21
72
17
21
24
50/2"
25
22
31
-
29
25
35
-
42
43
55
>50
Moist, olive gray becoming gray below 53.0feet (SILT) with trace clay, hard, thinlybedded.
Extremely moist, gray, very gravelly(SANDY-SILT) with 40 to 60% gravel withcobbles, little very fine size sand, verydense, massive soil structure.
55.0
1.5'
1.7'
1.7'
0.4'
Water Present at 42.0' bgs
Hole Number: B 1DATE: 6/26/17 ELEVATION:
PROJECT: Subsurface Investigation for the Proposed CR 22 Bridge Replacement
Bridge 3333290 over Canisto River, Cameron, Steuben County, New York
PREPARED FOR: Fisher AssociatesBORING LOCATION: See Map
LOGGED BY: Dale M. Gramza/ Senior Geologist PAGE 3 of
SN0/6
6/12
12/18
18/24
N LITH DESCRIPTION AND CLASSIFICATION REC COMMENTS
4
3553 Crittenden Road Alden, NY 14004
(716) 937- 6527www.natureswayenvironmental.com
65
70
75
80
16
17
95
33
50/1"
60
-
50/3"
-
-
>50
110
Extremely moist, gray, very gravelly(SANDY-SILT) with 40 to 60% gravel withcobbles, little very fine size sand, verydense, massive soil structure.
Boring Completed at 69.3' bgs69.3
0.5'
1.0'
Hole Number: B 1DATE: 6/26/17 ELEVATION:
PROJECT: Subsurface Investigation for the Proposed CR 22 Bridge Replacement
Bridge 3333290 over Canisto River, Cameron, Steuben County, New York
PREPARED FOR: Fisher AssociatesBORING LOCATION: See Map
LOGGED BY: Dale M. Gramza/ Senior Geologist PAGE 4 of
SN0/6
6/12
12/18
18/24
N LITH DESCRIPTION AND CLASSIFICATION REC COMMENTS
4
3553 Crittenden Road Alden, NY 14004
(716) 937- 6527www.natureswayenvironmental.com
0
5
10
15
20
1
2
3
4
5
6
7
8
10
7
18
45
21
10
9
8
29
41
34
25
19
9
8
31
50/3"
24
25
34
7
7
50/4"
-
19
29
24
18
16
60
91
58
50
53
Asphalt Pavement.
Gravel Sub-base fill.
Extremely moist, very gravelly (SANDY-SILT) fill with 40 to 50% gravel with littlevery fine size sand, compact.
Moist, olive gray to brown, very gravelly(SANDY-SILT) with 40 to 60% gravel withcobbles, little very fine size sand, verydense, weakly stratified.
0.7
1.0
12.5
1.3'
1.0'
1.1'
1.2'
1.6'
1.3'
1.2'
Asphalt pavement to 0.7 footover gravel sub-base fill to to1.0 foot over silty soil fill withgravel to 12.5 feet over watersorted and deposited silt andgravel to 28.0 feet over water
sorted and deposited sand andgravel to 40.0 feet over
limestone boulder to end ofboring.
Hole Number: B 2DATE: 6/27/17 ELEVATION:
PROJECT: Subsurface Investigation for the Proposed CR 22 Bridge Replacement
Bridge 3333290 over Canisto River, Cameron, Steuben County, New York
PREPARED FOR: Fisher AssociatesBORING LOCATION: See Map
LOGGED BY: Dale M. Gramza/ Senior Geologist PAGE 1 of
SN0/6
6/12
12/18
18/24
N LITH DESCRIPTION AND CLASSIFICATION REC COMMENTS
3
3553 Crittenden Road Alden, NY 14004
(716) 937- 6527www.natureswayenvironmental.com
25
30
35
40
8
9
10
11
9
6
44
18
14
6
50/3"
31
12
5
-
50/3"
7
5
-
-
26
11
>50
81
Moist, olive gray to brown, very gravelly(SANDY-SILT) with 40 to 60% gravel withcobbles, little very fine size sand, verydense, weakly stratified with occasionalfibrous wood pieces.
Wet, gray, very gravelly (SILTY-SAND)with 40 to 50% gravel with very fine tocoarse size sand, little silt, compactbecoming very dense below 33.0 feet withoccasional thin clayey silt lensesencountered below 38.0 feet.
28.0
40.0
0.8'
1.3'
0.8'
0.7'
Hole Number: B 2DATE: 6/27/17 ELEVATION:
PROJECT: Subsurface Investigation for the Proposed CR 22 Bridge Replacement
Bridge 3333290 over Canisto River, Cameron, Steuben County, New York
PREPARED FOR: Fisher AssociatesBORING LOCATION: See Map
LOGGED BY: Dale M. Gramza/ Senior Geologist PAGE 2 of
SN0/6
6/12
12/18
18/24
N LITH DESCRIPTION AND CLASSIFICATION REC COMMENTS
3
3553 Crittenden Road Alden, NY 14004
(716) 937- 6527www.natureswayenvironmental.com
45
50
55
60
Limestone boulder, gray, very hard withfossil fragments.
Wet, gray, very gravelly (SILTY-SAND)with 40 to 50% gravel, very fine to coarsesize sand, little silt, compact
Coring Completed at 45.0' bgs
43.0
45.0
Encountered refusal on boulderat 40.0 feet, cored the boulder.Unable to drill past boulder withaugers. Moved boring 10.0 feet
north, re-drilled.
Hole Number: B 2DATE: 6/27/17 ELEVATION:
PROJECT: Subsurface Investigation for the Proposed CR 22 Bridge Replacement
Bridge 3333290 over Canisto River, Cameron, Steuben County, New York
PREPARED FOR: Fisher AssociatesBORING LOCATION: See Map
LOGGED BY: Dale M. Gramza/ Senior Geologist PAGE 3 of
SN0/6
6/12
12/18
18/24
N LITH DESCRIPTION AND CLASSIFICATION REC COMMENTS
3
Run #1
3553 Crittenden Road Alden, NY 14004
(716) 937- 6527www.natureswayenvironmental.com
0
5
10
15
20
Drilled without sampling with 4 1/4" HollowStemmed Augers to 43.0' bgs prior tosampling.
Encountered refusal on boulderat 40.0 feet on B 2. Patched
hole and moved 10.0 feet northand re-drilled.
Below 43.0 feet, water sortedand deposited sand and gravelwith little silt to 45.0 feet over
silty tending toward clayey lakesediment to 63.0 feet over silty
lake sediment with trace sand to67.0 feet over water sorted anddeposited sand and gravel with
little silt to end of boring.
Hole Number: B 3DATE: 6/28/17 - 6/29/17 ELEVATION:
PROJECT: Subsurface Investigation for the Proposed CR 22 Bridge Replacement
Bridge 3333290 over Canisto River, Cameron, Steuben County, New York
PREPARED FOR: Fisher AssociatesBORING LOCATION: See Map
LOGGED BY: Dale M. Gramza/ Senior Geologist PAGE 1 of
SN0/6
6/12
12/18
18/24
N LITH DESCRIPTION AND CLASSIFICATION REC COMMENTS
4
3553 Crittenden Road Alden, NY 14004 (716) 937- 6527
www.natureswayenvironmental.com
25
30
35
40
Drilled without sampling with 4 1/4" HallowStemmed Augers to 43.0' bgs prior tosampling.
Hole Number: B 3DATE: 6/28/17 - 6/29/17 ELEVATION:
PROJECT: Subsurface Investigation for the Proposed CR 22 Bridge Replacement
Bridge 3333290 over Canisto River, Cameron, Steuben County, New York
PREPARED FOR: Fisher AssociatesBORING LOCATION: See Map
LOGGED BY: Dale M. Gramza/ Senior Geologist PAGE 2 of
SN0/6
6/12
12/18
18/24
N LITH DESCRIPTION AND CLASSIFICATION REC COMMENTS
4
3553 Crittenden Road Alden, NY 14004 (716) 937- 6527
www.natureswayenvironmental.com
45
50
55
60
1
2
3
4
45
10
14
23
14
14
22
34
17
16
38
50/3
18
18
42
-
31
30
60
84
Drilled without sampling with 4 1/4" HallowStemmed Augers to 43.0' bgs prior tosampling.
Wet, gray, very gravelly (SILTY-SAND)with 40 to 50% gravel with very fine tocoarse size sand, little silt, dense withoccasional thin clayey silt lenses, stratified.
Moist, gray (CLAYEY-SILT) with little tosome clay, very stiff to hard, thinlylaminated with very thin coarse silt lenses.
43.0
45.0
0.3'
0.9'
1.2'
1.5'
Hole Number: B 3DATE: 6/28/17 - 6/29/17 ELEVATION:
PROJECT: Subsurface Investigation for the Proposed CR 22 Bridge Replacement
Bridge 3333290 over Canisto River, Cameron, Steuben County, New York
PREPARED FOR: Fisher AssociatesBORING LOCATION: See Map
LOGGED BY: Dale M. Gramza/ Senior Geologist PAGE 3 of
SN0/6
6/12
12/18
18/24
N LITH DESCRIPTION AND CLASSIFICATION REC COMMENTS
4
3553 Crittenden Road Alden, NY 14004 (716) 937- 6527
www.natureswayenvironmental.com
65
70
75
80
5
6
7
8
28
24
20
21
36
50/5"
35
31
50/3"
-
50/5"
50/5"
-
-
-
-
86
>50
85
81
Moist, gray (CLAYEY-SILT) with little tosome clay, very stiff, thinly laminated withvery thin coarse silt lenses.
Moist, gray (SILT) with trace very fine sizesand, very dense, thinly bedded.
Wet, gray, very gravelly (SILTY-SAND)with 40 to 60% gravel with occasionalcobbles, very fine to coarse size sand, littlesilt, very dense in place, stratified.
Boring Completed at 79.4' bgs
63.0
67.0
79.4
1.0'
1.3'
1.0'
0.5'
Hole Number: B 3DATE: 6/28/17 - 6/29/17 ELEVATION:
PROJECT: Subsurface Investigation for the Proposed CR 22 Bridge Replacement
Bridge 3333290 over Canisto River, Cameron, Steuben County, New York
PREPARED FOR: Fisher AssociatesBORING LOCATION: See Map
LOGGED BY: Dale M. Gramza/ Senior Geologist PAGE 4 of
SN0/6
6/12
12/18
18/24
N LITH DESCRIPTION AND CLASSIFICATION REC COMMENTS
4
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
6 16 20 30 40
GRAIN SIZE DISTRIBUTION
U.S. SIEVE OPENING IN INCHES
USCS Classification AASHTO Classification Boring ID Depth LL
D100 D30
Cc Cu
Boring ID Depth D60 %Clay
12
26
23
2.16
2.15
4.12
1.89
16.40
28.63
32.41
31.04
U.S. SIEVE NUMBERS
SILT OR CLAY
4 501.5 2006 810 14
37.5
37.5
37.5
37.5
4.292
3.151
7.659
3.984
0.72
0.401
0.663
0.52
68.2
61.6
78.3
66.2
27.9
35.7
17.8
29.2
B-1
B-1
B-1
B-1
41 3/4 1/2 60
fine
HYDROMETER
PL PI
D10 %Gravel %Sand %Silt
NP
NP
15
12
26
8
3/8 3 100 1403 2
COBBLESGRAVEL SAND
coarse medium
GRAIN SIZE IN MILLIMETERS
PE
RC
EN
T F
INE
R B
Y W
EIG
HT
coarse fine
WELL-GRADED GRAVEL with SAND(GW)
WELL-GRADED GRAVEL with SAND(GW)
POORLY GRADED GRAVEL with SAND(GP)
WELL-GRADED GRAVEL with SAND(GW)
A-1-a (0)
A-1-a (0)
A-2-4 (0)
B-1
B-1
B-1
B-1
11.818
11.492
21.488
16.132
3.9
2.6
4.0
4.6
3 - 5
12 - 14
23 - 25
28 - 30
3 - 5
12 - 14
23 - 25
28 - 30
ASTM D422 / ASTM C136
PROJECT NUMBER: J5175049PROJECT: County Road 22 over Canisteo
River BIN 3333290
SITE: County Road 22 Cameron, NY
CLIENT: Nature's Way Environmental Alden, NY
EXHIBIT: B-115 Marway Cir Ste 2B
Rochester, NY
LAB
OR
AT
OR
Y T
ES
TS
AR
E N
OT
VA
LID
IF S
EP
AR
AT
ED
FR
OM
OR
IGIN
AL
RE
PO
RT
.
GR
AIN
SIZ
E: U
SC
S &
AA
SH
TO
CO
MB
INE
D J
5175
049
CO
UN
TY
RO
AD
22
OV
.GP
J T
ER
RA
CO
N_D
AT
AT
EM
PLA
TE
.GD
T 7
/18
/17
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
6 16 20 30 40
GRAIN SIZE DISTRIBUTION
U.S. SIEVE OPENING IN INCHES
USCS Classification AASHTO Classification Boring ID Depth LL
D100 D30
Cc Cu
Boring ID Depth D60 %Clay
24
20
30
1.86
1.52
1.86
2.32
11.83
9.98
12.07
27.51
U.S. SIEVE NUMBERS
SILT OR CLAY
4 501.5 2006 810 14
37.5
37.5
37.5
37.5
5.082
6.416
6.312
2.084
1.084
1.649
1.333
0.261
72.4
78.3
76.8
49.9
24.1
20.5
21.6
46.7
B-2
B-2
B-2
B-2
41 3/4 1/2 60
fine
HYDROMETER
PL PI
D10 %Gravel %Sand %Silt
NP
NP
10
24
20
20
3/8 3 100 1403 2
COBBLESGRAVEL SAND
coarse medium
GRAIN SIZE IN MILLIMETERS
PE
RC
EN
T F
INE
R B
Y W
EIG
HT
coarse fine
WELL-GRADED GRAVEL with SAND(GW)
WELL-GRADED GRAVEL with SAND(GW)
WELL-GRADED GRAVEL with SAND(GW)
WELL-GRADED GRAVEL with SAND(GW)
A-1-a (0)
A-1-a (0)
A-2-6 (0)
B-2
B-2
B-2
B-2
12.825
16.45
16.083
7.173
3.5
1.2
1.6
3.4
3 - 5
8 - 10
14 - 16
28 - 30
3 - 5
8 - 10
14 - 16
28 - 30
ASTM D422 / ASTM C136
PROJECT NUMBER: J5175049PROJECT: County Road 22 over Canisteo
River BIN 3333290
SITE: County Road 22 Cameron, NY
CLIENT: Nature's Way Environmental Alden, NY
EXHIBIT: B-215 Marway Cir Ste 2B
Rochester, NY
LAB
OR
AT
OR
Y T
ES
TS
AR
E N
OT
VA
LID
IF S
EP
AR
AT
ED
FR
OM
OR
IGIN
AL
RE
PO
RT
.
GR
AIN
SIZ
E: U
SC
S &
AA
SH
TO
CO
MB
INE
D J
5175
049
CO
UN
TY
RO
AD
22
OV
.GP
J T
ER
RA
CO
N_D
AT
AT
EM
PLA
TE
.GD
T 7
/18
/17
0
10
20
30
40
50
60
0 20 40 60 80 100
CH o
r
OH
CL o
r
OL
ML or OL
MH or OH
PL PIBoring ID Depth Description
WELL-GRADED GRAVEL with SAND
WELL-GRADED GRAVEL with SAND
POORLY GRADED GRAVEL with SAND
WELL-GRADED GRAVEL with SAND
WELL-GRADED GRAVEL with SAND
WELL-GRADED GRAVEL with SAND
GW
GW
GP
GW
GW
GW
Fines
PLASTICITY
INDEX
LIQUID LIMIT
"U" L
ine
"A" L
ine
12
26
23
24
20
30
NP
NP
15
NP
NP
10
12
26
8
24
20
20
4
3
4
3
1
2
LL USCS
B-1
B-1
B-1
B-2
B-2
B-2
ATTERBERG LIMITS RESULTSASTM D4318
3 - 5
12 - 14
23 - 25
3 - 5
8 - 10
14 - 16
PROJECT NUMBER: J5175049PROJECT: County Road 22 over Canisteo
River BIN 3333290
SITE: County Road 22 Cameron, NY
CLIENT: Nature's Way Environmental Alden, NY
EXHIBIT: B-115 Marway Cir Ste 2B
Rochester, NY
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SUPPORTING INF ORMA TION
SUPPORTING INFORMATION
UNIFIED SOIL CLASSIFICATION SYSTEM
Proposed CR22 Bridge Replacement ■ Cameron, Steuben County, New York
July 24, 2017 (REV. March 19, 2018) ■ Terracon Project No. J5175049
UNIFIED SOIL C LASSIFIC AT ION SYSTEM
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Soil Classification
Group
Symbol Group Name B
Coarse-Grained Soils:
More than 50% retained
on No. 200 sieve
Gravels:
More than 50% of
coarse fraction
retained on No. 4 sieve
Clean Gravels:
Less than 5% fines C
Cu 4 and 1 Cc 3 E GW Well-graded gravel F
Cu 4 and/or 1 Cc 3 E GP Poorly graded gravel F
Gravels with Fines:
More than 12% fines C
Fines classify as ML or MH GM Silty gravel F,G,H
Fines classify as CL or CH GC Clayey gravel F,G,H
Sands:
50% or more of coarse
fraction passes No. 4
sieve
Clean Sands:
Less than 5% fines D
Cu 6 and 1 Cc 3 E SW Well-graded sand I
Cu 6 and/or 1 Cc 3 E SP Poorly graded sand I
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 sand G,H,I
Fine-Grained Soils:
50% or more passes the
No. 200 sieve
Silts and Clays:
Liquid limit less than 50
Inorganic: PI 7 and plots on or above “A” line
J
CL Lean clay K,L,M
PI 4 or plots below “A” line J ML Silt K,L,M
Organic: Liquid limit - oven dried
0.75 OL Organic clay K,L,M,N
Liquid limit - not dried Organic silt K,L,M,O
Silts and Clays:
Liquid limit 50 or more
Inorganic: PI plots on or above “A” line CH Fat clay K,L,M
PI plots below “A” line MH Elastic Silt K,L,M
Organic: Liquid limit - oven dried
0.75 OH Organic clay K,L,M,P
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 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 poorly
graded 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 graded
sand with silt, SP-SC poorly graded sand with clay
E Cu = D60/D10 Cc =
6010
2
30
DxD
)(D
F If soil contains 15% sand, add “with sand” to group name. G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.
H If fines are organic, add “with organic fines” to group name. I If soil contains 15% gravel, add “with gravel” to group name. J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay. K If soil contains 15 to 29% plus No. 200, add “with sand” or “with
gravel,” whichever is predominant. L If soil contains 30% plus No. 200 predominantly sand, add “sandy”
to group name. M If soil contains 30% plus No. 200, predominantly gravel, add
“gravelly” to group name. N PI 4 and plots on or above “A” line. O PI 4 or plots below “A” line. P PI plots on or above “A” line. Q PI plots below “A” line.