RFI__6__13__42__43_Geotech_Report.pdf

Subsurface Information for the

NYANG Building 641 Addition Hancock ANG Base Syracuse, New York

THERE IS NO EXPRESS OR IMPLIED GUARANTEE AS TO THE ACCURACY OR COMPLETENESS OF THE INFORMATION AND DATA CONTAINED HEREIN, NOR OF THE INTERPRETATION THEREOF BY BURNS & McDONNELL OR ANY OF THEIR

REPRESENTATIVES.

THE SUBSURFACE INFORMATION AND DATA CONTAINED HEREIN DO NOT FORM A PART OF ANY CONTRACT DOCUMENT ISSUED BY BURNS & McDONNELL.

US National Guard Bureau Hancock ANG Base Syracuse, New York

Project No. 98279 March 2019

COPYRIGHT © 2019 BURNS & McDONNELL

B&Mc Project No. 98279 Subsurface Information March 2019

NYANG Building 641 Addition TC-1 Burns & McDonnell

TABLE OF CONTENTS

Page No.

1.0 GENERAL

2.0 WATER LEVEL INFORMATION

3.0 ADDITIONAL SUBSURFACE INFORMATION

4.0 LIMITATIONS

4.1 Document Use

4.2 Variations

APPENDIX A – REPORT BY GEI

NYANG Building 641 Addition 1 Burns & McDonnell

1.0 GENERAL

This subsurface information document consists of the data and results from a subsurface investigation described in a report titled Geotechnical Report, NYANG Base – Building 641 Addition, Hancock

International Airport, Syracuse, Onondaga County, New York, dated July 2017. The investigation was performed by GEI Consultants, Inc., P.C. (GEI) of Bloomfield, New Jersey. The report, as prepared by

GEI, is included in Appendix A of this document.

Drilling and laboratory testing for this investigation was performed by GEI. The drilling phase was performed May 22 and May 23, 2017. It included the completion of four (4) borings drilled to a depth of

36 feet below grade. Laboratory tests were conducted on select available samples following the completion of drilling operations. Boring logs and laboratory test results, as prepared by GEI, are included in the report in Appendix A of this document.

Samples recovered during the subsurface investigation were transported to the laboratory by GEI. GEI was not compensated to store the samples after testing and reporting beyond their customary retention period prior to disposal.

2.0 WATER LEVEL INFORMATION

Groundwater observations, as provided by GEI, are presented in Appendix A of this document. It should be noted by the reader that fluctuations in water levels may occur over more prolonged periods of readings and can be influenced by various outside factors. It may take groundwater several days, or longer, to reach its hydrostatic levels in holes in cohesive soils. Seasonal variations in rainfall, changes to on-site conditions, and changes to off-site conditions can affect groundwater levels. Fluctuations in groundwater levels from those noted should be anticipated during construction. Water levels observed and recorded reflect only those conditions that existed at the time of investigation and may vary from true phreatic groundwater levels.

3.0 ADDITIONAL SUBSURFACE INFORMATION

The following additional subsurface information in the vicinity of the site is available for review upon request:

1. Geotechnical Report, NYANG Base – Building 643 Addition, Hancock International Airport, Syracuse, Onondaga County, New York; prepared by GEI Consultants, Inc., P.C., dated April

2018.

NYANG Building 641 Addition 2 Burns & McDonnell

4.0 LIMITATIONS

4.1 Document Use

The information presented in this document has been prepared for the use of Burns & McDonnell. No other warranty, express or implied, is made as to the information included in this document. In the event that conclusions and recommendations based on data contained in this document are made by others, such conclusions and recommendations are the responsibility of others.

The information gathered and presented in this document was not obtained for an environmental audit nor to evaluate the potential for hazardous materials at the Site. The equipment, techniques, and personnel used to perform geoenvironmental exploration differ substantially from those applied in soil and foundation engineering.

This document is not intended to be utilized as a Geotechnical Baseline Report.

4.2 Variations

The subsurface information submitted in this document is based upon data obtained from test borings completed at the approximate locations indicated in Appendix A of this document. This document does not reflect variations which may occur between test borings. The nature and extent of variations between the test borings may not become evident until construction is performed. If during construction, soil, rock, and/or groundwater conditions appear to be different from those described herein, Burns &

McDonnell should be advised so that recommendations made by Burns & McDonnell may be evaluated and modified, if necessary. Water levels, as described in this document, reflect only those conditions that existed at the time that this particular subsurface investigation was performed by GEI. Fluctuations or changes in water levels and groundwater conditions can be influenced by sources outside the site investigated, by seasonal rainfall, and by changes in drainage conditions in and around the Site.

Fluctuations can occur and should be anticipated between the time of investigation and the time of construction.

APPENDIX A – REPORT BY GEI

NYANG Base – Building 641 Addition Hancock International Airport, Syracuse, New York

Report Prepared for Burns & McDonnell Report Prepared by GEI Report Dated July 2017

Geotechnical Report

Hancock International Airport Syracuse, Onondaga County, New York

Submitted to:

Burns & McDonnell Engineering Company, Inc.

10 N. Park Place, Suite 303 Morristown, NJ 07960

Submitted by:

GEI Consultants, Inc., P.C.

300, Broadacres Drive, Suite 100 Bloomfield, NJ 07003 973-873-7110

July 2017 Project 1702160

Sean T. DiBartolo, P.E., LEED AP Senior Geotechnical Engineer

Joseph G. Engels, P.E.

Vice President

It is a violation of New York State Education Law for any person, unless he is acting under the direction of a licensed professional engineer, to alter in any way plans, specifications, plats and reports to which the seal of a professional engineer has been applied. If an item bearing the seal of an engineer or land surveyor is altered, the altering engineer shall affix to the item his seal and the notation “altered by” followed by his signature and the date of such alteration, and a specific description of the alteration.

Consulting

Engineers and

Scientists

Hancock International Airport Syracuse, Onondaga County, New York

GEI Consultants, Inc., P.C. i

Table of Contents

Executive Summary iii

1. Introduction 1

1.1 Scope of Services 1

1.2 Authorization 1

1.3 GEI Team 2

1.4 Elevation Datum and Horizontal Coordinate System 2

1.5 Site and Project Description 2

2. Subsurface Explorations and Conditions 3

2.1 Previous Subsurface Explorations 3

2.2 Current Subsurface Explorations 3

2.3 Geologic Setting 4

2.4 Subsurface Conditions 4

2.5 Groundwater Conditions 6

2.6 Laboratory Testing 6

2.7 Sample Storage and Disposition 7

3. Geotechnical Recommendations 8

3.1 Foundation Design 8

3.2 Estimated Settlement 8

3.3 Floor Slab Design 9

3.4 Seismic Design and Liquefaction 9

3.5 Frost Depth 10

4. Construction Considerations 11

4.1 Subgrade Preparation 11

4.1.1 Removal of Surface Materials 11

4.1.2 Removal/Re-routing of Utilities 11

4.1.3 Foundations 11

4.1.4 Slabs-on-Grade 11

4.2 Excavation Support and Dewatering 12

4.3 Freezing Conditions 12

4.4 Backfilling and Compaction 12

4.5 Site Disturbance 13

5. Limitations 14

6. References 15

Recommended Material Specifications

Hancock International Airport

GEI Consultants, Inc., P.C. ii

Tables

1. Subsurface Exploration Data

2. Equivalent SPT N-Values

3. Recommended Geotechnical Design Parameters

4. Geotechnical Laboratory Test Results

Figures

1. Site Location Map

2. Exploration Location Plan

3. Plot of Water Content and Atterberg Limits for Glaciolacustrine Silt

Appendices A. Exploration Logs B. Laboratory Testing Results

SC\MHC\STD

B:\Working\BURNS AND MCDONNELL\1702160 NYANG-SYR Bldg 641 Addition\11_REPORTS\2017-07-14 Geotech Report\FINAL NYANG-SYR Bldg 641 Addition Geotech Rpt.docx

Hancock International Airport

GEI Consultants, Inc., P.C. iii

Executive Summary

GEI Consultants, Inc., P.C. (GEI) prepared this report to present the results of a subsurface exploration program and foundation recommendations for the proposed Building 641 addition at the Hancock Air National Guard Base owned by the U.S. National Guard Bureau and used by the New York Air National Guard (NYANG), in Syracuse, New York. Burns & McDonnell Engineering Company (BMcD) engaged GEI to provide geotechnical services for this project. We performed these services in general accordance with the 2015 edition of the New York State Building Code (Building Code), which is an adaptation of the 2015 International Building Code.

The geotechnical exploration program consisted of four test borings, B101 to B104, drilled to 36 feet below the ground surface. Subsurface conditions encountered in the boring were generally granular fill over glaciolacustrine sand and silt layers, over glacial till. B101 and B102 were terminated in the glaciolacustrine sand. B103 and B104 were terminated in the glacial till. Depth to groundwater was measured after drilling between 6 and 8.5 feet below ground surface (approximately El. 396.9 and El. 394.0) in B102, B103, and B104.

We recommend that the proposed addition be supported on shallow foundations bearing on a subgrade consisting of Glaciolacustrine Sand or on Glaciolacustrine Silt overexcavated and replaced with 12 inches of compacted Crushed Stone. We recommend using a maximum allowable bearing pressure of 3 kips/ft2. For resistance against lateral forces, we recommend using an ultimate value of 0.36 and 0.50 for coefficient of sliding friction on Glaciolacustrine Sand and Crushed Stone, respectively.

The site is classified as Site Class E (Soft Soil Profile) for seismic design purposes, in accordance with Building Code Section 1613.3.2, based on the soil profile encountered at the site. In accordance with Building Code Tables 1613.3.5(1) and (2), Seismic Design Category C should be assigned to the structure.

Based on practical screening methods, we found that an overwhelming majority of the standard penetration tests performed below the groundwater table are potentially susceptible to liquefaction. We recommend further evaluation of liquefaction potential through a site-specific triggering analyses.

We understand that there are several areas where the foundations for the building addition will be below the bottom of existing footings. Footing excavations for the addition should not extend below the adjacent footings of the existing structure. Underpinning of the existing footings may be required if proposed footings are located within a 1H:1V influence line beginning 3 feet offset from outside toe of the existing footing and extending downwards.

Hancock International Airport

GEI Consultants, Inc., P.C. 1

1. Introduction

GEI Consultants, Inc., P.C. (GEI) prepared this report to present the results of a subsurface exploration program and foundation recommendations for the proposed Building 641 addition at the Air National Guard Base owned by the U.S. National Guard Bureau and used by the New York Air National Guard (NYANG) at Hancock International Airport (Location Identifier: SYR) in Syracuse, Onondaga County, New York (Fig. 1). Burns & McDonnell Engineering Company, Inc. (BMcD) engaged GEI to provide geotechnical services for this project.

1.1 Scope of Services

GEI completed the following scope of work for this report. These services were performed to investigate the subsurface conditions at the Site.

• Reviewed site plans and preliminary building addition layout drawings.

• Performed the exploration mark out at the site.

• Engaged a subcontractor to drill test borings.

• Evaluated soil samples recovered from the test borings and prepared test boring logs

• Engaged a geotechnical testing laboratories to perform testing on soil samples from the test borings.

• Evaluated the data obtained and prepared this Geotechnical Report.

We performed these services in general accordance with the 2015 edition of the New York State Building Code (Building Code), which is an adaptation of the 2015 International Building Code.

1.2 Authorization

Our work was performed in general accordance with our proposal to BMcD dated January 25, 2017 and revised May 8, 2017 as well as with Work Authorization No. GEI009G executed by Mr. Sloan Gutowski on May 8, 2017.

Hancock International Airport

GEI Consultants, Inc., P.C. 2

1.3 GEI Team

The following GEI personnel performed the services for this report:

• Sean T. DiBartolo, P.E. Senior Geotechnical Engineer

• Joseph G. Engels, P.E. In-House Reviewer

• Matthew Glunt, P.E. Senior Geotechnical Engineer

• Sarah Cote, E.I.T. Geotechnical Engineer

• Maria Hernandez-Cabal, Geotechnical Engineer

1.4 Elevation Datum and Horizontal Coordinate System

Elevations provided in this report are in feet and are referenced to the North American Vertical Datum of 1988 (NAVD88). Horizontal coordinates (northing and easting) are U.S.

State Plane coordinates in U.S. survey feet and are referenced to the North American Datum of 1983 (NAD83), New York State Plane Central Zone (3102).

1.5 Site and Project Description

Building 641 is located south of the airfields at Hancock International Airport and north of Bullard Avenue (Fig. 1). We understand that the area in and around Building 641 was used as a sand filter bed to treat sanitary waste in the early 1950s. Burns & McDonnell Engineering Company (BMcD) is designing an approximately 9,200 ft2 addition to the north and west sides of the existing building. Based on a review of aerials and the plans you provided, the addition will extend into paved parking and driveway areas as well as grassed areas. There are several underground utilities that are located with the footprint of the proposed addition that will be relocated as part of this project. We understand that there will be no appreciably change in grade at the site.

We understand that the existing Building 641 is supported on shallow foundations with exterior and interior footings designed for 1,000 lb/ft2 and 2,500 lb/ft2 nominal allowable soil bearing pressure, respectively. We understand that the building addition will be supported on shallow foundations designed as a free-standing structure. There are several areas where the foundations for the building addition will be below the bottom of existing footings.

Hancock International Airport

GEI Consultants, Inc., P.C. 3

2. Subsurface Explorations and Conditions

2.1 Previous Subsurface Explorations

BMcD provided logs for four GeoProbe explorations (SB-01 through SB-04) that were performed using direct push sampling near Building 641 on November 29, 2000.

Explorations were advanced to maximum depths of between 8 and 10 feet below the ground surface. Exploration logs are provided in Appendix A. Approximate locations of the explorations are shown on Fig. 2.

2.2 Current Subsurface Explorations

Nothnagle Drilling, Inc., of Scottsville, New York was retained by GEI to drill the four test borings, B101 through B104, at the site between May 22 and May 23, 2017. A GEI geotechnical engineer observed and documented the drilling and sample collection. The exploration locations area shown in Fig. 2. A summary of the test borings data is provided in Table 1. The test boring logs as well as GEI’s visual manual description guide are included in Appendix A.

The test borings were drilled from a CME-75 truck-mounted rig using drive and rotary wash drilling techniques with 4-inch-outside-diameter casing. The test borings were advanced to 36 feet below ground surface.

Standard Penetration Tests (SPTs) were performed and split-spoon samples were obtained in all borings in general accordance with ASTM D 1586 using an automatic hammer.

Split-spoon samples were generally collected starting at the ground surface, continuously to 10 feet, and at 5-foot intervals thereafter, to the boring termination depths. The first two sampling intervals for east test boring were performed using 3.5–inch-outside–diameter (O.D.) split-spoons driven by the automatic hammer. The 3.5-inch-O.D. sampler was used instead of a standard 2-inch-O.D. sampler to collect more soil samples for laboratory testing.

An undisturbed thin-walled tube sample was collected in B102 between 8 and 10 feet below the ground surface. The depth to groundwater was measured in each boring prior to backfilling with drill spoils.

The borings were located in the field by measuring from existing site features and using a Leica Viva GNSS GS14 receiver (SmartPole). Ground surface elevations at the exploration locations were also measured in the field using the SmartPole.

Hancock International Airport

GEI Consultants, Inc., P.C. 4

2.3 Geologic Setting

The current and historical versions of the surficial geology map for the Syracuse East Quadrangle, New York produced by the New York State Geological Survey indicate that the site is underlain by between 3 and 15 meters of glaciolacustrine sand or is underlain by up to 50 meters of glaciolacustrine silt and clay.

Bedrock is mapped by the New York State Geological Survey as the Vernon Shale Member (Sv) of the Salina Group consisting of beds of varying thickness of shale and black shale.

2.4 Subsurface Conditions

Four generalized soil layers were encountered in the boring we performed and are described below, starting at the ground surface. The elevations of the different layers are summarized in Table 1. Bedrock was not encountered in our exploration program.

The drilling contractor used an automatic hammer to collect the SPT N-values in the field (termed Nfield), which results in increased efficiency in delivering the theoretical energy of a 140-pound weight freefalling 30 inches to between 80 and 95 percent. In order to use the data set in design, the Nfield values were normalized to 60 percent of the theoretical energy delivered in the SPT (termed N60) assuming that the automatic hammer was conservatively 80 percent efficient. This results in an approximate 33 percent increase in the N-value.

Nfield values for SPTs performed using the 3.5-inch-I.D. split-spoon were adjusted to an equivalent SPT N-value for a 2-inch-I.D. split-spoon before normalizing to N60 values. The corrected “design” N-values are provided in Table 2.

Recommended values of soil properties and design parameters are presented in Table 3. The properties were estimated using data from correlations with N60-values, laboratory testing results, published empirical correlations, and our engineering judgement

The soil conditions are known only at the exploration location. Conditions between exploration locations may vary significantly from the descriptions given below.

• Stratum I – Fill/Topsoil

• Stratum II – Glaciolacustrine Sand

• Stratum III – Glaciolacustrine Silt

• Stratum IV – Glacial Till

Hancock International Airport

GEI Consultants, Inc., P.C. 5

Stratum I – Fill/Topsoil – Fill was encountered in each boring at the site with the exception of B103. B102 and B104 encountered a 3-inch to 4-inch-thick root zone underlain by 2 to 3 feet of fill. Fill was also encountered to a depth of approximately 4 feet in B101 below 1 inch of asphalt pavement and 5 inches of gravel base material. The fill generally consists of gray and brown widely graded sand with gravel. Occasional asphalt and brick fragments were also observed in the fill stratum in B101 and B104. B103 encountered 2 feet of orange-brown topsoil with frequent roots and organic fibers directly below the ground surface.

SPT N60 values recorded in Stratum I ranged from 4 to 17 blows per foot, but generally were between 7 and 16, and averaged 11 blows per foot, indicating loose to medium dense soil.

Stratum II – Glaciolacustrine Sand – A layer ranging in thickness from 2 to 4 feet containing fine to coarse native sands was encountered in B101, B102, and B104 directly underlying the fill or topsoil stratum. Recovered samples were generally classified in the field as narrowly graded fine to medium sand with varying amounts of silt and gravel.

Stratum II was also encountered below the glaciolacustrine silt in each boring was between

5.5 and over 18.5 feet thick. B101 and B102 were terminated within this stratum. The samples generally graded to mostly fine sands with depth.

SPT N60 values recorded in Stratum II ranged from 1 to 13 blows per foot, but generally were between 7 and 12, and averaged 8 blows per foot, indicating loose soil to medium dense.

Stratum III – Glaciolacustrine Silt – A 15.5- to 21.5-foot-thick layer of glaciolacustrine silt was encountered in each boring at depths between about 2 and 8 feet below grade.

Recovered samples were generally classified as low to medium plasticity silty fines with occasional seams of fine sand. The samples generally contained alternating layers of fine sand up to 3 inches thick as the stratum transitioned back to glaciolacustrine sand at depth.

One undisturbed thinned-walled tube sample was collected in the glaciolacustrine silt layer in B102 with a hydraulically-activated piston sampler and was submitted for laboratory index and consolidation testing. Atterberg limits and water content test results for the clay layer are plotted in Fig. 3. The results from the consolidation test include an estimated preconsolidation stress ranging from 4.3 to 5.9 tons/ft2 that results in estimated overconsolidation ratios between 11 and 15, a compression ratio of 0.147, a recompression ratio of 0.021, and a water content of 37.4 percent. Laboratory results are included in Appendix B.

SPT N60 values recorded in Stratum III ranged from 1 to 12 blows per foot, but generally were between 1 and 5, and averaged 4 blows per foot, indicating soft to medium stiff soil.

Hancock International Airport

GEI Consultants, Inc., P.C. 6

Stratum IV – Glacial Till – A layer of glacial till was encountered below the glaciolacustrine sand in B103 and B104 at approximately 35 and 33 feet below grade, respectively. B103 and B104 terminated in the glacial till layer. In general, the stratum was described as a reddish-gray gravelly low plasticity silt with sand.

SPT N60 values recorded in Stratum IV were 24 and 51, indicating medium dense to very dense soil.

2.5 Groundwater Conditions

Groundwater was encountered in the borings at a depth of 6 to 8.5 feet below the ground surface after allowing approximately 30 to 60 minutes of stabilization following casing removal.

Groundwater levels are subject to seasonal and weather-related variations. Groundwater measurements made at different times and different locations may be significantly different than the measurements taken as part of this investigation.

2.6 Laboratory Testing

TerraSense, LLC of Totowa, New Jersey, under subcontract to GEI, performed the following tests on soil samples obtained from the test boring to confirm field classifications and to estimate engineering properties:

• Four (5) grain size distribution tests (ASTM D 422)

• Two (2) moisture content analyses (ASTM D 2216)

• Three (3) Atterberg limits tests (ASTM D 4318)

• One (1) California bearing ratio test (ASTM D 1883)

• One (1) One-Dimensional consolidation test (ASTM D 2435)

Results of the laboratory tests are summarized in Table 4 and attached as Appendix B to this Report and have been incorporated into the soil descriptions on the boring logs in Appendix A.

California Bearing Ratio (CBR) testing was performed on a composite from the split-spoon samples collected in the top 4 feet of all the borings. This composite was re-compacted in the laboratory using the Modified Proctor maximum dry density (estimated maximum dry density of 128 lb/ft3 based on the relative density and soil classification). CBR test results ranged from 79.9 percent at 0.1-inch penetration and 92.3 percent at 0.2-inch penetration.

Hancock International Airport

GEI Consultants, Inc., P.C. 7

2.7 Sample Storage and Disposition

All soil samples collected as a result of our explorations are being stored at our office in Bloomfield, New Jersey. The soil samples will be held for 6 months after the issuance of this report. We will discard the samples after the 6 months has elapsed unless other arrangements are made with BMcD.

Hancock International Airport

GEI Consultants, Inc., P.C. 8

3. Geotechnical Recommendations

The following sections of this report present the recommendations for the design of the subgrade and foundations for the proposed Building 641 addition.

3.1 Foundation Design

The proposed structure may be supported on shallow foundations bearing on a subgrade consisting of Glaciolacustrine Sand or on Glaciolacustrine Silt overexcavated and replaced with 12 inches of compacted Crushed Stone.

The maximum allowable bearing pressure for the design of footings is:

Bearing Stratum Net Allowable Bearing Pressure

Glaciolacustrine Sand or

Glaciolacustrine Silt overexcavated and replaced with Crushed Stone

3 kips/ft2

All new foundations extending along the wall adjacent to the existing structure should bear at the same elevations as the existing column foundations. Exterior footings should bear at least 42 inches below the adjacent exterior grade for frost protection. Interior footings should be founded at least 18 inches below the bottom of the floor slab. The tops of all footings should be at least 6 inches below the bottom of the overlying floor slab. Minimum individual column footing and wall footing widths should be at least 36 and 18 inches, respectively.

For resistance against lateral forces, we recommend using an ultimate value of 0.36 and 0.50 for coefficient of sliding friction on Glaciolacustrine Sand and Crushed Stone, respectively.

A factor of safety of at least 1.5 should be applied to the sliding resistance.

3.2 Estimated Settlement

Using observed subsurface conditions and the foundation layout and loads provided by BMcD, the soil response was modeled using Settle3DTM by Rocscience, Inc. The foundation layout was modeled after reviewing drawing SB101-A dated June 16, 2017. A linear elastic deformation model was assumed for Stratums I, II and IV. A non-linear, stress-dependent deformation model (primary consolidation) was assumed for Stratum III beneath the footings. The foundations were modeled as rigid foundations.

Based on these analyses, settlement of these soils under the structural loads would result in acceptable estimated total and differential settlements. The maximum estimated settlement

Hancock International Airport

GEI Consultants, Inc., P.C. 9 under the provided foundation layout and loads was 0.1 inch and it is located under the column footing E-1.

3.3 Floor Slab Design

The slab-on-grade should bear on a minimum 6-inch-thick base course of compacted Crushed Stone.

For design of slabs with a crushed stone base, a modulus of subgrade reaction of 200 lb/in3 is recommended for design. We recommend that contraction joints be incorporated between the slab-on-grade and the columns and perimeter walls of the proposed building addition to accommodate minor differential settlement.

To limit moisture infiltration into finished spaces, a 10-mil minimum thickness polyethylene vapor retarder should be placed beneath all moisture sensitive floor slabs. The vapor retarder should be sealed at the foundation walls, columns, and utility penetrations, and panels should be overlapped and joints sealed.

3.4 Seismic Design and Liquefaction

We recommend using Site Class E (Soft Soil Profile) for seismic design purposes, in accordance with Building Code Section 1613.3.2, based on the soil profile encountered at the site. Corresponding spectral response design parameters are as follows:

Building Code Seismic Design Values

Site Class E Risk Category II

SS 0.146 g S1 0.063 g SDS 0.243 g SD1 0.147 g

PGAM 0.163 g Seismic Design Category C

We calculated the spectral response parameters for the Site using general procedures outlined in Building Code Section 1613.3.2. Peak ground acceleration (PGAM) is adjusted for Site Class effects, per ASCE 7-10 Section 11.8.3.

Based on a Site Class E and Risk Category II for the proposed addition, and in accordance with Building Code Tables 1613.3.5(1) and (2), Seismic Design Category C should be assigned to the structure.

Hancock International Airport

GEI Consultants, Inc., P.C. 10

Based on the site geology and topography, it is our opinion that the proposed building addition is not susceptible to damage from slope instability, lateral spreading, or surface rupture due to faulting.

We screened for susceptibility to earthquake-induced liquefaction using the NYC Building Code, Figure 1813.1, which provides criteria for SPT N-value vs. depth. While Figure 1813.1 is not referenced in the New York State Building Code, it was used here as a preliminary screening tool. We used the SPT N60 values compared to the criteria provided in Figure 1813.1 for Occupancy Category II/III. We calculated that 30 of the 32 SPT locations performed below the groundwater table are potentially susceptible to liquefaction according to the screening method developed for Figure 1813.1.

We recommend further evaluation of liquefaction potential through a site-specific triggering analyses.

3.5 Frost Depth

We recommend using a frost depth of 42 inches below final grade for the site based on guidelines from City of Syracuse Code Enforcement Department.

Hancock International Airport

GEI Consultants, Inc., P.C. 11

4. Construction Considerations

4.1 Subgrade Preparation

4.1.1 Removal of Surface Materials

Site preparation should include the removal of all unsuitable surface materials within the footprint of the proposed addition. This includes concrete, asphalt and graded aggregate base course, and any unstable surface or subsurface soils.

4.1.2 Removal/Re-routing of Utilities

Existing buried utilities within the footprint of the proposed addition should be removed and replaced with compacted Structural Fill, or they should be plugged with flowable fill (Controlled Low Strength Material) or capped if left in place. Unplugged or uncapped pipes that are left in place may serve as conduits for subsurface erosion which can result in the formation of voids below foundations or floor slabs. Where existing utilities are left in place and plugged in the building addition footprint, it may be necessary to undercut poorly compacted backfill to provide adequate support for footings or slabs. Existing utilities that are to remain in use should be rerouted around the proposed addition footprint.

4.1.3 Foundations

Footings should bear on a subgrade consisting of Glaciolacustrine Sand or on Glaciolacustrine Silt overexcavated and replaced with 12 inches of compacted Crushed Stone. Bearing surfaces should be free of standing water, frost, and loose soil before placement of reinforcing steel and concrete. Subgrade soils that require undercutting should be replaced with Crushed Stone underlain by geotextile.

The final excavation to the footing subgrade is made using a smooth-bladed excavator bucket, to avoid disturbing or loosening the soil.

4.1.4 Slabs-on-Grade

The existing subbase course and underlying native sands are suitable for support of a slab-on-grade. After cut and fill placement operations are completed to achieve subgrade elevation for the building addition pad, the exposed surface should be proofrolled under the supervision of the geotechnical engineer with a 10-ton vibratory roller. Subgrades that become unstable (i.e. soft, yielding, rutting, pumping, etc.) under the action of proofrolling may require selective undercutting or further stabilization prior to placement of the Structural Fill or Crushed Stone base.

Hancock International Airport

GEI Consultants, Inc., P.C. 12

4.2 Excavation Support and Dewatering

Footing excavations for the addition should not extend below the adjacent footings of the existing structure. Underpinning of the existing footings may be required if proposed footings are located within a 1H:1V influence line beginning 3 feet offset from outside toe of the existing footing and extending downwards.. Temporary slopes constructed adjacent to the existing structure should be constructed to a slope no steeper than 1.5H: 1V, as measured from the outside toe of the existing footing.

Excavations will be in soil, and conventional excavation with a backhoe appears feasible.

Excavations should be sloped or shored in accordance with the local, state, and federal regulations, including Occupational Safety and Health Agency (OSHA 29 CFR Part 1926) excavation trench safety standards.

Groundwater is not expected within site excavations. If encountered, we expect that excavation dewatering may be accomplished with filtered sumps and pumps located outside the footing excavations. The site should be graded to route storm water runoff away from excavations.

4.3 Freezing Conditions

The soils at the site are susceptible to frost heave. Therefore, if construction is performed during freezing weather, special precautions will be required to prevent the subgrade soils from freezing. Freezing of the soil beneath the foundation during construction may result in subsequent settlement of the structure.

All subgrades should be free of frost before placement of concrete. Frost-susceptible soils that have frozen should be removed and replaced with compacted Structural Fill. The footing and the soil adjacent to the footing should be insulated until they are backfilled. Soil placed as fill should be free of frost, as should the ground on which it is placed.

If slabs-on-grade or footings are built and left exposed during the winter, precautions should be taken to prevent freezing of the underlying soil.

4.4 Backfilling and Compaction

The Glaciolacustrine Sands can be re-used as Structural Fill or Ordinary Fill, provided they can meet the appropriate compaction requirements and do not contain deleterious materials.

Soils to be used as fill imported from off-site sources should also meet the attached gradation requirements. Fill placed within the building addition limits, within a 3-foot-wide zone outside foundation walls, and under pavements should meet the compaction requirements for

Hancock International Airport

GEI Consultants, Inc., P.C. 13

Structural Fill. Backfill placed in non-structural areas should meet the compaction requirements for Ordinary Fill.

4.5 Site Disturbance

Project specifications should require the contractor to maintain stable site conditions at all times. Specific measures to stabilize equipment traffic areas could include compacted aggregate placed over a geotextile, temporary drainage, or other appropriate measures.

Hancock International Airport

GEI Consultants, Inc., P.C. 14

5. Limitations

This report was prepared for exclusive use of Burns & McDonnell Engineering Company, Inc. and the design team. Our recommendations are based on the project information provided to us at the time of this report and may require modification if there are any changes in the nature, design, or location of the proposed building addition. We cannot accept responsibility for designs based on our recommendations unless we are engaged to review the final plans and specifications to determine whether any changes in the project affect the validity of our recommendations, and whether our recommendations have been properly implemented in the design.

The recommendations in this report are based in part on the data obtained from the subsurface explorations. The nature and extent of variations between explorations may not become evident until construction. If variations from the anticipated conditions are encountered, it may be necessary to revise the recommendations in this report. We recommend that GEI be engaged to make site visits during construction to check that the subsurface conditions exposed during construction are in general conformance with our design assumptions and ascertain that the work is being performed in compliance with the contract documents.

Our professional services for this project have been performed in accordance with generally accepted engineering practices. No warranty, expressed or implied, is made.

Hancock International Airport

GEI Consultants, Inc., P.C. 15

6. References

American Society for Testing and Materials (2017). Annual Book of ASTM Standards, Volume 04.08, Soil and Rock; ASTM, West Conshohocken, PA.

Rickard, L.V. and D.W. Fisher (1970). “Geologic Map of New York State – Finger Lakes.” New York State Museum Map and Chart Series No. 15 (5 sheets; maps on scale of 1:250000).

Pair, D.L. (2011). “Surficial Geology of the Syracuse East Quadrangle, New York.”

New York State Museum Map & Chart No. 56 (1:24,000).

Hancock International Airport

GEI Consultants, Inc., P.C.

Recommended Material Specifications

Structural Fill and Ordinary Fill shall consist of hard, durable sand and gravel, free of clay, organic matter, surface coatings, and other deleterious materials. Soil finer than the No. 200 sieve (the “fines”) should be nonplastic. On-site material can be re-used as Structural Fill or Ordinary Fill, provided they can meet the appropriate gradation and compaction requirements indicated below and do not contain deleterious materials. Soils to be used as fill imported from off site should also meet the gradation requirements given below.

Structural Fill

Structural Fill shall meet the following gradation requirements:

Sieve Size Percent Passing by Weight

3 inches 100

0.5 inch 50 to 100

No. 4 35 to 85

No. 16 20 to 65

No. 50 5 to 40

No. 200 (fines) 0 to 8

Structural Fill shall be compacted in maximum 9-inch-thick, loose lifts to at least 95 percent of the maximum dry density determined in accordance with ASTM D1557 (Modified AASHTO Compaction). The moisture content should be held to within ±3 percent of optimum moisture content (as determined by ASTM D1557).

Ordinary Fill

Ordinary Fill shall meet the following gradation requirements:

Sieve Size Percent Passing by Weight

6 inches 100

3 inches 80 to 100

No. 4 20 to 100

No. 200 (fines) 0 to 20

Ordinary Fill shall be compacted in maximum 12-inch-thick, loose lifts to at least 92 percent of the maximum dry density determined in accordance with ASTM D1557 (Modified

Hancock International Airport

AASHTO Compaction). The moisture content should be held to within ±3 percent of optimum moisture content (as determined by ASTM D1557).

Crushed Stone

Crushed Stone shall consist of clean, durable, sharp-angled fragments of gravel free from surface coatings and shall conform to the requirements of material designation 703-0201 No. 1 Crushed Stone in the January 1, 2016 Standard Specifications prepared by New York State Department of Transportation. Materials that break up when alternatively frozen and thawed or wetted and dried shall not be used. Crushed Stone shall meet the following gradation requirements or approved equal:

Sieve Size Percent Passing by Weight

1 inch 100

0.5 inch 90 to 100

0.25 inch 0 to 15

No. 200 (fines) 0 to 1.0

Crushed Stone should be compacted with at least four passes of a vibratory compactor.

Controlled Low Strength Material

Controlled Low Strength Material (CLSM) shall conform to material designation 733-01 Type 1/2 in the January 1, 2016 Standard Specifications prepared by the NYSDOT.

Geotextile

Geotextile should be a non-woven fabric, consisting of Mirafi 140N or an approved equal product.

Hancock International Airport

Tables

Table 1. Subsurface Exploration Data

NYANG Base - Building 641 Addition Burns & McDonnell Syracuse, Onondaga County, NY

Approximate Top of Layer(2,3,4), (feet)

Depth Elevation Depth Elevation Depth Elevation Depth Elevation

B101 1,130,471 948,256 402.5 36.0 366.5 0.0 402.5 8.0 394.5 22.5 380.0 -- -- B102 1,130,580 948,253 402.8 36.0 366.8 0.0 402.8 2.0 400.8 17.5 385.3 -- -- B103 1,130,625 948,303 402.6 36.0 366.6 0.0 402.6 4.0 398.6 22.5 380.1 35.0 367.6 B104 1,130,612 948,380 402.9 36.0 366.9 0.0 402.9 6.0 396.9 27.5 375.4 33.0 369.9

402.7 397.7 380.2 368.8 Footnotes:

1.

2.

3. Soil conditions observed below 1 feet of asphalt and 5 inches of gravel base at B-101 and up to 4 inches of topsoil on borings B102 to B104.

4. "--" indicates that layer was not encountered.

5. At B101, 4-foot thick layer of Glaciolacustrine Sand was encountered at 4 feet below ground surface

At B103, 2-foot thick layer of Glaciolacustrine Sand was encountered at 2 feet below ground surface At B104, 3-foot thick layer of Glaciolacustrine Sand was encountered at 3 feet below ground surface

Horizontal Coordinates are U.S. State Plane Coordinates in U.S. Survey feet and are referenced to the North American Datum of 1983 (NAD83), New York State Plane - Central (3102) collected using a Leica SmartPole GPS device.

Elevations are referenced to the North American Vertical Datum of 1988 (NAVD88) collected using a Leica SmartPole GPS device.

Glacial Till

Exploration

ID

Total Depth of

Exploration (feet)

Bottom of Exploration Elevation

(feet)

Fill/Topsoil Ground Surface

Elevation(2)

(feet)

Glaciolacustrine Sand(5)

Northing(1)

(feet) Easting(1)

(feet)

Glaciolacustrine Silt

GEI Consultants, Inc., P.C. Project 1702160 July 2017 1702160 Subsurface Data Report Tables.xlsx

Table 2. Equivalent SPT N-Values

NYANG Base - Building 641 Addition Burns & McDonnell Syracuse, Onondaga County, NY

Sample

ID

Field Measured

N-value, Nfield

(blows/foot)

Equivalent N-value, N60

(blows/foot) S1* 11 15 S2* 5 7 S3 6 8 S4 5 7 S5 6 8 S6 3 4 S7 2 3 S8 3 4 S9 5 7 S10 9 12 S11 10 13 S1* 12 16 S2* 6 8 S3 4 5 S4 9 12 S5 1 1 S6 9 12 S7 1 1 S8 8 11 S9 9 12 S1* 3 4 S2* 6 8 S3 1 1 S4 4 5 S5 6 8 S6 1 1 S7 1 1 S8 1 1 S9 5 7 S10 18 24 S1* 13 17 S2* 6 8 S3 5 7 S4 3 4 S5 3 4 S6 1 1 S7 1 1 S8 1 1 S9 9 12 S10 38 51

Notes:

1.

2.

Boring

ID

Field measured N-values corrected for hammer energy only assuming 80 percent efficiency for an automatic hammer drop system.

*Indicates N-value, Nfield was corrected for split-spoon sampler size from 3.5 inch O.D. to 2 inch O.D.

B101

B102

B103

B104

Table 3. Recommended Geotechnical Design Parameters

NYANG Base - Building 641 Addition Burns & McDonnell Syracuse, Onondaga County, NY

Above Water Table

Below Water Table

Drained Friction Angle

Effective Cohesion gt (pcf) gsat (pcf) f' (degrees) C' (ksf) Ko Ka Kp

120 122 30 0 0.50 0.33 3.0

110 120 30 0 0.50 0.33 3.0

100 110 27 0 0.55 0.38 2.7

125 130 35 0 0.43 0.27 3.7

120 125 32 0 0.47 0.31 3.3

120 125 35 0 0.43 0.27 3.7

Footnotes:

1.

2.

Ko = Coefficient of Earth Pressure at Rest (Rankine Method) Ka = Active Earth Pressure Coefficient (Rankine Method) Kp = Passive Earth Pressure Coefficient (Rankine)

3.

4.

Parameters to be used for footings and structures:

Drained Parameters

Structural Fill (95% Compaction)(4)

For material compacted to ~95% of Modified Proctor maximum dry density in accordance with ASTM D1557.

Soil Material(1)

Total Unit Weight

Earth Pressure Coefficients(2)

Ordinary Fill (92% Compaction)(3)

The values of soil properties in this table are based on site-specific field test results (where available), empirical correlations using the results of standard penetration tests and laboratory index tests, and engineering judgement.

For material compacted to ~92% of Modified Proctor maximum dry density in accordance with ASTM D1557.

Stratum I - Fill/Topsoil

Stratum II - Glaciolacustrine Sand

Stratum III - Glaciolacustrine Silt

Stratum IV - Glacial Till

Table 4. Geotechnical Laboratory Summary

NYANG Base - Building 641 Addition Burns & McDonnell Syracuse, Onondaga County, NY

B101 S6 10 to 12 392.5 to 390.5 CL-ML 26.6 22 15 7 B101 S8 19 to 21 383.5 to 381.5 ML 22.1 59.6 B102 S3 4 to 6 398.8 to 396.8 CL-ML 24.3 98.5 B102 U1 8 to 10 394.8 to 392.8 CL-ML 25.8 24 17 7 124.6 YES B102 S5 14 to 16 388.8 to 386.8 ML 26.1 B102 S7 24 to 26 378.8 to 376.8 ML 21.7 66.6 B103 S6 14 to 16 388.6 to 386.6 CL-ML 25.2 B103 S7 19 to 21 383.6 to 381.6 CL-ML 25.0 21 16 5 B104 S6 14 to 16 388.9 to 386.9 ML 27.6 99.1

0 to 4 402.9 to 398.9 SM 7.7 18.9

Notes:

1. Italics indicate that mutliple tests were performed from one sample interval and that the values have been averaged.

2. Consolidation test performed. See Appendix B for compression curves and detailed testing information.

3. California bearing ratio (CBR) test performed on Composite #1 sample. See Appendix B for detailed testing Information.

Elevation, (feet, NAVD)

Boring Number

Sample

ID

Depth (feet)

COMPOSITE #1(3)

Fines Content, Consolidation

Test(2)

USCS

Group

Plastic Limit

Total Unit Weight(1), (pcf)

Water Content(1)

Liquid Limit

Plasticity Index

1702160-Geotech Lab Results and Index_Atterberg Limits Chart.xlsx

Hancock International Airport

Figures

Fig. 1July 2017

SITE LOCATION MAP

NYANG Base - Building 641 Addition

Hancock International Airport (SYR)

Syracuse, Onondaga County, New York

Burns & McDonnell Engineering Co.

Morristown, New Jersey

Project 1702160

B:\Working\BURNS AND MCDONNELL\1702160 NYANG-SYR Bldg 641 Addition\00_CAD\Figures\Geotech Rpt\1702160-02 Site Location Map

1. TOPOGRAPHIC MAP FROM USGS SYRACUSE EAST QUADRANGLE NEW YORK 7.5 MINUTE SERIES, 2016.

NOTES:

0 5000 10000

SCALE, FEET

SITE

\\geiconsulta B:\Working\BURNS AND MCDONNELL\1702160 NYANG-SYR Bldg 641 Addition\00_CAD\Figures\Geotech Rpt\1702160-01.1 EXPLOC.dwg - 7/14/2017

Fig. 2

NYANG Base - Building 641 Addition

Hancock International Airport (SYR)

Syracuse, Onondaga County, New York

Burns & McDonnell Engineering Co.

Morristown, New Jersey

EXPLORATION LOCATION PLAN

July 2017Project 1702160

Consultants

SCALE:

40 80

1" = 40'

LEGEND:

TEST BORING (2017)

EXISTING GEOPROBE (2003)

B101

NOTES:

1. BASE PLAN BASED ON ELECTRONIC FILE, "VSV.dwg", "VUP.dwg", AND "VGP.dwg" PREPARED BY BL

COMPANIES AND AND TRANSMITTED BY BURNS & MCDONNELL ENGINEERING CO. ON MAY 17, 2017.

2. ELEVATIONS SHOWN ARE IN FEET AND REFERENCE THE NORTH AMERICAN VERTICAL DATUM OF 1988

(NAVD88).

SB-03

B :\W or ki ng \B

U R

N S

A N

D M

C D

O N

N E

LL

\1

N

Y A

N G

-S Y

R B ld g

A dd iti on

\1 1_

R E

P O

R

TS

\2

7-

-1

G eo te ch

R ep or t\R ep or t S up po rt\

Ta bl es \[1

-G eo te ch L ab R es ul ts a nd In de x_

A tte rb er g Li m its

C ha rt.

xl sx ]F ig

C L-

M L

W at er C on te nt

NYANG Base - Building 641 Addition Burns & McDonnell Syracuse, New York

PLOT OF WATER CONTENT AND

ATTERBERG LIMITS FOR

GLACIOLACUSTRINE SILT LAYER

Burns & McDonnell

Morristown, New Jersey Project 1702160 July 2017 Fig. 3

0 10 20 30 40 50

Sa m pl e

El ev at io n, (f t N A

VD

Natural Water Content, Atterberg Limits (Percent)

Clay-Silt - Wn

Clay-Silt - LL

Clay-Silt - PL

Plastic Limit Liquid Limit Wp Wn Wl

Natural Water Content, Wn

Hancock International Airport

Appendix A

Exploration Logs

• A.1 Previous Exploration Data

• A.2 GEI Test Borings 2017

Hancock International Airport

Appendix A.1

Previous Exploration Data

Hancock International Airport

Appendix A.2

GEI Test Borings 2017

GROUP NAMEGROUP PATTERN & SYMBOL

GW

WIDELY GRADED GRAVEL

WIDELY GRADED

<5% Fines

WIDELY GRADED GRAVEL WITH SAND

>15% Sand

<15% Sand

GP

NARROWLY GRADED GRAVEL

NARROWLY GRADED

NARROWLY GRADED GRAVEL WITH SAND

>15% Sand

<15% Sand

GW-GM

WIDELY GRADED GRAVEL WITH SILT

WIDELY GRADED

WIDELY GRADED GRAVEL WITH SILT AND SAND

>15% Sand

<15% Sand

~10% Fines

GW-GC

>15% Sand

<15% Sand

WIDELY GRADED GRAVEL WITH CLAY

WIDELY GRADED GRAVEL WITH CLAY AND SAND

Fines = ML or MH

Fines = CL or CH

GP-GM

NARROWLY GRADED GRAVEL WITH SILT

NARROWLY GRADED

NARROWLY GRADED GRAVEL WITH SILT AND SAND

>15% Sand

<15% Sand

GP-GC

>15% Sand

<15% Sand

NARROWLY GRADED GRAVEL WITH CLAY

NARROWLY GRADED GRAVEL WITH CLAY AND SAND

Fines = ML or MH

Fines = CL or CH

GM

SILTY GRAVEL

SILTY GRAVEL WITH SAND

>15% Sand

<15% Sand

GC

>15% Sand

<15% Sand

CLAYEY GRAVEL

CLAYEY GRAVEL WITH SAND

Fines = ML or MH

Fines = CL or CH

>15% Fines

SW

WIDELY GRADED SAND

WIDELY GRADED

<5% Fines

WIDELY GRADED SAND WITH GRAVEL

>15% Gravel

<15% Gravel

SP

NARROWLY GRADED SAND

NARROWLY GRADED

NARROWLY GRADED SAND WITH GRAVEL

SW-SM

WIDELY GRADED SAND WITH SILT

WIDELY GRADED

WIDELY GRADED SAND WITH SILT AND GRAVEL

~10% Fines

SW-SC

WIDELY GRADED SAND WITH CLAY

WIDELY GRADED SAND WITH CLAY AND GRAVEL

Fines = ML or MH

Fines = CL or CH

SP-SM

NARROWLY GRADED SAND WITH SILT

NARROWLY GRADED

NARROWLY GRADED SAND WITH SILT AND GRAVEL

SP-SC

NARROWLY GRADED SAND WITH CLAY

NARROWLY GRADED SAND WITH CLAY AND GRAVEL

Fines = ML or MH

Fines = CL or CH

SM

SILTY SAND

SILTY SAND WITH GRAVEL

SC

CLAYEY SAND

CLAYEY SAND WITH GRAVEL

Fines = ML or MH

Fines = CL or CH

>15% Fines

>15% Gravel

<15% Gravel

>15% Gravel

<15% Gravel

>15% Gravel

<15% Gravel

>15% Gravel

<15% Gravel

>15% Gravel

<15% Gravel

>15% Gravel

<15% Gravel

>15% Gravel

<15% Gravel

COARSE-GRAINED SOILS

VISUAL-MANUAL DESCRIPTIONS

COBBLES

COARSE FINE

GRAVEL SAND

COARSE FINEMEDIUM

U.S. STANDARD SIEVE NUMBERSU.S. STANDARD SIEVE OPENING IN INCHES

500 100 50 10 5 1 0.5 0.1 0.05 0.01 0.005

SILT OR CLAY

HYDROMETER

20040104312

GRAIN SIZE MILIMETERS

0.001

GRAVEL

% Gravel

% Sand

SAND

% Sand >

% Gravel

YELLOW

OLIVE

LIGHT

BROWN

BROWN

T Y

P I C

A L

S

O I L

C

O L

O R

S

REDDISH

BROWN

RED

GRAY

BLACK

SOILS WITH

<50% FINES

ROUNDED SUBROUNDED SUBANGULAR ANGULAR

1. GROUP NAME and (SYMBOL)

2. Structure , if any. (stratified layer thicknesses, lenses, varves, gradational changes)

3. Describe sand, gravel and fines components, with percentages, in order of predominance. Include max gravel size. For test pits give percent cobbles and boulders, by volume, and include max size.

4. Color

5. Sheen, odor, roots, ash, brick, cementation, reaction with HCL, etc.

6. "Fill," local name or geologic name, if known

LEAN CLAY

<30% plus No. 200

CL

% Sand <% Gravel

% Sand >% Gravel LEAN CLAY WITH SAND

LEAN CLAY WITH GRAVEL

<15% plus No. 200

15-25% plus No. 200

SOILS WITH

>50% FINES

<15 % Gravel SANDY LEAN CLAY % Sand >% of Gravel

>30% plus No. 200

>15% Gravel

SANDY LEAN CLAY WITH GRAVEL

<15 % Sand GRAVELLY LEAN CLAY% Sand <% of Gravel

>15% Sand

GRAVELLY LEAN CLAY WITH SAND

SILT

<30% plus No. 200

ML

SILT WITH SAND

SILT WITH GRAVEL

<15% plus No. 200

15-25% plus No. 200

SANDY SILT

% Sand >% of Gravel

>30% plus No. 200

SANDY SILT WITH GRAVEL

GRAVELLY SILT% Sand <% of Gravel

GRAVELLY SILT WITH SAND

FAT CLAY

<30% plus No. 200

CH

FAT CLAY WITH SAND

FAT CLAY WITH GRAVEL

<15% plus No. 200

15-25% plus No. 200

SANDY FAT CLAY

% Sand >% of Gravel

>30% plus No. 200

SANDY FAT CLAY WITH GRAVEL

GRAVELLY FAT CLAY% Sand <% of Gravel

GRAVELLY FAT CLAY WITH SAND

ELASTIC SILT

<30% plus No. 200

MH

ELASTIC SILT WITH SAND

ELASTIC SILT WITH GRAVEL

<15% plus No. 200

15-25% plus No. 200

SANDY ELASTIC SILT

% Sand >% of Gravel

>30% plus No. 200

SANDY ELASTIC CLAY WITH GRAVEL

GRAVELLY ELASTIC SILT% Sand <% of Gravel

GRAVELLY ELASTIC SILT WITH SAND

FINE-GRAINED SOILS

VISUAL-MANUAL DESCRIPTIONS

ID OF INORGANIC FINE SOILS FROM MANUAL TESTS

ML

Symbol Dry Strength Dilatancy…