Maryland State Police Flight Training Facilityporterco.net/dev/bidprojects/project261/Specifications/...the laws of the State of Maryland, License No. 10932, Expiration Date: 11/26/2016

Morris & Ritchie Associates, Inc.Architects & Engineers:

1220-C East Joppa Road, Suite 505Towson, Maryland 21286410-821-1690410-821-1748 Fax

3023 Strawberry Point RoadBaltimore, Maryland 21220

Maryland State PoliceFlight Training Facility

DGS Project No. PZ-000-150-001

Project Classification: E

Maryland State PoliceLt. Col. Anthony Satchell,Acting Superintendent1201 Reisterstown RoadPikesville, MD 21208

Minority Business Enterprises are encouraged to respond to this solicitation.

Department of General ServicesC. Gail Bassette, Secretary301 West Preston StreetBaltimore, Maryland 21201

Board of Public WorksLawrence J. Hogan, Jr., GovernorPeter Franchot, ComptrollerNancy K. Kopp, Treasurer

Project ManualIssued 18 December 2015

M.S.P. Flight Simulation Facility Morris & Ritchie Associates, Inc. 3023 Strawberry Point Road MRA Project Number 18966 Baltimore, Maryland 21220 18 December 2015 DGS Project Number PZ-000-150-001

TABLE OF CONTENTS TOC - 1

TABLE OF CONTENTS DIVISION 0 Section Title Date 000000 Consultant Registration Certifications 11/09/15 000100 Procurement and Contracting Requirements 11/09/15 000115 List of Drawing Sheets 11/09/15 000500 Project Directory 11/09/15 003132 Geotechnical Data 09/17/15 DIVISION 1 Section Title Date 011000 Summary 11/09/15 012100 Allowances 11/09/15 012200 Unit Prices 11/09/15 012500 Substitution Procedures 11/09/15 012600 Contract Modification Procedures 11/09/15 012900 Payment Procedures 11/09/15 013100 Project Management and Coordination 11/09/15 013200 Construction Progress Documentation 11/09/15 013300 Submittal Procedures 11/09/15 014000 Quality Requirements 11/09/15 014200 References 11/09/15 015000 Temporary Facilities and Controls 11/09/15 016000 Product Requirements/ Design Intent 11/09/15 017300 Execution 11/09/15 017700 Closeout Procedures 11/09/15 017823 Operation and Maintenance Data 11/09/15 017839 Project Record Documents 11/09/15 017900 Demonstration and Training 11/09/15 DIVISION 2 Section Title Date 024119 Selective Demolition 11/09/15 DIVISION 3 Section Title Date 033000 Cast-in-Place Concrete 11/09/15



DIVISION 5 Section Title Date 051200 Structural Steel Framing 11/09/15 053100 Steel Decking 11/09/15 DIVISION 6 Section Title Date 061053 Miscellaneous Rough Carpentry 11/09/15 062023 Interior Finish Carpentry 11/09/15 064116 Plastic-Laminate-Faced Architectural Cabinets 11/09/15 064600 Wood Trim 11/09/15 DIVISION 7 Section Title Date 072100 Thermal Insulation 11/09/15 078413 Penetration Firestopping 11/09/15 078446 Fire-Resistive Joint Systems 11/09/15 079200 Joint Sealants 11/09/15 079219 Acoustical Joint Sealants 11/09/15 DIVISION 8 Section Title Date 081113 Hollow Metal Doors and Frames 11/09/15 081416 Flush Wood Doors 11/09/15 083323 Overhead Coiling Doors 11/09/15 083473 Sound Control Door Assemblies 11/09/15 085113 Aluminum Windows 11/09/15 087100 Door Hardware 11/09/15 088000 Glazing 11/09/15 DIVISION 9 Section Title Date 092116.23 Gypsum Board Shaft Wall Assemblies 11/09/15 092216 Non-Structural Metal Framing 11/09/15 092900 Gypsum Board 11/09/15 093000 Tiling 11/09/15 095123 Acoustical Tile Ceilings 11/09/15 096513 Resilient Base and Accessories 11/09/15 096519 Resilient Tile Flooring 11/09/15



096813 Tile Carpeting 11/09/15 096900 Access Flooring 11/09/15 099113 Exterior Painting 11/09/15 099123 Interior Painting 11/09/15 099300 Staining and Transparent Finishing 11/09/15 DIVISION 10 Section Title Date 102113 Toilet Compartments 11/09/15 102600 Wall and Door Protection 11/09/15 102800 Toilet, Bath, and Laundry Accessories 11/09/15 104416 Fire Extinguishers 11/09/15 DIVISION 12 Section Title Date 123623.13 Plastic-Laminate-Clad Countertops 11/09/15 DIVISION 13 Section Title Date 133419 Metal Building Systems 11/09/15 DIVISION 22 Section Title Date 220517 Sleeves and Sleeve Seals for Plumbing Piping 11/09/15 220518 Escutcheons for Plumbing Piping 11/09/15 220523.12 Ball Valves for Plumbing Piping 11/09/15 220529 Hangers and Supports for Plumbing Piping and Equipment 11/09/15 220553 Identification for Plumbing Piping and Equipment 11/09/15 220719 Plumbing Piping Insulation 11/09/15 221116 Domestic Water Piping 11/09/15 221119 Domestic Water Piping Specialties 11/09/15 221316 Sanitary Waste and Vent Piping 11/09/15 221319 Sanitary Waste Piping Specialties 11/09/15 224213.13 Commercial Water Closets 11/09/15 224213.16 Commercial Urinals 11/09/15 224216.13 Commercial Lavatories 11/09/15 224216.16 Commercial Sinks 11/09/15 224223 Commercial Showers, Receptors, and Basins 11/09/15 224713 Drinking Fountains 11/09/15



DIVISION 23 Section Title Date 230593 Testing, Adjusting, and Balancing For HVAC 11/09/15 230713 Duct Insulation 11/09/15 230719 HVAC Piping Insulation 11/09/15 230923 Direct Digital Control (DDC) System for HVAC 11/09/15 232300 Refrigerant Piping 11/09/15 233113 Metal Ducts 11/09/15 233423 HVAC Power Ventilators 11/09/15 233600 Air Terminal Units 11/09/15 233713 Diffusers, Registers, and Grilles 11/09/15 236313 Air-Cooled Refrigerant Condensers 11/09/15 237313 Modular Indoor Central-Station Air-Handling Units 11/09/15 238123.13 Computer-Room Air-Conditioners, Ceiling-Mounted Units 11/09/15 238216.14 Electric Resistance Air Coils 11/09/15 238236 Finned-Tube Radiation Heaters 11/09/15 DIVISION 26 Section Title Date 260519 Low-Voltage Electrical Power Conductors and Cables 11/09/15 260513 Medium-Voltage Cables 12/18/15 260523 Control-Voltage Electrical Power Cables 11/09/15 260526 Grounding and Bonding for Electrical Systems 11/09/15 260529 Hangers and Supports for Electrical Systems 11/09/15 260533 Raceways and Boxes for Electrical Systems 11/09/15 260543 Underground Ducts and Raceways for Electrical Systems 11/09/15 260544 Sleeves and Sleeve Seals for Electrical Raceways and Cabling 11/09/15 260553 Identification for Electrical Systems 11/09/15 260573 Overcurrent Protective Device Study 12/18/15 260923 Lighting Control Devices 11/09/15 261219 Pad-Mounted, Liquid Filled, Medium-Voltage Transformers 12/18/15 262200 Low-Voltage Transformers 11/09/15 262416 Panelboards 11/09/15 262726 Wiring Devices 11/09/15 262813 Fuses 11/09/15 262816 Enclosed Switches and Circuit Breakers 11/09/15 262923 Variable-Frequency Motor Controllers 11/09/15 263213 Engine Generators 11/09/15 263353 Static Uninterruptible Power Supply 12/18/15 263600 Transfer Switches 11/09/15 264313 Surge Protection for Low-Voltage Electrical Power Circuits 11/09/15 265116 Fluorescent Interior Lighting 11/09/15 265119 LED Interior Lighting 11/09/15



DIVISION 28 Section Title Date 283111 Digital, Addressable Fire-Alarm System 11/09/15 END OF CONTENTS

Architect Civil Engineer

Structural Engineer Mechanical Engineer Electrical Engineer

Morris & Ritchie Associates, Inc.MRA Project Number 18966

9 November 2015

CONSULTANT REGISTRATION CERTIFICATIONS 000000 - 1

END OF SECTION 000000

SECTION 000000 – CONSULTANT REGISTRATION CERTIFICATIONS

M.S.P. Flight Training Facility3023 Strawberry Point RoadBaltimore, Maryland 21220DGS Project No. PZ-000-150-001

I hereby certify that these documents were prepared or

approved by me, and that I am a duly Licensed Professional

Engineer under the laws of the State of Maryland, License No.30729, Expiration Date: 07/11/2016



Engineer under the laws of the State of Maryland, License No.7907, Expiration Date: 2017



Engineer under the laws of the State of Maryland, License No.7907, Expiration Date: 2017


approved by me, and that I am a duly Licensed Architect under

the laws of the State of Maryland, License No. 10932,

Expiration Date: 11/26/2016



Engineer under the laws of the State of Maryland, License No.

32545, Expiration Date: 1/19/2017

M.S.P. Flight Simulation Facility Morris & Ritchie Associates, Inc. 3023 Strawberry Point Road MRA Project Number 18966 Baltimore, Maryland 21220 9 November 2015 DGS Project Number PZ-000-150-001

PROCUREMENT AND CONTRACTING REQUIREMENTS 000100 - 1

SECTION 000100 – PROCUREMENT AND CONTRACTING REQUIREMENTS - Notice To Bidders - Solicitation Fact Sheet (eMarylandMarketplace attachment) - Instructions to Bidders for Construction Projects (March 2007) (eMarylandMarketplace attachment) - General Conditions for Construction Contracts (August 2013) (eMarylandMarketplace attachment) - Bid Proposal Affidavit (eMarylandMarketplace attachment) - Contractors Questionnaire - Bid Bond, if applicable (eMarylandMarketplace attachment) - Minority Business Enterprise Utilization Procedures (July 2014) (eMarylandMarketplace attachment) - MBE Attachment D-1A Forms (eMarylandMarketplace attachment) - List of Prevailing Wage Rates, if applicable - Addenda, if any (eMarylandMarketplace attachment) - List of Drawings - Pre-Bid Conference/Site Visit – Each bidder is encouraged to attend the scheduled pre-bid conference/site visit. However, if there is any Minority Business Enterprise (MBE Goal) whatsoever on this solicitation, ALL BIDDERS ARE REQUIRED TO ATTEND THE PRE-BID CONFERENCE/SITE VISIT (SEE COMAR 21.11.03.09.C.(2)(e).



LIST OF DRAWING SHEETS 000115 - 1

SECTION 000115 – LIST OF DRAWING SHEETS

1.1 DESCRIPTION

A. The drawings listed below accompanying this specification form a part of the contract.

Drawing No. Discipline Title TS TITLE SHEET: VICINITY MAP, LOCATION MAP, SYMBOLS,

DRAWING LIST, APPROVALS, CERTIFICATIONS, ABBREVIATIONS, MATERIAL SYMBOLS, GENERAL NOTES, PROJECT DIRECTORY

CIVIL C.1 C.2

EXISTING CONDITIONS PLAN UTILITY PLAN

C.3 SITE AND GRADING PLAN

C.4 EROSION AND SEDIMENT CONTROL PLAN C.5 STORMWATER MANAGEMENT PLAN AND DETAILS C.6 UTILITY PROFILES AND DETAILS C.7 UTILITY DETAILS C.8 SEDIMENT AND EROSION CONTROL NOTES C.9 C.10 C.11 C.12

ESC DETAILS AND SEEDING NOTES SEDIMENT AND EROSION CONTROL NOTES STORMWATER MANAGEMENT NOTES AND AS-BUILT SITE ACCESS AND HAUL ROUTE

ARCHITECTURE A0.2 CODE ANALYSIS PLANSA1.1 DEMOLITION PLANA1.2 OVERALL PLANA1.3 FLOOR PLANS A1.4 FIXTURE PLANS A1.5 ROOF PLAN A1.6 FINISH PLANS A2.1 ENLARGED PLANS A3.1 REFLECTED CEILING PLANS A4.1 OVERALL ELEVATIONS A5.1 ENLARGED ELEVATIONS A6.1 BUILDING SECTIONS A7.1 STAIR SECTIONS AND DETAILS A8.1 SCHEDULES AND ADA DETAILS A8.2 DOOR AND WINDOW DETAILS


LIST OF DRAWING SHEETS 000115 - 2

Drawing No. Discipline Title A8.3 A8.4 A8.5 A10.1

PARTITION, FLOOR, AND CEILING DETAILS DETAILS DETAILS INTERIOR ELEVATIONS

STRUCTURAL S1.1 S1.2

FOUNDATION PLAN SECOND FLOOR FRAMING PLAN

S2.1 TYPICAL DETAILS S2.2 TYPICAL DETAILS S3.1 S3.2 S3.3

SECTIONS STAIR SECTIONS AND PLANS STAIR SECTIONS AND PLANS

S4.1 NOTES MECHANICAL M1.0 COVER SHEET MECHANICALM2.0 M3.0

FIRST AND SECOND FLOOR PLANS MECHANICAL SCHEDULES MECHANICAL

FIRE ALARM FA1.0 COVER SHEET FIRE ALARMFA2.0 FIRST AND SECOND FLOOR PLANS FIRE ALARMFA3.0 DETAILS AND MATRIX FIRE ALARM

PLUMBING P1.0 P2.0

FIRST AND SECOND FLOOR PLANS PLUMBING FIRST AND SECOND FLOOR PLANS PLUMBING

P3.0 PLUMBING RISERS

ELECTRICAL ES.1 E1.0 E2.0 E3.0 E4.0 E5.0

ELECTRICAL SITE PLAN ELECTRICAL SYMBOLS, LIGHTING FIXTURE SCHEDULE ELECTRICAL SPECIFICATIONS FIRST AND SECOND FLOOR PLANS LIGHTING FIRST AND SECOND FLOOR PLANS T&E RISER DIAGRAM AND PANEL SCHEDULES



PROJECT DIRECTORY 000500 - 1

SECTION 000500 – PROJECT DIRECTORY

1.1 ARCHITECTS AND ENGINEERS

A. Architect: Gary D. Getz, AIA

1. Company: Morris & Ritchie Associates, Inc. 2. Address: 1220-C East Joppa Road, Suite 505, Towson, Maryland 21286 3. Telephone Number: (410) 821-1690 4. Fax Number: (410) 821-1748 5. Email: [email protected]

B. Structural Engineer: Jim Buckler, PE

1. Company: Morris & Ritchie Associates, Inc. 2. Address: 1220-C East Joppa Road, Suite 505, Towson, Maryland 21286 3. Telephone Number: (410) 821-1690 4. Fax Number: (410) 821-1748 5. Email: [email protected]

C. Mechanical Engineer: Thomas Beekhuysen, PE

1. Company: WFT Engineering, Inc. 2. Address: 1801 Research Blvd., Suite 100, Rockville, MD 20850 3. Telephone Number: (301) 230-0811 4. Fax Number: 5. Email: [email protected]

D. Electrical Engineer: Brad Mahon, PE

1. Company: WFT Engineering, Inc. 2. Address: 1801 Research Blvd., Suite 100, Rockville, MD 20850 3. Telephone Number: (301) 230-0811 4. Fax Number: 5. Email: [email protected]

E. Civil Engineer: Daniel Spiker, PE

1. Company: Morris & Ritchie Associates, Inc. 2. Address: 3445-A Box Hill Corporate Center Dr. Abingdon, Maryland 21009 3. Telephone Number: (410) 515-9000 4. Fax Number: (410) 515-9002 5. Email: [email protected]


PROJECT DIRECTORY 000500 - 2

F. Geotech Engineer: Eric Kussman

1. Company: Geo-Technology Associates, Inc. 2. Address: 3445-A Box Hill Corporate Center Dr. Abingdon, Maryland 21009 3. Telephone Number: (410) 515-9446 4. Fax Number: (410) 515-9002 5. Email: [email protected]

1.2 OWNER REPRESENTATIVES

A. Project Manager: Barry L. Miller.

1. Company: State of Maryland, Department of General Services. 2. Address: 301 West Preston Street, Suite 1405, Baltimore, Maryland 21201 3. Telephone Number: (410) 767-4446 4. Fax Number: (410) 333-7558 5. Email: [email protected]

B. Using Agency Representative: Major Frank B. Lioi.

1. Company: Maryland State Police. 2. Address: 3023 Strawberry Point Road, Baltimore, Maryland 21220 3. Telephone Number: (410) 238-5800 4. Fax Number: (410) 238-5809 5. Email: [email protected]


REPORT OF GEOTECHNICAL EXPLORATION

MSP – FLIGHT SIMULATION BUILDING Baltimore County, Maryland

September 2015

Prepared For:

MORRIS & RITCHIE ASSOCIATES, INC. 1220-C East Joppa Road, Suite 505 Towson, Maryland 21286 Attn: Mr. Gary Getz

Prepared By:

GEO-TECHNOLOGY ASSOCIATES, INC. Geotechnical and Environmental Consultants 3445-A Box Hill Corporate Center Drive Abingdon, Maryland 21009 (410) 515-9446 Fax: (410) 515-4895

www.gtaeng.com

MRA Job No: 18966

GEO-TECHNOLOGY ASSOCIATES, INC. GEOTECHNICAL AND ENVIRONMENTAL CONSULTANTS A Practicing Geoprofessional Business Association Member Firm

3445-A Box Hill Corporate Center Drive, Abingdon, MD 21009 (410) 515-9446 Fax: (410) 515-4895

Abingdon, MD Baltimore, MD Laurel, MD Frederick, MD Waldorf, MD Sterling, VA Fredericksburg, VA Malvern, OH Somerset, NJ NYC Metro New Castle, DE Georgetown, DE York, PA Quakertown, PA Towanda, PA Charlotte, NC Raleigh, NC

Visit us on the web at www.gtaeng.com

Professional Certification. I hereby certify that these documents were prepared or approved by me, and that I am a duly licensed professional engineer under the laws of the State of Maryland. License No.: 33973, Expiration Date: 06/14/2017.

September 17, 2015 Morris & Ritchie Associates, Inc. 1220-C East Joppa Road, Suite 505 Towson, Maryland 21286 Attn: Mr. Gary Getz Re: Report of Geotechnical Exploration

MSP Flight Simulation Building Baltimore County, Maryland

Gentlemen:

In accordance with our agreement dated July 30, 2015, Geo-Technology Associates, Inc. (GTA) has performed a geotechnical exploration for the proposed Maryland State Police (MSP) Flight Simulation Building located in Baltimore County, Maryland. The exploration consisted of drilling test borings at four locations within the proposed building footprint, performing Standard Penetration Testing in the encountered materials, evaluating the materials recovered from the test borings to identify their engineering characteristics, and performing limited laboratory soil testing. The results of the geotechnical exploration and recommendations regarding design and construction of the proposed development are included in the attached Report.

GTA appreciates the opportunity to have been of assistance to you on this project. Should you have

any questions or require any additional information, please contact our office at (410) 515-9446.

Sincerely, GEO-TECHNOLOGY ASSOCIATES, INC.

Thomas M. Wirth, P.E. Vice President

TMW/mlw 18966 L:\Shared\Geo\2015 Projects\(MRA 18966) MSPAC Flight Simulator Building\Report\18966 MSP Flight Sim bldg geo rpt.doc

MWeigele

Tom Wirth MD Seal

TABLE OF CONTENTS INTRODUCTION......................................................................................................................... 4

SITE CONDITIONS ..................................................................................................................... 4

REVELVANT GEOLOGY .......................................................................................................... 4

SUBSURFACE EXPLORATION ............................................................................................... 5

SUBSURFACE CONDITIONS ................................................................................................... 6

LABORATORY TESTING ......................................................................................................... 7

CONCLUSIONS AND RECOMMENDATIONS ...................................................................... 7

Foundation Recommendations .................................................................................................................................. 8 Floor Slabs ................................................................................................................................................................. 9 Seismic Considerations .............................................................................................................................................. 9 Earthwork ................................................................................................................................................................ 10 Additional Work and Considerations ...................................................................................................................... 10

LIMITATIONS ........................................................................................................................... 10

GBA Publication “Important Information About Your Geotechnical Engineering Report” (2 pages)

APPENDICES Appendix A – Figures Figure 1, Boring Location Plan Appendix B – Logs of Borings Notes for Exploration Logs Logs of Borings (4 Logs) Appendix C – Laboratory Data Grain-Size Distributions (4 sheets)

4

REPORT OF GEOTECHNICAL EXPLORATION

MSP FLIGHT SIMULATION BUILDING

BALTIMORE COUNTY, MARYLAND SEPTEMBER 2015

INTRODUCTION

This Report presents the results of the geotechnical exploration performed for the Maryland

State Police (MSP) Flight Simulation Building at Martin State Airport in Baltimore County,

Maryland. Geo-Technology Associates, Inc. (GTA) was provided with the existing conditions plan

prepared by Morris & Ritchie Associates, Inc. (MRA) with a process date of August 21, 2015. Based

on the plans provided by MRA, the new Flight Simulation Building will consist of a two-story, steel-

framed building with a footprint of approximately 4,500 square feet. The first floor will be situated

at ground surface elevation (EL) 9 and maximum column loads are estimated by MRA to be

130 kips.

In conjunction with the proposed development, GTA was retained to perform a geotechnical

exploration in the area of the proposed flight simulation building. The scope of this study included a

field exploration, laboratory testing, and engineering analysis as described in our Proposal for

Geotechnical Services, dated July 30, 2015. The results of the field exploration, laboratory testing,

and recommendations regarding design and construction of the proposed building are included in

this Report.

SITE CONDITIONS

The site of the proposed flight simulation building is located along the northwest side of the

existing Air Crew Hangar 7 located in the southern portion of Martin State Airport. The project

location is presented on the inset Location Map on Figure 1, Boring Location Plan attached to this

Report in Appendix A. At the time of GTA’s field investigation, the site consisted of flat, concrete

pavement directly adjacent to the existing hangar. Site topography shown on the existing conditions

plan indicates the EL in the area of the flight simulation building is approximately EL 9 feet (ft)

above Mean Sea Level (MSL).

Report of Geotechnical Exploration MSP Flight Simulation Building September 2015 MRA Project No. 18966

REVELVANT GEOLOGY

According to the Geologic Map of the Middle River Quadrangle, Maryland (Map), dated

1977, and prepared by the Maryland Geological Survey, the area is situated in the Atlantic Coastal

Plain Physiographic Province. The Coastal Plain sediments were derived from eroded and

transported rock formations to the north and west, and were deposited in a marine environment

during times of fluctuating sea levels. Specifically, the Map indicates that the site is located in the

clay facies of the Patapsco Formation of the Potomac Group. The clay facies are described as “gray,

brown, black, and red kaolinitic and illitic clays with locally interbedded quartz silt or sand lenses.”

The clay layers can be very thick and may contain lignitized wood. It should be noted that these

Potomac Group sediments have been previously consolidated by more than 100 feet of prehistoric

overburden soils which were slowly eroded over many thousands of years.

SUBSURFACE EXPLORATION

The subsurface conditions in the area of the flight simulation building were evaluated by

drilling test borings at four locations and conducting Standard Penetration Tests (SPT) in the

encountered materials. The test borings, identified as B-1 through B-4, were drilled to depths of 60

to 70 feet below the existing ground surface (ft bgs). The test boring locations were selected and

field-located by a GTA Engineer using existing site features and Global Positioning System (GPS)

instrumentation. The test boring locations are depicted on Figure 1, Boring Location Plan, attached

to this Report in Appendix A.

The SPT test borings were drilled from August 17 through 19, 2015, and were advanced to

the final depths using an ATV-mounted CME-45 drill rig, equipped with 3¼-inch hollow-stem

augers. Standard Penetration Tests were conducted in the boreholes, with four tests performed within

the upper 10 feet of drilling and at 5-foot intervals thereafter. Standard Penetration Testing involves

driving a 2-inch outside diameter (O.D.), 1⅜-inch inside diameter (I.D.) split barrel sampler into the

soil a distance of 12 inches after a seating interval of 6 inches using a 140-pound hammer falling

30 inches. The number of blows required to drive the sampler through the 12-inch interval is termed

the SPT N-value and is indicated for each test interval on the test boring logs. The SPT N-values are

reported as the number of blows per foot (bpf) of sampler penetration. The split barrel sampler was

generally driven a total of 24 inches or until 50 blows over a 6-inch interval was achieved at each


6

SPT location. A soil sample was collected at each SPT location from the split barrel sampler. GTA’s

drill rig employs an automatic trip-hammer system to perform the SPT.

Soil descriptions and group classifications provided on the logs are made by GTA’s Engineer

in general accordance with the visual-manual procedures as described in ASTM D2488 (ASTM

International’s version of the Unified Soil Classification System [USCS]). The results of the

laboratory testing were used to aid in the identification and classification of the soils. Attached to

this Report is the Notes for Exploration Logs that provides a brief explanation of the soil descriptions

and other information contained on the logs. The ground surface elevations at the test boring

locations indicated within this Report were provided by MRA and interpolated from the existing

conditions plan. All elevations, as well as transitions in soil strata indicated on the test boring logs,

should be considered approximate. The logs of the test borings are presented in Appendix B,

attached to this Report.

SUBSURFACE CONDITIONS

In agreement with the published geology, the test borings encountered fill soils overlying the

sediments of the Clay Facies of the Patapsco Formation. The existing concrete pavements were

cored at each boring location to access the subsurface soils. The concrete thicknesses ranged from

12 to 13 inches and was situated on approximately 8 to 12 inches of aggregate base.

Below the concrete and aggregate base, fill materials were encountered to depths of

approximately 8 to 12 ft bgs. The fill materials consisted of an interlayered mix of silty sand and

sandy clay. SPT N-values for the fill materials ranged from 5 to 52 bpf, averaging approximately 22

bpf, generally indicating the soils were very stiff to medium dense.

The underlying soils of the Patapsco Formation generally consisted of fine-grained cohesive

soils interlayered with or underlain by granular soils. The fine-grained cohesive soils were classified

in accordance with the USCS as Lean CLAY (CL) and Silty CLAY (CL-ML) with subordinate

percentages of sand. SPT N-values for the fine-grained soils ranged from 8 to more than 100 bpf,

averaging approximately 28 bpf, generally indicating the soils were generally very stiff. The

granular soils consisted of Silty SAND (SM) and Clayey SAND (SC). SPT N-values for the


7

granular soils ranged from 12 to 80 bpf, averaging approximately 43 bpf, generally indicating the

soils were dense.

The water level and cave-in depths were generally measured in the boreholes during and after

drilling, and are recorded on the respective boring logs. During drilling, water was encountered at

depths ranging from 13.5 to 18.5 ft bgs. After drilling, water levels within the boreholes rose to

depth ranging from 5.0 to 10.0 ft bgs. It should be noted that groundwater levels are affected by

seasonal changes and precipitation, and can fluctuate seasonally by as much as 2 to 5 ft.

LABORATORY TESTING

Selected samples obtained from the borings were tested for grain size analysis, Atterberg

limits, and natural moisture contents. The grain size analysis testing was performed to determine the

USCS and AASHTO designation, which provide information regarding soil behavior beneath

pavement and foundation systems. Grain size distribution test reports are included in Appendix C. A

summary of the test results are as follows:

SUMMARY OF GRAIN SIZE AND LIMIT TESTING BORING

NO. DEPTH

(ft) USCS CLASS.

AASHTO CLASS.

PERCENT PASSING NO. 200

LL PI NMC

B-1 8.5 Lean CLAY (CL) with sand A-4 75.3 27 9 16.0 B-2 28.5 Lean CLAY (CL) A-6 92.0 35 16 18.5 B-3 28.5 Sandy Lean CLAY (CL) A-6 70.5 30 15 13.5 B-4 13.5 Sandy Silty CLAY (CL-ML) A-4 55.8 21 6 19.6

LL = Liquid Limit PI = Plasticity Index NMC = Natural Moisture Content

CONCLUSIONS AND RECOMMENDATIONS

Based upon the results of this study, it is our opinion that construction of the proposed

hospital complex is feasible, given that the following recommendations are observed, and that the

standard level of care is maintained during construction. However, it is anticipated that certain

findings of this investigation will complicate construction and escalate the cost of development.

These findings include the presence of existing, undocumented fills as well as perched water at the

foundation subgrade elevation. Discussions of these issues, as well as general site development

issues, are included in the following paragraphs.


8

Foundation Recommendations

Prior to foundation construction, the existing concrete pavement section as well as the

underlying fill materials should be removed to a depth of 5 feet (approximately EL 4) and should

extend laterally at least 18 inches beyond the horizontal limits of each pier footing. If soft or loose

conditions are encountered to EL 4, the subgrade should be over-excavated to a stable stratum. The

over-excavated volume should be replaced with compacted structural fill to reestablish the

foundation subgrade elevation as necessary. The specification for the structural fill are provided in

the Earthwork section below The decision to perform the over-excavation procedures should be

made by the Geotechnical Engineer or their designated representative. Contingencies should be

included in the construction estimate/budget to account for these conditions.

Based on the provided foundation loading information, the propose building will have

maximum column loads of up to 130 kips. The subsurface conditions encountered indicate a design

net allowable bearing pressure of 3,000 pounds per square foot (psf) is feasible for footings bearing

on undisturbed native soils or controlled compacted fills. Therefore, based on the foundation loads

and results of the subsurface investigation, the building can be supported on shallow spread footings.

Exterior footings should be founded a minimum of 30 inches below final exterior grade to provide

protection from frost action. Settlement on the order of 1-inch total and ½-inch differential can be

anticipated based upon these design considerations.

If water is encountered during foundation construction, the excavations should be dewatered

using sumps and removing the water by pumping away from the building areas. Footings bearing on

fine-grained soils (ML, CL, and CH) should be protected from changes in moisture, as these

materials are susceptible to loss of strength. It may be necessary to over-excavate these soils if they

are disturbed and replace the over-excavated volumes with open-graded stone, granular soils or lean-

mix concrete.

The county building code (International Building Code 2012) specifies that a detailed

foundation bearing surface evaluation be performed for each footing excavation during construction.

The foundation bearing surface evaluations should be performed using a combination of visual


9

observations, hand-rod probing, and Dynamic Cone Penetrometer (DCP) testing by a Geotechnical

Engineer or their designated representative.

Floor Slabs

Based on the results of the investigation, the floor slabs can be designed as concrete slabs on

grade. If encountered, pockets of unsuitable soils at the slab subgrade may need to be undercut and

backfilled with compacted structural fill. Subgrades for support of the slabs should be observed to

evaluate stability prior to the placement of the drainage layer and concrete. It is recommended that

design of the floor slabs be based on a subgrade modulus of 150 pounds per square inch per inch

(psi/in).

GTA recommends that the concrete floor slab supported on grade be founded on a minimum

6-inch-thick, layer of AASHTO M43, Size No. 57 aggregate covered with polyethylene vapor barrier

to interrupt the rise of capillary moisture through the slab. The slabs may bear on wall projections, but

they should be jointed so that the foundation walls can settle independently from the slab.

Construction activities and exposure to the environment often cause deterioration of slab

subgrades. Therefore, we recommend that the slab subgrade soils be evaluated by a representative of

the Geotechnical Engineer immediately prior to stone and concrete placement. This evaluation may

include a combination of visual observations, proofrolling, hand-rod probing, and field density tests

to confirm that the subgrade soils have been prepared properly. If soft or loose soils are

encountered, recommendations for remedial measures should be provided by the Geotechnical

Engineer at the time of construction.

Seismic Considerations

Seismic design information is based on a review of the site specific test boring data,

geological data, and the seismic design guidelines provided in the International Building Code

(IBC). Provided the building is constructed in accordance with our recommendations, the IBC

dictates that the Site may be categorized as Site Class D based on the scope of this exploration and

the subsurface information currently available. Soils prone to liquefaction and subsurface


10

disturbances induced by seismic events were not encountered during the exploration and are not

typical of the site’s geology.

Earthwork

Structural fill should meet the AASHTO classification of A-2-4 or more granular and be

approved by the Geotechnical Engineer. All structural fills supporting slabs and foundations should

be constructed in maximum 8-inch-thick loose thickness lifts and be compacted to 95 percent of the

Modified Proctor maximum dry density with moisture contents within 3 percent of the optimum

moisture content. In-place density testing should be conducted on structural fills to evaluate that the

compaction achieved meets the specifications herein. Structural fill construction should be observed

and tested by a soils technician on a full-time basis, under the supervision of a Geotechnical

Engineer as required by the IBC.

Additional Work and Considerations

GTA recommends that when the building and site plans reach a more advanced stage of the

design, we be provided the opportunity to review the plans to determine the scope for additional

geotechnical services. In addition to the above referenced services, GTA strongly recommends that

we be retained to provide observation and testing services (special inspections) during the

development and construction of the project.

LIMITATIONS

This Report, including all supporting test boring logs, field data, field notes, laboratory test

data, calculations, estimates, and other documents prepared by GTA in connection with this project,

has been prepared for the exclusive use of MRA pursuant to the agreement between GTA and MRA,

dated July 30, 2015, and in accordance with generally accepted engineering practice. All terms and

conditions set forth in the Agreement and the General Provisions attached thereto are incorporated

herein by reference. No warranty, express or implied, is given herein. Use and reproduction of this

Report by any other person without the expressed written permission of GTA and MRA is

unauthorized and such use is at the sole risk of the user.


11

The analysis and recommendations contained in this Report are based on the data obtained

from limited observation and testing of the encountered materials. Test borings indicate soil

conditions only at specific locations and times and only to the depths penetrated. They do not

necessarily reflect strata variations that may exist between the test boring locations. Consequently,

the analysis and recommendations must be considered preliminary until the subsurface conditions

can be confirmed by direct observation at the time of construction. If variations in subsurface

conditions from those described are noted during construction, recommendations in this Report may

need to be re-evaluated.

In the event that any changes in the nature, design, or location of the facilities are planned,

the conclusions and recommendations contained in this Report should not be considered valid unless

the changes are reviewed and conclusions of this Report are verified in writing. GTA is not

responsible for any claims, damages, or liability associated with interpretation of subsurface data or

reuse of the subsurface data or engineering analysis without the expressed written authorization of GTA.

The scope of our services for this geotechnical exploration did not include any environmental

assessment or investigation for the presence or absence of hazardous or toxic materials in the soil,

surface water, groundwater or air, on or below or around this site. Any statements in this Report or

on the logs regarding odors, unusual, or suspicious items or conditions observed are strictly for the

information of our Client.

This Report and the attached logs are instruments of service. The subject matter of this

Report is limited to the facts and matters stated herein. Absence of a reference to any other

conditions or subject matter shall not be construed by the reader to imply approval by the writer.

***** END OF REPORT *****

APPENDIX A FIGURES

APPENDIX B LOGS OF BORINGS

0

10

20

30

40

50

60

S-1S-2

S-3

S-4

S-5

S-6

S-7

S-8

S-9

S-10

S-11

S-12

S-13

S-14

1.02.5

5.0

8.5

13.5

18.5

23.5

28.5

33.5

38.5

43.5

48.5

53.5

58.5

812

18

18

18

18

18

18

18

18

18

18

18

18

18-11-22-5-9

7-9-10

6-7-8

5-7-8

3-4-5

6-6-10

4-4-5

3-3-6

6-8-14

7-8-11

8-11-15

20-20-21

13-19-32

1314

19

15

15

9

16

9

9

22

19

26

41

51

9.08.0

0.5

-39.5

FILL

CL

SC

Concrete = 12.5 inchesBlack/ brown, moist, medium dense, poorly-graded gravelwith sand (FILL)Light brown, moist, medium dense, silty sand (FILL)Same

Light brown/ gray, dry to moist, stiff, Lean CLAY with sand

Same

Gray/ light brown, moist to wet, stiff, Sandy Lean CLAY

Gray, moist to wet, very stiff, Lean CLAY

Brown, wet, stiff, Sandy Lean CLAY

Red, wet, stiff, Lean CLAY

Reddish brown, wet, very stiff, Lean CLAY

Same

Gray, moist to wet, medium dense, Clayey SAND

Gray/ brown, moist to wet, dense, Clayey SAND

Gray/ brown, moist to wet, very dense, Clayey SAND

LOG OF BORING NO. B-1

PROJECT: MSPAC Flight Simulator Building WATER LEVEL (ft): 10.0 BOC

PROJECT NO.: 18966 DATE: 8/17/15

PROJECT LOCATION: Baltimore County, Maryland CAVED (ft): 67.5

DATE STARTED: 8/17/2015 WATER ENCOUNTERED DURING DRILLING (ft) 18.5DATE COMPLETED: 8/17/2015 GROUND SURFACE ELEVATION: 9

DRILLING CONTRACTOR: Geo-Technology Associates, Inc. DATUM: TopoDRILLER: J. Fairbanks EQUIPMENT: CME 45

DRILLING METHOD: HSA LOGGED BY: E. KussmanSAMPLING METHOD: Split-Spoon CHECKED BY: T. Wirth

NOTES: Elevations and locations are approximate. BOC = Backfilled on Completion.


SA

MP

LE

NU

MB

ER

SA

MP

LE

DE

PT

H (

ft.)

SA

MP

LE

RE

CO

VE

RY

(in

.)

SA

MP

LE

BLO

WS

/6 in

ches

N (

blow

s/ft.

)

ELE

VA

TIO

N (

ft.)

DE

PT

H (

ft.)

US

CS

GR

AP

HIC

SY

MB

OL

DESCRIPTION REMARKS

Sheet 1 of 2

Sheet 1 of 2

70

80

90

100

110

120

130

S-15

S-16

63.5

68.5

18

18

13-26-42

38-31-34

68

65-61.0

Gray, moist, very dense, Clayey SAND

Light brown/ red, moist, very dense, Clayey SAND

Boring Terminated at 40 feet






SA

MP

LEN

UM

BE

R

SA

MP

LED

EP

TH

(ft.

)

SA

MP

LER

EC

OV

ER

Y (

in.)

SA

MP

LEB

LOW

S/6

inch

es

N (

blow

s/ft.

)

ELE

VA

TIO

N (

ft.)

DE

PT

H (

ft.)

US

CS

GR

AP

HIC

SY

MB

OL

DESCRIPTION REMARKS

Sheet 2 of 2

Sheet 2 of 2

0

10

20

30

40

50

60

S-1S-2

S-3

S-4

S-5

S-6

S-7

S-8

S-9

S-10

S-11

S-12

S-13

S-14

1.02.5

5.0

8.5

13.5

18.5

23.5

28.5

32.5

38.5

43.5

48.5

53.5

58.5

815

14

16

16

15

16

11

11

14

11

11

15

15

28-25-274-9-9

2-4-6

4-5-7

4-6-10

5-7-10

6-8-8

4-6-10

6-7-10

4-6-10

7-13-15

12-16-25

14-22-36

15-18-25

5218

10

12

16

17

16

16

17

16

28

41

58

43

9.08.0

0.5

-4.5

-14.5

-19.5

-23.5

-29.5

-49.5

FILL

SM

CL

SC-SM

CL

SC

CL

SC

Concrete = 13 inchesBlack/ brown, moist, very dense, poorly- graded gravel withsand (FILL)Light brown, dry to moist, very stiff, sandy silt (FILL)Gray/ light brown, moist, stiff, sandy lean clay (FILL)

Light brown/ gray, moist, medium dense, Silty SAND

Gray/ light brown, moist to wet, very stiff, Lean CLAY

Gray, moist to wet, very stiff, Lean CLAY

Gray, wet, medium dense, Silty, Clayey SAND

Gray, moist, very stiff, Lean CLAY

Gray/ light brown, moist, medium dense, Clayey SAND

Reddish brown, moist, very stiff, Lean CLAY

Red, moist, very stiff, Lean CLAY

Gray/ light brown, moist, hard, Lean CLAY

Reddish brown/ gray, moist, hard, Sandy Lean CLAY

Red/ brown, moist, dense, Clayey SAND










SA

MP

LE

NU

MB

ER

SA

MP

LE

DE

PT

H (

ft.)

SA

MP

LE

RE

CO

VE

RY

(in

.)

SA

MP

LE

BLO

WS

/6 in

ches

N (

blow

s/ft.

)

ELE

VA

TIO

N (

ft.)

DE

PT

H (

ft.)

US

CS

GR

AP

HIC

SY

MB

OL

DESCRIPTION REMARKS

Sheet 1 of 2

Sheet 1 of 2

70

80

90

100

110

120

130

S-15

S-16

63.5

68.5

10

12

27-32-35

22-34-46

67

80-61.0

Red, moist, very dense, Clayey SAND

Light brown, dry to moist, very dense, Clayey SAND







SA

MP

LEN

UM

BE

R

SA

MP

LED

EP

TH

(ft.

)

SA

MP

LER

EC

OV

ER

Y (

in.)

SA

MP

LEB

LOW

S/6

inch

es

N (

blow

s/ft.

)

ELE

VA

TIO

N (

ft.)

DE

PT

H (

ft.)

US

CS

GR

AP

HIC

SY

MB

OL

DESCRIPTION REMARKS

Sheet 2 of 2

Sheet 2 of 2

0

10

20

30

40

50

60

S-1S-2

S-3

S-4

S-5

S-6

S-7

S-8

S-9

S-10

S-11

S-12

S-13

S-14

1.02.5

5.0

8.5

13.5

18.5

23.5

28.5

33.5

38.5

43.5

48.5

53.5

58.5

98

13

9

13

7

4

11

2

15

17

11

7

9

50-41-53-3-2

7-7-5

6-6-6

5-5-7

9-13-10

6-6-9

11-6-6

7-10-11

6-7-1

7-11-11

19-18-24

32-37-42

21-31-34

465

12

12

12

23

15

12

21

8

22

42

79

65

9.08.0

0.5

-9.5

FILL

SM

CL

Concrete = 12 inchesBlack/ brown, dry to moist, dense, poorly-graded gravelwith sand (FILL)Red/ brown/ gray, moist, medium stiff, lean clay (FILL)Brown, moist, medium dense, silty sand (FILL)

Gray, moist, medium dense, Silty SAND

Light brown/ red, moist, medium dense, Silty SAND

Red/ gray, moist, very stiff, Lean CLAY

Light reddish brown, moist to wet, Sandy Lean CLAY

Red, moist, stiff, Sandy Lean CLAY

Gray/ brown, moist, very stiff, Lean CLAY

Reddish brown, moist, medium stiff, Lean CLAY


Reddish brown, dry to moist, hard, Lean CLAY

Reddish brown, moist, hard, Lean CLAY

Gray/ light brown, dry to moist, hard, Sandy Lean CLAY










SA

MP

LE

NU

MB

ER

SA

MP

LE

DE

PT

H (

ft.)

SA

MP

LE

RE

CO

VE

RY

(in

.)

SA

MP

LE

BLO

WS

/6 in

ches

N (

blow

s/ft.

)

ELE

VA

TIO

N (

ft.)

DE

PT

H (

ft.)

US

CS

GR

AP

HIC

SY

MB

OL

DESCRIPTION REMARKS

Sheet 1 of 2

Sheet 1 of 2

70

80

90

100

110

120

130

S-15

S-16

63.5

68.5

18

14

13-22-28

10-14-13

50

27-59.5-61.0

SC

Red, moist, hard, Lean CLAY

Red, moist, medium dense, Clayey SANDBoring Terminated at 70 feet






SA

MP

LEN

UM

BE

R

SA

MP

LED

EP

TH

(ft.

)

SA

MP

LER

EC

OV

ER

Y (

in.)

SA

MP

LEB

LOW

S/6

inch

es

N (

blow

s/ft.

)

ELE

VA

TIO

N (

ft.)

DE

PT

H (

ft.)

US

CS

GR

AP

HIC

SY

MB

OL

DESCRIPTION REMARKS

Sheet 2 of 2

Sheet 2 of 2

0

10

20

30

40

50

60

S-1S-2

S-3

S-4

S-5

S-6

S-7

S-8

S-9

S-10

S-11

S-12

S-13

S-14

1.02.5

5.0

8.5

13.5

18.5

23.5

28.5

33.5

38.5

43.5

48.5

53.5

58.5

916

15

9

15

13

14

12

14

18

14

7

17

10

50-26-65-8-6

8-9-9

11-17-14

5-6-8

2-15-8

11-18-20

5-11-11

8-9-12

14-21-30

8-11-14

20-32-50/5"

4-17-18

4-25-43

3214

18

31

14

23

38

22

21

51

25

35

68

9.08.0

-4.5

-9.5

-44.5

FILL

CL-ML

CL

SC

Concrete = 12 inchesBlack/ gray, dry, dense, poorly-graded gravel with sand(FILL)Gray, dry, stiff, sandy lean clay (FILL)Gray/ light brown, moist, medium dense, silty sand (FILL)

Gray/ brown, moist, dense, clayey sand (FILL)

Red/ whtie, moist, stiff, Sandy Silty CLAY

Red/ light brown, moist to wet, very stiff, Sandy Lean CLAY

Red, dry to moist, hard, Lean CLAY

Red, dry to moist, very stiff, Lean CLAY


Red, moist, hard, Lean CLAY


Red, moist to wet, hard, Lean CLAY

Gray, moist, dense, Clayey SAND

Red/ gray/ light brown, moist, very dense, Clayey SAND










SA

MP

LE

NU

MB

ER

SA

MP

LE

DE

PT

H (

ft.)

SA

MP

LE

RE

CO

VE

RY

(in

.)

SA

MP

LE

BLO

WS

/6 in

ches

N (

blow

s/ft.

)

ELE

VA

TIO

N (

ft.)

DE

PT

H (

ft.)

US

CS

GR

AP

HIC

SY

MB

OL

DESCRIPTION REMARKS

Sheet 1 of 2

Sheet 1 of 2

70

80

90

100

110

120

130

S-15

S-16

63.5

68.5

13

16

13-26-31

17-35-43

57

78

-54.5

-61.0

SM Red/ light brown, moist, very dense, Silty SAND

Red, moist, very dense, Silty SAND







SA

MP

LEN

UM

BE

R

SA

MP

LED

EP

TH

(ft.

)

SA

MP

LER

EC

OV

ER

Y (

in.)

SA

MP

LEB

LOW

S/6

inch

es

N (

blow

s/ft.

)

ELE

VA

TIO

N (

ft.)

DE

PT

H (

ft.)

US

CS

GR

AP

HIC

SY

MB

OL

DESCRIPTION REMARKS

Sheet 2 of 2

Sheet 2 of 2

APPENDIX C LABORATORY DATA

AS

TM

Sp

eci

fica

tio

ns

perf

orm

ed

may

incl

ude

: D

42

1,

D422

, D

2216

, D

2217

, and

D43

18.

Tested By: J. Watkins Checked By: T. Wirth

Particle Size Distribution ReportP

ER

CE

NT

FIN

ER

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

% +3"Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 3.2 0.7 2.0 18.8 75.3

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

Soil Description

Atterberg Limits

Coefficients

Classification

Remarks

Source of Sample: B-1 Depth: 8.5Sample Number: S-4 Date:

Client:

Project:

Project No:

Light brown/ gray, dry to moist, stiff, Lean CLA with sand.75.5

.375#4#8

#10#16#30#40#50

#100#200#270

100.097.997.596.896.396.195.394.494.193.891.475.373.1

18 27 9 16.0

0.1395 0.1136

CL A-4(5)

Morris & Ritchie Associates, Inc.

MSPAC Flight Simulator Building

18966

PL= LL= PI= NM=

D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

USCS= AASHTO=

* (no specification provided)

8/27/15

AS

TM

Sp

eci

fica

tio

ns

perf

orm

ed

may

incl

ude

: D

42

1,

D422

, D

2216

, D

2217

, and

D43

18.



ER

CE

NT

FIN

ER

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

% +3"Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.0 0.0 0.1 7.9 92.0

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00



Soil Description

Atterberg Limits

Coefficients

Classification

Remarks


Client:

Project:

Project No:

Gray, moist, very stiff, Lean CLAY#10#16#30#40#50

#100#200#270

100.0100.0

99.999.999.898.792.090.7

19 35 16 18.5

CL A-6(15)



18966

PL= LL= PI= NM=

D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

USCS= AASHTO=


8/27/15

AS

TM

Sp

eci

fica

tio

ns

perf

orm

ed

may

incl

ude

: D

42

1,

D422

, D

2216

, D

2217

, and

D43

18.



ER

CE

NT

FIN

ER

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

% +3"Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.5 0.1 2.3 26.6 70.5

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00



Soil Description

Atterberg Limits

Coefficients

Classification

Remarks


Client:

Project:

Project No:

Red, moist, stiff, Sandy Lean CLAY.5

.375#4#8

#10#16#30#40#50

#100#200#270

100.099.699.599.499.499.399.197.189.979.070.570.0

15 30 15 13.5

0.3012 0.2294

CL A-6(8)



18966

PL= LL= PI= NM=

D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

USCS= AASHTO=


8/27/15

AS

TM

Sp

eci

fica

tio

ns

perf

orm

ed

may

incl

ude

: D

42

1,

D422

, D

2216

, D

2217

, and

D43

18.



ER

CE

NT

FIN

ER

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

% +3"Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 3.3 3.0 5.5 32.4 55.8

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00



Soil Description

Atterberg Limits

Coefficients

Classification

Remarks


Client:

Project:

Project No:

Red/ whtie, moist, stiff, Sandy Silty CLAY.5

.375#4#8

#10#16#30#40#50

#100#200#270

100.098.496.794.493.791.389.088.287.674.855.854.6

15 21 6 19.6

0.8212 0.2356 0.0927

CL-ML A-4(1)



18966

PL= LL= PI= NM=

D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

USCS= AASHTO=


8/27/15