Vehicle Service Rack - Soils Report.pdf

Planning, Engineering, Construction Management, Technology

9885 Rockside Road, Suite 145, Cleveland, Ohio 44125 P 216.573.0955 F 216.573.0963

TOLEDO EXPRESS AIRPORT

OANG VEHICLE WASH

TOLEDO, OHIO

GEOTECHNICAL

INVESTIGATION REPORT

Prepared For:

Atkins

7604 Technology Way Suite 400

Denver, Colorado 80237

Prepared By:

Resource International, Inc.

9885 Rockside Road, Suite 145 Cleveland, OH 44125

Rii Project No. N-19-020

February 2020

Columbus, Cleveland, Cincinnati, Newark, Ohio Indianapolis, Indiana Louisville, Kentucky Pittsburgh, Pennsylvania Palm Beach, Florida

RESOURCE INTERNATIONAL, INC.

6350 Presidential Gateway Columbus, Ohio 43231 Ph: 614.823.4949 Fx: 614.823.4990

Planning

Engineering

Construction Management

Technology

February 21, 2020

Mr. James Brackett, P.E., P.M.P.

Atkins, Member of the SNC-Lavalin Group 7604 Technology Way, Suite 400 Denver, Colorado 80237

Re: Geotechnical Investigation Report Toledo Express Airport – OANG Vehicle Wash Toledo, Ohio Rii Project No. N-19-020

Mr. Brackett:

Resource International, Inc. (Rii) is pleased to submit this geotechnical investigation report for the above-referenced project. Engineering logs have been prepared and are attached to this report along with the results of the laboratory testing. This report includes recommendations for the proposed car wash structure for the Ohio Air National Guard (OANG) at the Toledo Express Airport in Toledo, Ohio.

We appreciate having been given the opportunity to be of service to you on this project. If you have any questions concerning the subsurface investigation or this report, do not hesitate to contact us.

Sincerely, RREESSOOUURRCCEE IINNTTEERRNNAATTIIOONNAALL,, IINNCC..

Peyman P. Majidi, P.E. Peter S. Lee, Ph.D., P.E.

Project Engineer Cleveland Regional Director

Enclosure: Geotechnical Investigation Report

TABLE OF CONTENTS

Section Page

1.0 INTRODUCTION

1.1 Existing Site Conditions

1.2 Site Geology

2.0 SUBSURFACE INVESTIGATION

3.0 SUBSURFACE PROFILE

3.1 Surface Materials

3.2 Subsurface Soils

3.3 Bedrock

3.4 Groundwater

4.0 CONCLUSIONS AND RECOMMENDATIONS

4.1 Shallow Foundation Recommendations

4.2 Slab-on-Grade Recommendations

4.3 Seismic Site Classification

4.4 Construction Considerations

4.4.1 Groundwater Considerations

5.0 LIMITATIONS OF STUDY

APPENDICES

Appendix I Vicinity Map and Boring Plan

Appendix II Description of Soil Terms

Appendix III Boring Logs: B-1 and B-2

Appendix IV Laboratory Test Results

Atkins, Member of the SNC-Lavalin Group Resource International, Inc.

Toledo Express Airport – OANG Vehicle Wash Engineering Consultants Toledo, Ohio 1 Rii Project No. N-19-20 02/21/20

1.0 INTRODUCTION

This report is a presentation of the subsurface investigation performed for the proposed vehicle car wash at the Toledo Express Airport in Toledo, Ohio. Rii understands that this vehicle wash structure is for Ohio Air National Guard (OANG) and should meet the UFC 4-010-01 standards. Rii understand the proposed vehicle wash will be a single-story slab-on-grade structure. The wash rack will be fully enclosed and large enough to clean snow removal and fire response vehicles. No additional personally owned vehicle (POV) parking will be provided as part of this project.

1.1 Existing Site Conditions

The proposed location of the vehicle wash building is located to the northeast of existing OANG Building 119. The existing grade at the proposed location of construction is currently an existing tree lawn area. The location of the airport is shown on the Vicinity Map provided in Appendix I.

1.2 Site Geology

Both the Illinoian and Wisconsinan glaciers advanced over two-thirds of the State of Ohio, leaving behind glacial features such as moraines, kame deposits, lacustrine deposits and outwash terraces. The glacial and non-glacial regions comprise five physiographic sections based on ecological regions, geological age, depositional process and geomorphic occurrence. Physiographically, the sites lie within the glaciated Maumee Sand Plains District of the Huron-Erie Lake Plains Section. This district encompasses a large, lake plain that formed during the Wisconsinan Ice Age. This plain is mantled by sand and contains low sand dunes, inter-dunal pans, beach ridges, and sand sheets and has very low relief. The soils are comprised of lacustrine sand deposited in glacial lakes and shallow water deltas. There are several beach ridges and lacustrine sand deposits and small areas of dunes in the vicinity.

Based on the bedrock geology map obtained from the Ohio Department of Natural Resources (ODNR), the underlying bedrock in the vicinity of the site consists of the Middle Devonian-aged Dundee Limestone Formation. This formation consists of blue, gray and brown limestone and occurs in thin to massive beds and is very fossiliferous in the upper portion and contains cherty dolomite in the lower portion. It ranges between 0 to 105 feet thick. The bedrock surface in the vicinity of the airport forms a very broad valley that trends to the northeast-southwest. Based on area water well log information and the bedrock topography map from ODNR, the surface is almost flat-lying and lies at an approximate elevation of 590± feet mean sea level (msl), which corresponds to an approximate depth of 70± feet below the existing grade in the vicinity of the site.

Toledo, Ohio 2 Rii Project No. N-19-20 02/21/20

2.0 SUBSURFACE INVESTIGATION

On January 28, 2019, two (2) borings, designated as B-1 and B-2 were drilled to a completion depth of 20.0 feet beneath the existing ground surface at the locations illustrated on the boring plan provided Appendix I of this report. Table 1 summarizes the boring program completed for this investigation.

Table 1. Laboratory Test Schedule Boring Number Northing Easting Latitude Longitude

Ground Elevation (feet msl)

Boring Depth (feet)

B-1 701883.168 1614643.010 41.585962° -83.793531° 663.0 20.0

B-2 701873.067 1614699.516 41.585936° -83.793324° 662.5 20.0

The borings were sampled by EnviroCore with a Geoprobe 7822 truck-mounted rotary, utilizing a 3.25-inch inside diameter hollow stem auger to advance the holes. Standard penetration test (SPT) and split spoon sampling were performed at 2.5-foot intervals to termination depth of 15.0 feet beneath existing ground surface and at 5.0-foot increments thereafter to the boring termination depth. The SPT, per the American Society for Testing and Materials (ASTM) designation D1586, is conducted using a 140-pound hammer free falling 30.0 inches to drive a 2.0-inch outside diameter split spoon sampler 18.0 inches. Rii utilized a calibrated automatic drop hammer to generate consistent energy transfer to the sampler. Driving resistance is recorded on the boring logs in terms of blows per 6.0-inch interval of the driving distance. The second and third intervals are added to obtain the number of blows per foot (N). SPT blow counts aid in determining soil properties applicable in pavement subgrade design. Measured blow count (Nm) values are corrected to an equivalent (60%) energy ratio, N60, by the following equation. Both values are represented on boring logs in Appendix III.

N60 = Nm*(ER/60)

Where:

Nm = measured N value ER = drill rod energy ratio, expressed as a percent, for the system used

The hammer for the Geoprobe 7822 drill rig used for this project was calibrated in 2018 and has a drill rod energy ratio of 91 percent.

Hand penetrometer readings, which provide a rough estimate of the unconfined compressive strength of the soil, were reported on the boring logs in units of tons per square foot (tsf) and were utilized to classify the consistency of the cohesive soil in each layer. An indirect estimate of the unconfined compressive strength of the cohesive split spoon sample can also be made from a correlation with the blow counts (N60). Please

Toledo, Ohio 3 Rii Project No. N-19-20 02/21/20 note that split spoon samples are considered to be disturbed and the laboratory determination of their shear strengths may vary from undisturbed conditions.

Upon completion of drilling, the borings were backfilled with a mixture of soil cuttings generated during the drilling process and bentonite chips to seal the bore holes. The surface was patched with equivalent thickness of cold patch.

During drilling, field personnel prepared field logs showing the encountered subsurface conditions. Soil samples obtained from the drilling operation were preserved in sealed glass jars and delivered to the soil laboratory. In the laboratory, the soil samples were visually classified and select samples were tested, as noted in Table 2.

Table 2. Laboratory Test Schedule Laboratory Test Test Designation Number of Tests

Performed

Natural Moisture Content ASTM D2216 6

Plastic and Liquid Limits ASTM D4318 2

Gradation – Sieve/Hydrometer ASTM D422 4

These tests are necessary to classify the soil according to the Unified Soil Classification System (USCS) classification system. The results are also used to estimate engineering properties of importance in pavement design and soil related construction considerations. Results of the laboratory testing are presented in Appendix IV and, in part, on the boring logs in Appendix III. A description of the soil terms used throughout this report is presented in Appendix II.

3.0 SUBSURFACE PROFILE

Interpreted engineering logs have been prepared based on the field logs, visual examination of samples and laboratory test results. Classification follows the current USCS specifications. The following is a summary of what was found in the test borings and what is represented on the boring logs.

3.1 Surface Materials

Based on borings performed in the area of the proposed vehicle wash, the borings encountered about 7 inches of topsoil at the ground surface.

3.2 Subsurface Soils

Underlying the surficial materials, predominantly granular soils were encountered in both borings. Both borings were drilled to 20.0 feet below the existing ground surface.

Toledo, Ohio 4 Rii Project No. N-19-20 02/21/20

The natural granular soils were described as brown to gray and gray poorly graded sand and sandy silt (USCS SP and ML). Heaving sands were encountered at 4.0 feet to

20.0 feet below the ground surface in both borings.

The relative density of granular soils is primarily derived from SPT blow counts (N60).

Based on the SPT blow counts obtained, the granular soils encountered were in the range of loose (5 ≤ N60 < 11 blows per foot [bpf]) to very dense (N60 > 50 blows per foot [bpf]). Overall blow counts (N60) recorded from the SPT sampling were 5 blows per foot (bpf) to 52 blows per foot (bpf).

Moisture contents of the natural soil samples tested ranged from 13 to 27 percent.

3.3 Bedrock

Bedrock was not encountered in any of the borings performed as part of this investigation.

3.4 Groundwater

Groundwater was initially encountered in both borings at depth of 3.0 feet. Groundwater levels measured upon completion were at depths of 8.5 feet and 7.8 feet below existing grade in borings B-1 and B-2, respectively. Please note that short-term water level readings, especially in cohesive soils, are not necessarily an accurate indication of the actual groundwater conditions. In addition, groundwater levels or the presence of groundwater are considered to be dependent on seasonal fluctuations in precipitation at the time of drilling operation.

A more comprehensive description of the soil encountered during the drilling program can be found on the boring logs in Appendix III.

4.0 CONCLUSIONS AND RECOMMENDATIONS

Data obtained from the drilling and testing program have been used to determine pavement support capabilities for the soil encountered at the site. These parameters have been used to provide guidelines for the design of foundation system, as well as the construction specifications related to the vehicle wash and general earthwork recommendations, which are discussed in the following paragraphs.

4.1 Shallow Foundation Recommendations

The proposed finish floor elevation was not available at the time this report was prepared. Rii assumes finish floor elevation will be within 2 feet of the existing grade.

Based upon evaluation of the subsurface conditions encountered on the site, it is

Toledo, Ohio 5 Rii Project No. N-19-20 02/21/20 anticipated that the bearing soils located in the area of the proposed car wash will consist of medium dense poorly graded sand (USCS SP). It is recommended that conventional shallow foundations bearing on these competent natural soils be proportioned for a maximum allowable bearing capacity of 3.0 ksf.

Footing concrete should be placed as soon as possible following footing excavation, preferably the same day, to avoid potential water related damage. Footings should be kept dry and clean until footing concrete is placed in order to minimize damage to the bearing surface.

In order to protect against frost, footings should be placed at a minimum frost depth of 36 inches below the adjacent exterior grade. A minimum width of 24.0 inches for continuous and 36.0 inches for spread footings is recommended.

Following any necessary over excavation, the bearing strata should be carefully inspected as soon as possible to assure adequacy. Inadequate bearing soil (soft/loose/organic), if encountered, should be over excavated further to expose the underlying competent natural soils. The over excavations may then be backfilled with either compacted granular engineered fill in accordance with Section 4.7 or Item 613 “Low Strength Mortar Backfill” (LSM) from the ODOT Construction and Materials Specification (CMS). If engineered fill is used, the over excavations should extend down and out from the bottom of the proposed foundation edge at 45 degree plane to remove this material from the zone of influence of the structure. If ODOT Item 613 LSM is utilized as the backfill material, then vertical excavations may be utilized.

4.2 Slab-on-Grade Recommendations

Floor slabs may be placed on the newly placed controlled fill, or natural cohesive materials provided that the subgrade has been proofrolled and prepared in accordance with Section 4.5.

Floor slabs should be designed and constructed as “floating” slabs that are structurally independent of building foundations. Adequate expansion joints should be incorporated into the floor slabs near the foundations so that the floor slabs do not impose additional loads on the foundations. The expansion joints would also allow the foundations and floor slabs to settle independently of each other.

Provided that the slab-on-grade is prepared in accordance with Section 4.5, a modulus of subgrade reaction, k, of 150 pounds per cubic inch (pci) should be used in the design of concrete floor slabs at this site. The use of vapor barriers or capillary breaks is recommended for two reasons:

Toledo, Ohio 6 Rii Project No. N-19-20 02/21/20

• The installation of sheet vapor barriers or capillary breaks retards moisture migration from the soil subgrade into the concrete floor slab, reducing the moisture content of the floor slab and subsequently reducing the possible problems with the adhesion of vinyl floor tile (if applicable).

• In areas where no vinyl tile will be installed, vapor barriers or granular capillary breaks will reduce the likelihood of differential shrinkage of the floor slabs that can cause floors to curl.

Therefore, per ACI specifications, it is recommended to place a 6-mil visqueen capillary break over a minimum of 6.0-inches fine aggregate below all concrete slabs. The subgrade soils should be thoroughly proofrolled to identify any soft, wet, or weak zones prior to placement of subbase stone or concrete.

4.3 Seismic Site Classification

Based on the soil conditions at the site, as indicated by the test borings and estimated from local geological references, the seismic analysis and design procedures for the proposed structure should be based on Site Class D (stiff soil profile) per the current Ohio Building Code.

4.4 Construction Considerations

All earthwork and pavement construction procedures should follow applicable FAA specifications and local/state codes.

Prior to beginning excavation, grading, and/or embankment operations across the site, existing pavement sections, topsoil, and/or unsuitable fill materials (as determined by a geotechnical engineer or an experienced soils technician), should be stripped and removed from proposed pavement areas prior to excavation, as applicable.

Cohesive soils, primarily those containing silt, tend to become unstable (i.e., soft and flexing) under repeated loading from heavy rubber-tired vehicles. Therefore, vehicle traffic on subgrades should be limited as much as possible. The subgrade should be closely observed to determine if unstable conditions do develop which will require stabilization as determined by the geotechnical engineer.

Prior to placing pavement materials or aggregate base, the proposed subgrade surfaces should be thoroughly proofrolled with sufficient proofrolling apparatus (preferably a fully loaded tandem axle dump truck). A geotechnical engineer or an experienced soil technician should be present during proofrolling. Area of excess yielding should be over excavated and backfilled with engineered fill. After materials are excavated to design grade, proper control of subgrade and new fill compaction should be performed by the geotechnical engineer and/or his/her representative.

Toledo, Ohio 7 Rii Project No. N-19-20 02/21/20

Stabilization options include: 1) scarifying, drying and recompacting, 2) mixing wet soil with dry soil, 3) undercutting unsuitable surficial soil and replacing it with controlled density fill, and 4) a geogrid subgrade reinforcement system. Additional methods of subgrade stabilization are available and certainly may be effective (both physically and economically) in stabilizing the soil. The adequacy of any stabilization method should be verified through the construction of a test section. All proposed subgrade surfaces should be shaped to promote positive drainage, with a minimum slope of 2.0 percent or

0.25 inches per foot. Adequate drainage is necessary for maintaining the stability of the subgrade. Care should be taken during final grading so that no areas of potential ponding or standing water remain at the subgrade surface.

Generally, materials utilized for engineered fill should be free of waste construction debris and other deleterious materials and meet the following requirements:

• Maximum Dry Density per ASTM D698 > 110 pcf

• Liquid Limit < 40

• Plasticity Index < 15

• Organic Matter < 3 percent

• Silt Content (between 0.074 and 0.005 mm) < 45 percent

• Maximum Particle Size < 3 inches

Compacted granular fill shall meet the above specification and additionally shall have a maximum 35 percent passing the No. 200 sieve.

According to FAA specifications, compaction of material placed for pavement support will vary, depending on the type of material (cohesive or granular) placed, the depth below pavement and the type of pavement to be placed, and should be followed accordingly. FAA compaction requirements reference Standard Test Methods for Laboratory Compaction Characteristic of Soil Using Modified Effort (ASTM D1557) for aircraft with gross weight in excess of 60,000 pounds. Based on FAA guidelines, it is recommended that engineered fill placed under pavements be compacted to 95 percent of the maximum dry density based on the Modified Proctor Test. Fill soil should be compacted at a moisture content within +3% of optimum. Drying of wet soil shall be expedited by the use of plows, discs, or by other approved methods when so ordered by the site geotechnical engineer. Fill should not be placed in a frozen condition or on a frozen subgrade.

4.4.1 Groundwater Considerations

Based on the groundwater observations made during drilling and at completion, groundwater seepage can be anticipated during construction of the proposed vehicle wash. Where groundwater is encountered, proper groundwater control measures should be implemented to prevent possible development of quick or “boiling” conditions where loose sand and/or sandy silt are encountered. Rii anticipate pre-construction with deep

Toledo, Ohio 8 Rii Project No. N-19-20 02/21/20 wells with proper filter system may be required during construction in the area of the proposed vehicle wash. It is preferable that the groundwater level, if encountered, be maintained at least 36.0 inches below the deepest excavation. A proper dewatering system will be required to maintain a dry, workable condition within the deep excavations for the below-grade structure, if any. However, it is the responsibility of the contractor to properly control the groundwater during construction.

5.0 LIMITATIONS OF STUDY

The above recommendations are predicated upon construction observation and testing performed by a qualified soil technician under the direct supervision of a professional geotechnical engineer. Adequate testing and observation during construction are considered necessary to assure an adequate pavement subgrade and are part of our recommendations.

The recommendations for this project were developed utilizing soil information obtained from the test borings that were made at the proposed site. At this time we would like to point out that soil borings only depict the soil conditions at the specific locations and time at which they were made. The conditions at other locations on the site may differ from those occurring at the boring locations.

The conclusions and recommendations herein have been based upon the available soil information and the preliminary design information furnished by a representative of the owner of the proposed project. Any revision in the plans for the proposed construction from those anticipated in this report should be brought to the attention of the geotechnical engineer to determine whether any changes in the pavement or earthwork recommendations are necessary. If deviations from the noted subsurface conditions are encountered during construction, they should also be brought to the attention of the geotechnical engineer.

The scope of our services does not include any environmental assessment or investigation for the presence or absence of hazardous or toxic materials in the soil, groundwater or surface water within or beyond the site studied. Any statements in this report or on the test boring logs regarding odors, staining of soils or other unusual conditions observed are strictly for the information of our client.

Our professional services have been performed, our findings obtained and our recommendations prepared in accordance with generally accepted geotechnical engineering principles and practices. Resource International is not responsible for the conclusions, opinions or recommendations made by others based upon the data included.

APPENDIX I

VICINITY MAP AND BORING PLAN

B-1

B-2

WV

WV

RD

RD

APPENDIX II

DESCRIPTION OF SOIL TERMS

DESCRIPTION OF SOIL TERMS

The following terminology was used to describe soils throughout this report and is generally adapted from ASTM 2487/2488.

Granular Soils – USCS GW, GP, GM, GC, SW, SP, SM, SC, ML (non-plastic) The relative compactness of granular soils is described as:

Description Blows per foot – SPT (N60) Very Loose Below 5 Loose 5 - 10 Medium Dense 11 - 30 Dense 31 - 50 Very Dense Over 50

Cohesive Soils – USCS ML, CL, OL, MH, CH, OH, PT The relative consistency of cohesive soils is described as:

Unconfined

Description Compression (tsf) Very Soft Less than 0.25 Soft 0.25 - 0.5 Medium Stiff 0.5 - 1.0 Stiff 1.0 - 2.0 Very Stiff 2.0 - 4.0 Hard Over 4.0

Gradation - The following size-related denominations are used to describe soils:

Soil Fraction Size

Boulders Larger than 12” Cobbles 12” to 3” Gravel coarse 3” to ¾” fine ¾” to 4.75 mm (¾” to #4 Sieve) Sand coarse 4.75 mm to 2.0 mm (#4 to #10 Sieve) medium 2.0 mm to 0.42 mm (#10 to #40 Sieve) fine 0.42 mm to 0.074 mm (#40 to #200 Sieve)

Silt 0.074 mm to 0.005 mm (#200 to 0.005 mm) Clay Smaller than 0.005 mm

Modifiers of Components – The following modifiers indicate the range of percentages of the minor soil components:

Term Range Trace 0% - 10% Little 10% - 20% Some 20% - 35% And 35% - 50%

Moisture Table - The following moisture-related denominations are used to describe cohesive soils:

Term Range Dry 0% to 10% Damp >2% below Plastic Limit Moist 2% below to 2% above Plastic Limit Very Moist >2% above Plastic Limit Wet Liquid Limit

Organic Content – The following terms are used to describe organic soils:

Term Organic Content (%) Slightly organic 2-4 Moderately organic 4-10 Highly organic >10

Bedrock – The following terms are used to describe bedrock hardness:

Term Parameter Very Weak Can be carved with knife and scratched by fingernail.

Weak Can be grooved or gouged with knife readily.

Slightly Strong Can be grooved or gouged 0.05 in deep with knife.

Moderately Strong Can be scratched with knife or pick.

Strong Can be scratched with knife or pick with difficulty.

Very Strong Cannot be scratched by knife or pick. Hard repeated blows of hammer to detach specimen.

Extremely Strong Cannot be scratched by knife or pick. Hard repeated blows of hammer to chip hand specimen.

APPENDIX III

BORING LOGS:

B-1 and B-2

BORING LOGS

Definitions of Abbreviations

AS = Auger sample

GI = Group index as determined from the Ohio Department of Transportation classification system

HP = Unconfined compressive strength as determined by a hand penetrometer (tons per square foot)

LLo = Oven-dried liquid limit as determined by ASTM D4318. Per ASTM D2487, if LLo/LL is less than 75 percent, soil is classified as “organic”.

LOI = Percent organic content (by weight) as determined by ASTM D2974 (loss on ignition test)

PID = Photo-ionization detector reading (parts per million)

QR = Unconfined compressive strength of intact rock core sample as determined by ASTM D2938 (pounds per square inch)

QU = Unconfined compressive strength of soil sample as determined by ASTM D2166 (pounds per square foot)

RC = Rock core sample

REC = Ratio of total length of recovered soil or rock to the total sample length, expressed as a percentage

RQD = Rock quality designation – estimate of the degree of jointing or fracture in a rock mass, expressed as a percentage:

100x lengthruncore inches4.0thanlongerortoequalsegments

S = Sulfate content (parts per million)

SPT = Standard penetration test blow counts, per ASTM D1586. Driving resistance recorded in terms of blows per 6-inch interval while letting a 140-pound hammer free fall 30 inches to drive a 2-inch outer diameter (O.D.) split spoon sampler a total of 18 inches. The second and third intervals are added to obtain the number of blows per foot (Nm).

N60 = Measured blow counts corrected to an equivalent (60 percent) energy ratio (ER) by the following equation: N60 = Nm*(ER/60)

SS = Split spoon sample

2S = For instances of no recovery from standard SS interval, a 2.5 inch O.D. split spoon is driven the full length of the standard SS interval plus an additional 6.0 inches to obtain a representative sample. Only the final 6.0 inches of sample is retained. Blow counts from 2S sampling are not correlated with N60 values.

3S = Same as 2S, but using a 3.0 inch O.D. split spoon sampler.

TR = Top of rock

W = Initial water level measured during drilling

▼ = Water level measured at completion of drilling

Classification Test Data

Gradation (as defined on Description of Soil Terms):

GR = % Gravel SA = % Sand SI = % Silt CL = % Clay

Atterberg Limits:

LL = Liquid limit PL = Plastic limit PI = Plasticity Index

WC = Water content (%)

5.2

51.5

0.4

0.4

NP

94.4

48.0

0.6' - Root mat/Dark brown Sand (7.0") Loose to dense, brown to gray POORLY GRADED SAND, very moist to wet.

- Heaving sands encountered from 4.0' to 20.0'

Loose, gray SANDY SILT, very moist to wet.

Medium dense, gray POORLY GRADED SAND, wet.

SP (V)

SP (V)

SP (V)

SP (V)

SP (V)

ML

SP (V)

NPNP

SS-1

SS-2

SS-3

SS-4

SS-5

SS-6

SS-7

662.4

650.0

646.0

643.0

0.0

0.0

COMPLETION DEPTH: 20.0 ft.

NORTHING 701883.168

EASTING: 1614643.010

ELEVATION: 663.0 ft. PAGE

EXPLORATION ID

DRILLING METHOD: 3.25" HSA

SAMPLING METHOD: SPT

NAME: Toledo Express Airport - OANG Vehicle Wash

START: 1-28-20 END: 1-28-20

HAMMER: Automatic

DRILLING FIRM / OPERATOR:ENVCR / R.W.

SAMPLING FIRM / LOGGER: RII / B.S.

663.0

B-1

DRILL RIG: GEOPROBE 7822

CALIBRATION DATE: 2/23/18

RESOURCE INTERNATIONAL, INC.

ENERGY RATIO (%): 91

PROJECT: N-19-020

CLIENT: Atkins, Member of the SNC-Lavalin Group

BACK

FILL

GRADATION (%) ATTERBERG

SI CL

N60 LL WC

DEPTHS

SA

MATERIAL DESCRIPTION

AND NOTES

USCS

CLASS

SPT/

RQD PIPL

REC

SAMPLE

ID

ELEV. HP

(tsf) GR

0-

-U

S C

S B

O R

IN

G

L O

G

O H

D O

T .G

D T

/2

/2

6:

U :\G

I8 \P

R O

JE

C

T S

\2

9\ N

-1

-0

0.

G

P J

NOTES: Groundwater encountered intially @ 3.0' and after drilling completion @ 8.5'. Cave-in depth @ 4.2'.

ABANDONMENT METHODS, MATERIALS, QUANTITIES: Backfilled with soil cuttings

EOB

8.5

4.5

6.1

0.2

NP

85.4

95.3

0.6' - Root Mat/Dark brown Sand (7.0") Medium dense to very dense, brown to gray POORLY GRADED SAND, very moist to wet.

- Heaving sands encountered from 4.0' to 20.0'

Loose, gray POORLY GRADED SAND, wet.

Medium dense, gray POORLY GRADED SAND, wet.

SP (V)

SP (V)

SP

SP (V)

SP (V)

SP (V)

SP (V)

NPNP

SS-1

SS-2

SS-3

SS-4

SS-5

SS-6

SS-7

661.9

649.5

645.5

642.5

0.0

0.0

COMPLETION DEPTH: 20.0 ft.

NORTHING 701873.067

EASTING: 1614699.516

ELEVATION: 662.5 ft. PAGE

EXPLORATION ID

DRILLING METHOD: 3.25" HSA

SAMPLING METHOD: SPT

NAME: Toledo Express Airport - OANG Vehicle Wash

START: 1-28-20 END: 1-28-20

HAMMER: Automatic

DRILLING FIRM / OPERATOR:ENVCR / R.W.

SAMPLING FIRM / LOGGER: RII / B.S.

662.5

B-2

DRILL RIG: GEOPROBE 7822

CALIBRATION DATE: 2/23/18

RESOURCE INTERNATIONAL, INC.

ENERGY RATIO (%): 91

PROJECT: N-19-020

CLIENT: Atkins, Member of the SNC-Lavalin Group

BACK

FILL

GRADATION (%) ATTERBERG

SI CL

N60 LL WC

DEPTHS

SA

MATERIAL DESCRIPTION

AND NOTES

USCS

CLASS

SPT/

RQD PIPL

REC

SAMPLE

ID

ELEV. HP

(tsf) GR

0-

-U

S C

S B

O R

IN

G

L O

G

O H

D O

T .G

D T

/2

/2

6:

U :\G

I8 \P

R O

JE

C

T S

\2

9\ N

-1

-0

0.

G

P J

NOTES: Groundwater encountered intially @ 3.0' and after drilling completion @ 7.8'. Cave-in depth @ 3.5'.

ABANDONMENT METHODS, MATERIALS, QUANTITIES: Backfilled with soil cuttings

EOB

APPENDIX IV

LABORATORY TEST RESULTS

0.0010.010.1110100

%Silt coarse fine

NP

2 16 20

0.83

0.70

%Sand

1.5

3.5

13.5 coarse fine

2.00

2.00

1401/2 3/8 coarse finemediumD100

0.0

0.0

2.6

5.9 medium

Depth

0.0816

0.0170

30 40 50

0.4

0.4

%Gravel

0.21

0.10

0.119

0.035

B-1

B-1

4 3 3/4

Cc

SILT OR CLAY

%Clay

NP

0.0

0.0

3.3

0.2

NP

COBBLES

GRAVEL

LL PL

14 70

GRADATION CURVES

0.0

0.0

5.2

51.5

3.5

13.5

Classification

GRAVEL

Specimen ID Depth coarseD60

SAND

91.1

47.8

MC% PI

6 6 8 fine

P E R C E N T

F I N E R

B Y

W E I G H T

U.S. SIEVE NUMBERS HYDROMETER

SANDY SILT ML

Specimen ID

B-1

B-1

U.S. SIEVE OPENING IN INCHES

GRAIN SIZE IN MILLIMETERS

Cu

D30 D10

RESOURCE INTERNATIONAL, INC

PROJECT Toledo Express Airport - OANG Vehicle Wash PROJECT NO. N-19-020

0.0010.010.1110100

%Silt coarse fine

NP

2 16 20

2.33

0.82

%Sand

1.5

1.0

6.0 coarse fine

4.75

4.75

1401/2 3/8 coarse finemediumD100

0.0

0.0

8.5

2.7 medium

Depth

0.0235

0.0833

30 40 50

6.1

0.2

%Gravel

0.20

0.23

0.105

0.124

B-2

B-2

4 3 3/4

Cc

SILT OR CLAY

%Clay

NP

0.1

0.1

5.1

8.0

NP

COBBLES

GRAVEL

LL PL

14 70

GRADATION CURVES

0.0

0.0

8.5

4.5

1.0

6.0

Classification

GRAVEL

Specimen ID Depth coarseD60

SAND

80.2

87.2

MC% PI

6 6 8 fine

P E R C E N T

F I N E R

B Y

W E I G H T

U.S. SIEVE NUMBERS HYDROMETER

POORLY GRADED SAND SP

Specimen ID

B-2

B-2

U.S. SIEVE OPENING IN INCHES

GRAIN SIZE IN MILLIMETERS

Cu

D30 D10

RESOURCE INTERNATIONAL, INC

PROJECT Toledo Express Airport - OANG Vehicle Wash PROJECT NO. N-19-020